COMPONENTS AND CLADDING ASD WIND PRESSURES (PSF)

► BUILDING CODES

● DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE 2017

FLORIDA BUILDING CODE.RISK CATEGORY II

► DESIGN LOADS AND DATA

● SUPERIMPOSED LOADS

TYPICAL FLOOR DEAD (REFER TO PLAN)LIVE (REFER TO PLAN)

● ROOF LOADS

DEAD 25 PSFROOF LIVE 20 PSFMECHANICAL EQUIPMENT, PIPING AND ROOF TOP AHU’S AS NOTED ON DRAWINGS

● WIND DATA

ULTIMATE DESIGN WIND SPEED (3 SECOND GUST) 162 MPHNOMINAL DESIGN WIND SPEED (3 SECOND GUST) 125.5 MPH BUILDING ENCLOSURE ENCLOSED EXPOSURE C WIND IMPORTANCE FACTOR (Iw) 1.0 WIND DIRECTIONALITY FACTOR (Kd) 0.85 TOPOGRAPHIC FACTOR (Kzt) 1.0 GUST FACTOR (BUILDING IS RIGID) 0.85 INTERNAL PRESSURE COEFFICIENT (GCpi) ± 0.18 ANALYSIS PROCEDURE CHAPTER 28COMPONENTS AND CLADDING PER ASCE 7-10 MINIMUM NET UPLIFT (ULTIMATE PRESSURES)

INTERIOR SPACES 20 PSF (STRENGTH)EXTERIOR CANOPIES/SOFFITS 60 PSF (STRENGTH)

● SEISMIC DATA

SEISMIC IMPORTANCE FACTOR 1.00 MAPPED SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS (Ss) 0.050 MAPPED SPECTRAL RESPONSE ACCELERATION FOR 1 SECOND PERIOD (S1) 0.023 SITE CLASS D DESIGN SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS (SDs) 0.053 DESIGN SPECTRAL RESPONSE ACCELERATION FOR 1 SECOND PERIOD (SD1) 0.037SEISMIC DESIGN CATEGORY AANALYSIS PROCEDURE MINIMUM EQUIVALENT LATERAL FORCE

► MATERIAL STRENGTHS AND STANDARDS

THE MATERIAL STRENGTHS AND STANDARDS LISTED HERE REPRESENT A SELECTED SUMMARY OF THE REQUIREMENTSNOTED IN THE SPECIFICATIONS. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. IN CASE OF DISCREPANCYBETWEEN THESE NOTES AND THE SPECIFICATIONS, THESE NOTES SHALL GOVERN.

● SOILS (PER GEOTECHNICAL REPORT)

DESIGN SOIL BEARING CAPACITY FOR SPREAD/STRIP FOOTINGS 2,500 PSF

● CONCRETE (28 DAY STRENGTH)

FOOTINGS, DRILLED PIERS F’c = 3,000 PSI CONCRETE PIERS F’c = 4,000 PSIPOST-TENSIONED SLAB F’c = AS REQUIRED BY P.T. DESIGNER

(3,000 PSI MINIMUM)

● REINFORCING STEEL

WELDED WIRE FABRIC, PROVIDED IN FLAT SHEETS ONLY (ASTM A185) Fy = 65,000 PSI DEFORMED BARS (ASTM A615, GRADE 60) Fy = 60,000 PSI

● MASONRY

SOLID CONCRETE BRICK (ASTM C55) 3,500 PSI CONCRETE MASONRY UNIT ASSEMBLY F’m = 2,250 PSI

CONCRETE MASONRY UNIT (ASTM C90 - LIGHTWEIGHT) 3,275 PSI MORTAR (ASTM C270) TYPE S

GROUT (ASTM C476) F’c = 3,000 PSI ANCHOR RODS (ASTM F1554, GRADE 36) Fy = 36,000 PSI

► GENERAL NOTES

● CONSTRUCTION

UNLESS SPECIFICALLY NOTED OTHERWISE, BUILDING STRUCTURE HAS BEEN DESIGNED FOR THE FINAL COMPLETEDCONDITION ONLY, AND HAS NOT BEEN ANALYZED, INVESTIGATED OR DESIGNED FOR OVERALL STRUCTURE, ORINDIVIDUAL MEMBER, STABILITY DURING CONSTRUCTION. CONTRACTOR SHALL PROVIDE AND MAINTAIN TEMPORARYBRACING AND SUPPORTS FOR ALL STRUCTURAL ELEMENTS, BOTH INDIVIDUALLY AND COLLECTIVELY, AS REQUIRED AT EVERY STAGE OF CONSTRUCTION UNTIL THE FINAL COMPLETION OF THE STRUCTURE. NO PORTION OF THE BUILDINGSTRUCTURE, WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OF THE CONTRACTORS TEMPORARY BRACES AND SUPPORTS, WHICH SHALL ADDITIONALLY PROVIDE SUPPORT FOR ALL CONSTRUCTIONLOADING. MATERIALS AND EQUIPMENT SHALL BE STORED, TRANSPORTED AND INSTALLED IN A MANNER THAT WILLNOT EXCEED THE DESIGN FLOOR LOADING.

CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES OFCONSTRUCTION INCLUDING, BUT NOT LIMITED TO, TEMPORARY BRACING, SUPPORTS, SHORING, FORMING TOSUPPORT IMPOSED CONSTRUCTION LOADS, AND OTHER SIMILAR ITEMS.

STRUCTURAL DOCUMENTS MAY REFER TO OSHA REQUIREMENTS. SUCH REFERENCES ARE INCIDENTAL, AND ARE NOTINTENDED TO IDENTIFY ALL APPLICABLE OSHA REQUIREMENTS.

● COMPLETENESS

INFORMATION CONTAINED IN THE GENERAL NOTES IS ONLY A PARTIAL SUMMARY OF PROJECT REQUIREMENTS.SEE SPECIFICATIONS, PLANS AND DETAILS FOR ADDITIONAL REQUIREMENTS.

USE ONLY DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT MANUALLY SCALE THE DRAWINGS OR USE ANYDIMENSIONS MEASURED FROM ELECTRONIC DRAWING FILES.

UNLESS NOTED OTHERWISE, CENTERLINE OF FLOOR FRAMING ELEMENTS COINCIDES WITH COLUMNCENTERLINES, AND FRAMING ELEMENTS ARE EQUALLY SPACED BETWEEN ADJACENT COLUMN CENTERLINES.

MAJOR OPENING LOCATIONS AND SIZES ARE INDICATED ON THE STRUCTURAL DRAWINGS - SMALLER OPENINGSAND SLEEVES REQUIRED TO ACCOMMODATE VARIOUS BUILDING SERVICES MAY NOT BE NOTED. CONTRACTOR TOVERIFY THE SIZE AND LOCATION OF ALL ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING OPENINGS, INCLUDING CLEARANCE REQUIREMENTS CONTAINED IN THE RESPECTIVE DISCIPLINE DOCUMENTS FOR INSTALLATIONAND IN-PLACE OPERATION OF THE RESPECTIVE EQUIPMENT OR ITEMS. UNDER NO CIRCUMSTANCES MAYPENETRATIONS BE MADE IN ANY STRUCTURAL ELEMENT AFTER FINAL PLACEMENT IN THE BUILDING STRUCTURE,WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.

CONSULT ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND MANUFACTURERS SPECSHEETS FOR LOCATIONS AND DIMENSIONS OF PADS, CURBS, EQUIPMENT SUPPORTS, DEPRESSIONS, INSERTS, DRIPS,REGLETS, REVEALS, FINISHES AND OTHER MISCELLANEOUS PROJECT REQUIREMENTS THAT NECESSITATEINCIDENTAL ACCOMMODATION BY THE BUILDING STRUCTURE BUT ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS.

● GENERAL

THE STRUCTURE HAS BEEN DESIGNED AS UNRESTRAINED FOR THE PURPOSE OF FIRE RATING AND FIREPROOFINGASSEMBLY EVALUATIONS.

STRUCTURAL COMPONENTS HAVE NOT BEEN DESIGNED FOR VIBRATORY EQUIPMENT UNLESS NOTED OTHERWISE.PLACE VIBRATORY EQUIPMENT AND EQUIPMENT SENSITIVE TO VIBRATIONS ON VIBRATION ISOLATORS SPECIFICALLYDESIGNED FOR THE EQUIPMENT.

LATERAL BRACING FOR NON-STRUCTURAL ELEMENTS DESIGNED AND DETAILED BY COMPONENT SUPPLIERS SHALL BEDESIGNED TO APPLY LOADS DIRECTLY TO FLOOR OR ROOF DIAPHRAGMS. BRACES SHALL NOT ATTACH DIRECTLY TO BOTTOM FLANGES OF BEAMS OR BOTTOM CHORDS OF JOISTS UNLESS THE COMPONENT SUPPLIER PROVIDESADDITIONAL BRACING FROM THOSE ELEMENTS TO THE FLOOR OR ROOF DIAPHRAGM AT EACH ATTACHMENT POINT.

HOLES, NOTCHES, BLOCK-OUTS AND OTHER SIMILAR FIELD MODIFICATIONS TO STRUCTURAL MEMBERS NOTSPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED SHOP DRAWINGS ARE NOT PERMITTED.

EXCEPT AS NOTED BELOW, ALL FUTURE EXPANSION IS ASSUMED TO BE COMPLETELY SELF SUPPORTING FOR BOTHGRAVITY AND LATERAL LOADS.

► SYSTEM NOTES

● FOUNDATIONS AND EARTHWORK

REMOVE EXISTING SURFICIAL TOP SOIL AND VEGETATION FROM WITHIN THE BUILDING AREA AND A MINIMUM OF TEN FEET BEYOND. EXCAVATE MATERIAL TO PROPOSED SLAB-ON-GRADE SUBGRADE. PROOFROLL WITH A HEAVY RUBBERTIRED VEHICLE. SOILS WHICH HEAVE, PUMP, OR DO NOT READILY COMPACT SHALL BE EXCAVATED AND REPLACEDWITH ENGINEERED FILL.

SUBGRADE PREPARATION FOR FOOTINGS SHALL CONSIST OF EXCAVATION TO REQUIRED ALLOWABLE BEARINGCAPACITY SOILS AT OR NEAR DESIGN FOOTING ELEVATIONS. WHERE UNSUITABLE SOIL IS ENCOUNTERED AT NOMINALBEARINGDEPTH, SEE OVER EXCAVATION DETAIL.

ALL COMPACTION REQUIREMENTS REFER TO % OF MAXIMUM DRY DENSITY PER ASTM D-1557 MODIFIED PROCTOR. GRANULAR STRUCTURAL FILL BENEATH FOOTINGS SHALL BE PLACED IN LAYERS NO MORE THAN 8" THICK, AND EACH LAYER SHALL BE COMPACTED TO 95%. COHESIVE FILL APPROVED BY THE GEOTECHNICAL CONSULTANT SHALL BE PLACED IN LAYERS NO THICKER THAN 8", AND EACH LAYER SHALL BE COMPACTED TO 95%. MOISTURE CONDITION FILL MATERIALS AS REQUIRED TO OBTAIN PROPER COMPACTION. COHESIVE SOILS OR GRANULAR SOILS WITH A SIGNIFICANT PERCENT OF COHESIVE FINES SHALL BE CONDITIONED TO WITHIN 3% OF OPTIMUM MOISTURE CONTENT AT COMPACTION.

FOR GENERAL INFORMATION AND SPECIFIC RECOMMENDATIONS AND REQUIREMENTS PERTAINING TO THE PROJECTSITE, REFER TO THE PROJECT GEOTECHNICAL REPORT PREPARED BY UNIVERSAL ENGINEERING SCIENCES DATED NOVEMBER 2, 2017. UES REPORT #0530.1700252.0000

COLUMNS, PIERS, AND SPREAD FOOTINGS ARE CENTERED ON GRIDLINES UNLESS NOTED OTHERWISE. CONTINUOUSFOOTINGS ARE CENTERED ON WALLS ABOVE UNLESS NOTED OTHERWISE.

BACKFILL UNIFORMLY ON EACH SIDE OF FOUNDATION WALLS, GRADE BEAMS AND OTHER SIMILAR ELEMENTS. DO NOTBACKFILL AGAINST ANY STRUCTURAL ELEMENT UNTIL THAT ELEMENT HAS ATTAINED FULL DESIGN STRENGTH.DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL TOP AND BOTTOM OF WALL IS BRACED BY FLOOR FRAMING ANDSLAB-ON-GRADE.

TOP OF FOOTING ELEVATION NOTED ON DRAWINGS REPRESENT CONSIDERED ENGINEERING JUDGMENTS ABOUTPROTECTION FROM FROST AND MINIMUM DEPTH TO SOILS CAPABLE OF PROVIDING DESIGN SOIL BEARING CAPACITY.UNCERTAINTIES INHERENT IN DETERMINING THE ELEVATION OF SOILS ADEQUATE TO PROVIDE DESIGN BEARINGCAPACITY MAY REQUIRE FOUNDATIONS TO BE LOWERED – IN NO CASE SHALL TOP OF FOOTING BE HIGHER THAN NOTED. A GEOTECHNICAL ENGINEER SHALL VERIFY THAT SOIL AT THE FOOTING BASE IS ADEQUATE TO PROVIDE THEREQUIRED DESIGN SOIL BEARING CAPACITY.

● CAST-IN-PLACE CONCRETE

DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF ACI 318 –11 EXCEPTWHERE MORE RESTRICTIVE REQUIREMENTS ARE NOTED.

REINFORCING CLEAR COVER SHALL BE AS NOTED BELOW UNLESS SPECIFICALLY NOTED OTHERWISE ON STRUCTURALDRAWINGS.

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3”CONCRETE EXPOSED TO EARTH OR WEATHER

#3 - #5 BARS 1 1/2”#6 - #18 BARS 2”

CONCRETE NOT EXPOSED TO EARTH OR WEATHERWALLS - #3 THRU #11 BARS 3/4”WALLS - #14 THRU #18 BARS 1 1/2”STRUCTURAL SLABS - TOP, BOTTOM 1”JOIST TIES AND MAIN REINFORCING - TOP, BOTTOM , SIDES 1 1/2”BEAM TIES - TOP, BOTTOM, SIDES 1 1/2”BEAM MAIN REINFORCING - TOP, BOTTOM, SIDES 2”COLUMN TIES 1 1/2”COLUMN MAIN REINFORCING 2”

PROVIDE (2) #5 BARS AROUND ALL OPENINGS AND (2) #5 DIAGONAL BARS AT ALL OPENING AND RE-ENTRANT CORNERS. BARS SHALL EXTEND A MINIMUM OF 24” PAST OPENING.

ALL BAR SPLICES SHALL BE CONTACT LAP SPLICED USING CLASS B TENSION LAP LENGTHS, WITH ADJACENT LAPS STAGGERED A MINIMUM OF 3’-0” UNLESS DETAILED OTHERWISE.

FIELD WELDING OF ASTM A615 REINFORCING STEEL IS NOT PERMITTED. FIELD BENDING OF REINFORCING STEEL ISNOT PERMITTED EXCEPT WHERE SPECIFICALLY DETAILED ON STRUCTURAL DRAWINGS.

●METAL PLATED WOOD TRUSSES

WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE CURRENT EDITIONS OF "DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES" BY TRUSS PLATE INSTITUTE (TPI) AND "NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENINGS" BY NATIONAL FOREST PRODUCTS ASSOCIATION.

ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS:TOP CHORD LIVE LOAD 20 PSFTOP CHORD DEAD LOAD 15 PSFBOTTOM CHORD LIVE LOAD 10 PSF (NOT CONCURRENT WITH TOP CHORD)BOTTOM CHORD DEAD LOAD 10 PSF

FLOOR TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS:TOP CHORD LIVE LOAD REFER TO BUILDING DESIGN LIVE LOADSTOP CHORD DEAD LOAD 25 PSFBOTTOM CHORD LIVE LOAD 10 PSF (NOT CONCURRENT WITH TOP CHORD)BOTTOM CHORD DEAD LOAD 10 PSF

IN ADDITION TO THE LOADS STATED ABOVE THE TRUSSES SHALL BE DESIGNED FOR ANY MECHANICAL, AND/OR ANY SPECIAL LOAD CONDITIONS AS SHOWN ON STRUCTURAL PLANS AND AS REQUIRED BY THE FLORIDA BUILDING CODE. GC AND TRUSS DESIGNER SHALL REVIEW DRAWINGS FROM ALL DISCIPLINES TO ENSURE ALL ISOLATED LOADS FROM UTILITIES AND MECHANICALS, EITHER HUNG OR FLOOR SUPPORTED, ARE CONSIDERED IN THE DESIGN OF BOTH FLOOR AND ROOF TRUSSES.

ROOF TRUSSES SHALL HAVE A MAXIMUM LIVE LOAD DEFLECTION OF L/240.

FLOOR TRUSSES SHALL HAVE A MAXIMUM LIVE LOAD DEFLECTION OF L/480. WITH MAXIMUM 1" DEFLECTION.

FABRICATION, HANDLING, STORAGE, AND ERECTION SHALL BE IN ACCORDANCE WITH "TRUSS PLATE INSTITUTE" RECOMMENDED PRACTICES AND SHALL BE DONE IN A WORKMAN LIKE MANNER SO AS TO NOT DAMAGE THE TRUSSES. TRUSSES SHALL NOT BE CUT, ADDED ONTO, OR ALTERED IN ANY WAY WITH OUT THE WRITTEN CONSENT OF THE TRUSS DESIGNER, ENGINEER, AND ARCHITECT.

WOOD TRUSS DESIGNER/SUPPLIER SHALL SUBMIT FORMAL STAMPED CALCULATIONS BY A REGISTERED ENGINEER IN THE STATE OF FLORIDA FOR REVIEW BEFORE FABRICATION.

WOOD TRUSS DESIGNER/SUPPLIER SHALL SUBMIT A SCHEDULE SHOWING TYPE, MANUFACTURER AND LOCATION FOR EACH TRUSS/ WALL CONNECTION AND TIE-DOWN ALONG WITH CAPACITY.

CONTRACTOR SHALL SUBMIT TRUSS SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING TO THE ARCHITECT.

SHOP DRAWINGS SUBMISSIONS SHALL INCLUDE THE FOLLOWING INFORMATION:NAME, ADDRESS, PHONE NUMBER OF TRUSS SUPPLIERSLOPE OR DEPTH, SPAN, AND SPACINGLOCATION OF ALL JOINTSALL DESIGN LOADSADJUSTMENTS TO LUMBER AND METAL CONNECTOR PLATE VALUES FOR CONDITIONS OF USEEACH REACTION FORCE AND DIRECTIONMETAL CONNECTOR PLATE TYPE, SIZE, GAUGE, AND DIMENSIONAL LOCATION OF EACH PLATELUMBER SIZE, SPECIES, AND GRADE FOR EACH TRUSS MEMBERCONNECTION REQUIREMENTS FOR TRUSS TO TRUSS GIRDER, TRUSS PLY TO PLY, AND FIELD SPLICESCALCULATED DEFLECTION RATIO AND/OR MAXIMUM DEFLECTION FOR LIVE AND TOTAL LOADSSPECIFY ALL TRUSS TO TRUSS CONNECTIONS AND HANGERSSPECIFY AND SHOW ALL PERMANENT TRUSS BRACING REQUIRED BY DESIGN

CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION PROCEDURES AND TEMPORARY TRUSS BRACE REQUIREMENTS DURING ERECTION IN ACCORDANCE WITH TPI's COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALL, AND BRACING METAL PLATE CONNECTED WOOD TRUSSES (HIP-91 BOOKLET) AND THE CURRENT EDITION OF ANSI/TPI-1.

TRUSSES EXPOSED TO MOISTURE SHALL BE CONSTRUCTED OF PRESSURE TREATED WOOD AND GALVANIZED METAL PLATES.

DESIGN ROOF TRUSSES TO RESIST ALL WIND LOADS INCLUDING UPLIFT AS REQUIRED BY THE FLORIDA BUILDING CODE. PROVIDE TIE-DOWN CLIP AT EACH TRUSS, AT EVERY POINT OF BEARING.

ALL TRUSS TO TRUSS CONNECTIONS ARE TO BE DESIGNED, DETAILED, AND SUPPLIED BY THE TRUSS SUPPLIER.

TRUSS FABRICATOR SHALL FIELD VERIFY ALL SPAN DIMENSION BEFORE FABRICATING.

COORDINATE OPEN WEB PLACEMENT WITH MECHANICAL DESIGN BUILD CONTRACTOR FOR COORDINATION OF MECHANICAL SERVICES, ETC.

● WOOD FRAMING

DESIGN AND CONSTRUCTION OF WOOD FRAMED CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE2012 EDITION OF THE NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION, INCLUDING THE 2012 EDITION OFTHE NDS SUPPLEMENT DESIGN VALUES FOR WOOD CONSTRUCTION, AND THE 2008 EDITION OF THE SPECIAL DESIGN PROVISIONSFOR WIND AND SEISMIC STANDARD, EXCEPT WHERE MORE RESTRICTIVE REQUIREMENTS ARE NOTED.

DESIGN AND CONSTRUCTION OF WOOD PANELS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE 2012 EDITION OF THEPANEL DESIGN SPECIFICATION., EXCEPT WHERE MORE RESTRICTIVE REQUIREMENTS ARE NOTED.

USE STEEL WASHERS BETWEEN HEAD AND NUT OF BOLT AND WOOD, AND BETWEEN HEAD OF LAG SCREW AND WOOD.

WOOD SILL PLATES AND OTHER WOOD MEMBERS, INCLUDING PLYWOOD, DIRECTLY EXPOSED TO MOISTURE OR IN DIRECTCONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED.

PLYWOOD PANEL EDGES SHALL BEAR ON THE FRAMING SUPPORT MEMBERS AND BUTT ALONG THEIR CENTERLINES. NAILS SHALLNOT BE PLACED LESS THAN 3/8" FROM PANEL EDGE.

MAXIMUM MOISTURE CONTENT IN ANY WOOD MEMBER SHALL NOT EXCEED 19%.

THE CONTRACTOR MAY CHOOSE TO UTILIZE A CONTINUOUS LOAD PATH (CLP) THREADED ROD HOLD-DOWN SYSTEM IN LIEU OFSTRAPS AND HOLD-DOWN ANCHORS AT SHEAR WALL LOCATIONS. IF A CLP SYSTEM IS UTILIZED, THE CONTRACTOR SHALL SUBMITFOR REVIEW CALCULATIONS AND SHOP DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.

THE CONTRACTOR MAY CHOOSE TO UTILIZE ZIP SYSTEM WALL SHEATHING IN LIEU OF THE EXTERIOR SHEATHING SHOWN ON THESE STRUCTURAL DRAWINGS. THE ZIP SYSTEM WALL SHEATHING SHALL COMPLY WITH DOC PS 2 FOR WOOD STRUCTURAL PANELS ANDICC-ES EVALUATION REPORT ESR-1474 (CURRENT ISSUE). REFER TO SHEAR WALL SCHEDULE FOR REQUIRED THICKNESS AND FASTENING PATTERN.

SIMPSON OR USP CONNECTORS ARE TO BE CONNECTED USING FASTENERS SPECIFIED BY THE MANUFACTURER ONLY (UNLESS NOTED OTHERWISE). ALL FASTENERS SPECIFIED BY THE MANUFACTURER MUST BE INCLUDED AT ALL CONNECTIONS. FASTENER SUBSTITUTIONS ARE NOT ALLOWED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD.

ALL NAILS NOT USED WITH SIMPSON OR USP CONNECTORS ARE COMMON NAILS UNLESS NOTED OTHERWISE.8d NAILS = 0.131" x 2.5"10d NAILS = 0.148" x 3"16d NAILS = 0.162" x 3.5"20d NAILS = 0.192" x 4"30d NAILS = 0.207" x 4.5"40d NAILS = 0.225" x 5"60d NAILS = 0.263" x 6"

DO NOT CUT, NOTCH OR DRILL HOLES IN LVL BEAMS OR JOISTS WITHOUT WRITTEN PERMISSION FROM THE ENGINEER OF RECORD. AT ENGINEER-APPROVED LOCATIONS, SEE TYPICAL FRAMING DETAILS AND NOTES FOR LIMITS ON FIELD CUT HOLES IN LVL HEADERS AND BEAMS. VERIFY WITH MANUFACTURER REQUIREMENTS. HOLES ARE NOT ALLOWED IN PSL BEAMS FOR ANY REASON.

COLUMN SIZES SHOWN ARE MINIMUM. CONTRACTOR MAY USE LARGER SECTION IF REQUIRED TO FULLY SUPPORT MEMBERS. LARGER COLUMNS MUST FIT INTO WALLS IN WHICH THEY ARE INTENDED TO FIT. MEMBERS USING MECHANICAL FASTENERS LARGER THAN 1/4" DIA. MAY NOT BE SUBSTITUTED WITHOUT WRITTEN PERMISSION FROM THE ENGINEER OF RECORD.

STANDARD ABBREVIATIONS:AB ANCHOR BOLT (ROD)AHU AIR HANDLING UNITALT ALTERNATEAPPROX APPROXIMATELYARCH ARCHITECTURALB/F BOTTOM OF FOOTINGB/S BOTTOM OF STEELBC BOTTOM CHORDBLDG BUILDINGBRG BEARINGBTWN BETWEENCB CATCH BASINCIP CAST-IN-PLACECJ CONTROL JOINTCL CENTER LINECLR CLEAR (DISTANCE)CMU CONCRETE MASONRY UNITCOL COLUMN CONC CONCRETE CONT CONTINUOUSCS COLUMN STRIPDBA DEFORMED BAR ANCHORDEMO DEMOLITION / DEMOLISHDIA DIAMETERDL DEAD LOADDWG DRAWINGE/D EDGE OF DECKE/S EDGE OF SLABEF EACH FACEEJ EXPANSION JOINTEL ELEVATIONELEC ELECTRICALENG ENGINEEREQ EQUALES EDGE STRIP

LP LOW POINTLSL LAMINATED STRAND LUMBERLTWT LIGHTWEIGHTLVL LAMINATED VENEER LUMBERLW LONG WAYMAX MAXIMUMMECH MECHANICALMFR MANUFACTURERMIN MINIMUMMISC MISCELLANEOUSMO MASONRY OPENINGMS MIDDLE STRIPNA NOT APPLICABLENIC NOT IN CONTRACTNOM NOMINALNTS NOT TO SCALEOC ON CENTEROD OUTSIDE DIAMETEROF OUTSIDE FACEOPNG OPENINGOPP OPPOSITEOSL OUTSTANDING LEGPC PRECAST / PRESTRESSEDPCI POUNDS PER CUBIC INCHPDF POUNDS PER CUBIC FOOTPL PLATEPLBG PLUMBINGPLF POUNDS PER LINEAR FOOTPROJ PROJECTIONPSF POUNDS PER CUBIC FOOTPSI POUNDS PER SQUARE INCHPT PRE (POST) -TENSIONED

● WOOD

WALL STUDS (SEE SCHEDULE)2X SPF POSTS (MATCH WALL STUDS)2X SPF JOIST/HEADERS/BEAMS

(SPF, NO.2 OR BETTER) Fb = 875 PSI Fv = 135 PSI Fc ┴ = 425 PSI E = 1,400,000 PSI

LAMINATED STRAND LUMBER (LSL) Fb = 2,300 PSI Fv = 310 PSI Fc ┴ = 900 PSI E = 1,500,000 PSI

LAMINATED VENEER LUMBER (LVL) Fb = 3,100 PSI Fv = 285 PSI Fc ┴ = 750 PSI E = 2,000,000 PSI

PARALLEL STRAND LUMBER (PSL) Fb = 2,400 PSI Fv = 190 PSI Fc ιι = 2,500 PSI E = 1,800,000 PSIPOSTS AND TIMBERS(SPF,NO.2 OR BETTER) Fb = 500 PSI Fc ιι = 500 PSI E = 1,000,000 PSI

RIM BOARDS Fb = 2,400 PSI Fv = 285 PSI Fc ┴ = 750 PSI E = 1,700,000 PSI

GLULAM BEAMS (SEE BEAM AND POST SCHEDULE)BOLTS AND LAG SCREWS (ASTM A307, GR. A) Fy = 36,000 PSI

EW EACH WAYEWEF EACH WAY EACH FACEEXP EXPANSION EXT EXTERIOREXTG EXISTINGFD FLOOR DRAINFLG FLANGEFLR FLOORFTG FOOTINGFUT FUTUREFV FIELD VERIFYGA GAUGEGALV GALVANIZEDGC GENERAL CONTRACTORGLULAM GLUE-LAMINATED BEAM(S)GT GIRDER TRUSSHK HOOKHORIZ HORIZONTALHP HIGH POINTHVAC HEATING, VENTILATING,

AND AIR CONDITIONINGHWS HEADED WELDED STUD(S)ID INSIDE DIAMETERIF INSIDE FACEINT INTERIORJBE JOIST BEARING ELEVATIONK KIP KO KNOCKOUT PANELKSI KIPS PER SQUARE INCHL ANGLELB POUNDSLL LIVE LOADLLBB LONG LEG BACK TO BACKLLH LONG LEG HORIZONTALLLV LONG LEG VERTICAL

RD ROOF DRAINREF REFERENCEREINF REINFORCE(D)REM REMAINDERRTU ROOF TOP UNITSC SLIP CRITICALSCH SCHEDULESHT SHEETSIM SIMILARSL SNOW LOADSLBB SHORT LEGS BACK TO BACKSOG SLAB-ON-GRADESP SPAC(ES)(ED)(ING)SPEC SPECIFICATION(S)SQ SQUARESS STAINLESS STEELSTD STANDARDSW SHORT WAYT/F TOP OF FOOTINGT/L TOP OF LEDGET/P TOP OF PIERT/S TOP OF STEELT/W TOP OF WALLTC TENSION CONTROLTC TOP CHORDTHK THICK (NESS) (ENED)TL TOTAL LOADTYP TYPICAL THRU-OUT THE

CONSTRUCTION DOCUMENTSUNO UNLESS NOTED OTHERWISEVERT VERTICALVIF VERIFY IN FIELDWL WIND LOADWP WORKING POINTWWF WELDED WIRE FABRIC

● CONCRETE MASONRY

DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF ACI 530 - 11 AND ACI 530.1 -11 EXCEPT WHERE MORE RESTRICTIVE REQUIREMENTS ARE NOTED.

ALL CMU SHALL BE PLACED IN RUNNING BOND. UNLESS NOTED OTHERWISE PROVIDE CONTINUOUS LADDER TYPEREINFORCEMENT WITH 9 GAUGE SIDE AND CROSS RODS AT 16” OC VERTICALLY IN ALL WALLS AND PIERS, AND AT 8”OC VERTICALLY AT PARAPETS. WHERE VERTICAL BARS ARE REQUIRED, CONSTRUCT CMU WALL TO PROVIDE A CONTINUOUS UNOBSTRUCTED CELL FROM BOTTOM TO TOP OF BAR. CELL CONTAINING A SINGLE BAR SHALL NOT BE LESS THAN 3” X 4” IN PLAN AREA.

PORTIONS OF CMU CONSTRUCTION REQUIRING STRUCTURAL FILL SHALL USE GROUT ONLY. USE OF CONCRETE FILLIN CMU CONSTRUCTION IS NOT PERMITTED. WHERE CLEARANCES AND CONGESTION PERMIT, USE COARSE GROUTWITH PEA GRAVEL AGGREGATE; OTHERWISE USE FINE GROUT.

REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OF ALL VERTICAL CONTROL JOINTS IN EXTERIOR WYTHES OF PERIMETER WALLS AND FOR EXTERIOR WALLS.

PROVIDE STEEL PIPE SLEEVES AT ALL LOCATIONS WHERE PIPING PASSES THROUGH CMU WALL.

WHERE BOND BEAMS INTERSECT AT WALL CORNERS AT DIFFERENT ELEVATIONS, RUN EACH BOND BEAM AROUND THECORNER FOR A MINIMUM OF TWO FULL BLOCK LENGTHS BEFORE TERMINATING. WHERE BOND BEAMS ADJOIN ON THESAME WALL AT DIFFERENT ELEVATIONS, RUN BOND BEAMS PAST ONE ANOTHER A MINIMUM OF FOUR FULL BLOCKLENGTHS BEFORE TERMINATING

● POST-TENSIONED CONCRETE

DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF ACI 318-11 EXCEPT WHERE MORE RESTRICTIVE REQUIREMENTS ARE NOTED.

SHOP DRAWINGS: SHOP DRAWINGS AND DESIGN CALCULATIONS, BEARING STAMP AND SIGNATURE OF PROFESSIONAL ENGINEER REGISTERED IN STATE OF FLORIDA, SHOWING COMPLETE INFORMATION FOR INSTALLATION OF POST TENSIONED CONCRETE. INDICATING DIMENSIONS AND LOCATIONS AS WELL AS SIZE AND TYPE OF REINFORCEMENT. INDICATE LAYOUT, DIMENSIONS, AND PROCEDURE OF INSTALLATION. PROVIDE LOCATION AND DETAILS OF ANCHORAGE DEVICES THAT ARE TO BE EMBEDDED.

MIX DESIGN FOR POST-TENSIONED CONCRETE IS BY PT FOUNDATION DESIGNER.

FUTURE PENETRATIONS OF POST-TENSIONED SLABS REQUIRE CAREFUL ADHERENCE TO THE FOLLOWING PROCEDURE:OBTAIN THE SIZE AND DESIRED LOCATION OF THE NEW OPENING.REVIEW STRUCTURAL DESIGN CALCULATIONS FOR IMPACT OF OPENING.IF NEW OPENING IS ACCEPTABLE IN THE DESIRED LOCATION, LOCATE TENDONS AND MILD REINFORCEMENT USING EQUIPMENT DESIGNED FOR THE PURPOSE (PACHOMETER EQUIPMENT).ADJUST OPENING LOCATION TO AVOID CUTTING ANY TENDONS AND TO MINIMIZE CUTTING OF MILD REINFORCEMENT.USE LOW SPEED DRILL FOR CORING CONCRETE TO MINIMIZE RISK OF CUTTING OR DAMAGING TENDONS OR MILD REINFORCEMENT.WORK MUST BE SUPERVISED BY AN INDIVIDUAL COMPETENT TO DETERMINE THAT THE STRUCTURAL SYSTEM IS NOT DAMAGED BY THE WORK.

EMBEDMENT DEPTH OF POST-TENSIONED SLAB SHOWN ON THESE DRAWINGS SHALL BE REVIEWED, VERIFIED AND APPROVED BY PROJECT GEOTECHNICAL ENGINEER.

FLAT ROOFROOF SLOPE 1/2" PER FT OR LESS

GABLE ROOFROOF SLOPE 0°< L <7°

GABLE ROOFROOF SLOPE 7°< L <45°

HIP ROOFROOF SLOPE 7°< L <27°

a

a

a

a

a

a

a

a

a

a

a

a

a

a

1

WINDAREA (SF)

ZONE

10

a

a

1 20

1 50

1 100

2 10

20

50

100

3 10

20

50

100

2

2

2

3

3

3

14.0

(+)

0° TO 7°

13.1

11.9

11.1

14.0

13.1

11.9

11.1

(-) (+)

7° TO 27°

(-) (+)

27° TO 45°

(-)

ROOF SLOPE

14.0

13.1

11.9

11.1

4

WINDAREA (SF)

10

20

50

100

10

20

50

100

(+) (-)

ZONE

4

4

4

5

5

5

5

31.4 34.0

30.0

28.2

26.8

32.6

30.8

29.4

41.9

39.1

35.4

32.6

31.4

30.0

28.2

26.8

LOCATION

OVERHANG

OVERHANG

OVERHANG

OVERHANG

10

20

50

100

WINDAREA (SF)

ZONE 2

0° TO 7°

ZONE 3

7° TO 27° 27° TO 45°

ROOF SLOPE

(-) WIND PRESSURE ON ROOF OVERHANGS

ZONE 2 ZONE 3 ZONE 2 ZONE 3

WIND PRESSURES PROVIDED IN TABLE ABOVE ARE BASED ON SIMPLIFIED PROVISIONS FOR ENCLOSED REGULAR-SHAPED BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN OR EQUAL TO 60’-0” (ASCE 7-10)

(+) = POSITIVE (INWARD) PRESSURE.(-) = NEGATIVE (OUTWARD) PRESSURE.SF = SQUARE FEET

FOR EFFECTIVE MEMBER AREAS NOT SPECIFICALLY LISTED, INTERPOLATE OR USE LARGEST VALUE OF WIND PRESSURE/ SUCTION NOTED. DO NOT USE 1/3 STRESS INCREASE FOR MEMBER DESIGN WITH VALUES NOTED IN THIS TABLE.

FOR VALUES INDICATED BY THE FINAL VALUE, INCLUDING ALL PERMITTED REDUCTIONS, USED IN THE DESIGN SHALL NOT BE LESS THAN A NET PRESSURE OF 16 PSF ACTING IN ANY DIRECTION NORMAL TO THE SURFACE.

LENGTH NOTED "a" = 3.0 FEET

1)

2)

3)

4)

5)

NOTES:

3

3

5

5 5

522

1

1

44

1

5

5 5

5

44

5

5 5

5

44

5

5 5

5

44

3

3

3

32

2

1

2

2

2

1

1

2

3

3

3

3

2

2

2

2

3

3

2

2

3 a

3

3

3

3

2

2

2

2

1

1

31

3

2

2

3

34.3

33.4

32.3

31.4

57.6

51.5

43.4

37.2

86.7

71.8

52.1

37.2

19.8

18.0

15.7

14.0

19.8

18.0

15.7

14.0

19.8

18.0

15.7

14.0

31.4

30.5

29.4

28.5

54.7

50.3

44.5

40.1

80.9

75.6

68.7

63.4

31.4

30.5

29.4

28.5

31.4

30.5

29.4

28.5

31.4

30.5

29.4

28.5

34.3

32.6

30.3

28.5

40.1

38.4

36.1

34.3

40.1

38.4

36.1

34.3

49.4 81.4 64.0 107.6 58.2 58.2

48.6 63.9 64.0 97.1 56.4 56.4

47.4 40.8 64.0 83.2 54.1 54.1

46.5 23.3 64.0 72.7 52.4 52.4

3

33

3

22

a

COMPONENTS AND CLADDING ASD WIND PRESSURES (PSF)

Contractors are responsible for the means, methods, techniques, sequences

and procedures of construction including, but not limited to, temporary supports,

shoring, forming to support imposed loads and other similar items.

CONTINENTAL 422 FUND LLC

W134 N8675 EXECUTIVE PARKWAY

MENOMONEE FALLS, WI 53051

262.502.5500 * FAX 262.502.5522

111 West Wisconsin Avenue, Milwaukee, Wisconsin 53203Telephone 414.272.2000 Fax 414.272.2001

44 East Mifflin Street, Suite 700, Madison, Wisconsin 53703Telephone 608.283.6300 Fax 608.283.6317

Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions

project number: 1160189

4/1

9/2

018 1

2:2

2:2

1 P

M

S.0

STRUCTURAL NOTES -MAINTENANCE

JANUARY 31, 2018

216026.04

THOMASSON DR. & CARDINAL WAYNAPLES, FL 34112

MAINTENANCE

BID/PERMIT SET

Copyright © 2018 Kahler Slater, Inc. All rights reserved.

SPRINGS AT HAMMOCK COVE

ElizabethMendez

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ElizabethMendez

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Reviewed for Code Compliance PRBD20180209333

ElizabethMendez

Image

SLO

PE

, SE

E A

RC

H

5S.M.80

______

17'-0 5/8" 23'-9 1/2" 17'-10"

F3098'-0"

98'-0"F30

TC = 0"

SLO

PE

, SE

E A

RC

H

6S.M.80

______

TYP

7S.M.80

______

TYP

3S.M.80

______

TYP

TYP

20'-8

"17

'-0"

6"

6"6"

T/SLAB= 99'-4" TYP TW=100'-0" TYP

41'-7 1/2"

1

1

4S.M.80

______

TYP.

T/SLAB= 99'-8" TYP

20'-8

"

58'-8 1/8"

SLOPE, SEE ARCH

F3098'-0"

1

F3098'-0"

1

SLO

PE

, S

EE

AR

CH

17'-0

"

5'-0"

5'-0

"

6" 6"

5'-0

"

5'-0"

HIP

GT

GT

HIP

HIP

B1

B1

WP1

WP1

WP2

WP2 WP3 WP3

WP3H3H2H1

B1

H1

1

1 1

11

SW

1

SW

1

SW

1

SW

1

SW

1

SW1 SW1

9S.M.90

______

1

RIDGE

TYP.

2

SIM

HIP HIP

1

GT

1 1

WP3

B1

B1

B1

3S.M.11

______

F4099'-0"P1100'-0"

A

1

FOUNDATION LEGENDCONCRETE PAD FOOTING

COLUMN

CONCRETE PIER

COLUMN MARK

COLUMN FOOTING MARK

TOP OF COLUMN FOOTING ELEVATION

CONCRETE PIER MARKTOP OF PIER ELEVATION

CONCRETE WALL AND FOOTING

TOP OF WALL FOOTING ELEVATION

TOP OF LEDGE ELEVATION

TOP OF WALL ELEVATION

STRIP FOOTING MARK

WALL FOOTING STEP MARKER

SLAB-ON-GRADE JOINT

MASONRY WALL AND CONCRETE FOOTING

CJ

2-0

W20

F4099'-0"P1100'-0"

T/L=99'-6"

T/W=100'-0"

96'-0"

96'-0"TOP OF EXISTING WALL FOOTING ELEVATION

1. SEE STRUCTURAL NOTES FOR ADDITIONAL FOUNDATION REQUIREMENTS.2. ELEVATION 100'-0" ON STRUCTURAL DRAWINGS CORRESPONDS TO

FINISHED FLOOR ELEVATION SHOWN ON SITE PLAN.3. FOUNDATION SHALL BE POST TENSIONED SLAB DESIGNED BY OTHERS. SEE

S.0, AND S.M.80 FOR ADDITIONAL DETAILS.4. AT ALL INTERIOR AND EXTERIOR WOOD STUD BEARING WALLS. PROVIDE

TREATED BOTTOM PLATE (PROVIDE (2) 2X TREATED BOTTOM PLATE FOR EXTENTS OF ALL WOOD FRAMING ADJACENT TO STOOPS AND PATIOS) WITH 5/8" DIA. ANCHOR RODS PER 9/S.M.80 AT MAX 3'-0" OC (5 3/4" EMBED). SEE WOOD SHEARWALL SCHEDULE FOR SIZE AND SPACING AT WALLS DESIGNATED AS SHEARWALLS ON PLAN.

5. VERIFY ALL SLAB DEPRESSIONS (SIZE, DEPTH, AND LOCATION) WITH ARCH DRAWINGS.

6. PROVIDE SOIL TREATMENT FOR TERMITE PROTECTION PER THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE SECTION 1816.

7. OVER-EXCAVATION PER DETAIL 2/S.M.80 MAY BE REQUIRED TO REMOVE EXISTING UNDOCUMENTED FILL AND UNSUITABLE BEARING SOIL.

FOUNDATION PLAN NOTES

FOUNDATION KEY NOTES

1 AT 6X6 WOOD POST BASE, PROVIDE SIMPSON ABU66Z POST BASE WITH 5/8" DIA. ANCHOR PER 9/S.M.80. ATTACH POST PER SIMPSON REQUIREMENTS.

METAL PLATE CONNECTED WOOD ROOF TRUSSES AT 24" OC. MAXIMUM. SEE NOTES ON SHEET S1.0 FOR TRUSS DESIGN CRITERIA. TRUSS DESIGNER TO ADJUST TRUSS SPACING AND WEB CONFIGURATION FOR MEP AND ELECTRICAL FRAMING. CUTTING OF TRUSS WEBS AND CHORDS IS NOT PERMITTED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD AND THE PROJECT ARCHITECT. SEE 8/S.M.90 FOR WOOD TRUSS BRACING DETAILS.

ROOF FRAMING KEY NOTES

1

RUN WALL SHEATHING CONTINUOUS TO UNDERSIDE OF ROOF SHEATHING. 2

ROOF FRAMING PLAN NOTES1. TYPICAL ROOF CONSTRUCTION: 15/32" APA RATED WOOD ROOF

SHEATHING (PLYWOOD OR OSB) WITH THE LONG DIMENSION OF THE SHEET LAID PERPENDICULAR TO THE ROOF TRUSSES. ATTACH SHEATHING TO ROOF TRUSSES WITH 10d NAILS AT 6" OC. MIN DISTANCE FOR NAILS IS 3/8" FROM PANEL EDGE. PROVIDE WOOD SHEATHING CLIPS WHERE SHEATHING EDGES ABUT BETWEEN ROOF TRUSSES. STAGGER ALL ROOF SHEATHING JOINTS. REFER TO 3/S.M.90 FOR ROOF SHEATHING ATTACHMENT.

2. HX INDICATES WOOD HEADER CONSTRUCTION (SEE 4/S.M.90). SEE WOOD HEADER SCHEDULE FOR HEADER DESIGNATIONS. ALL WOOD HEADERS SHOWN IN STUD WALLS ARE DROPPED HEADERS AND SHALL BE PLACED AT WALL OPENING HEIGHTS UNO. SEE ARCH DRAWINGS FOR OPENING HEIGHTS.

3. ALL EXTERIOR STUD WALLS SHALL HAVE (1) LAYER OF 7/16" APA RATED SHEATHING (PLYWOOD OR OSB) ON THE EXTERIOR FACE UNO. SEE 1/S.M.90 AND 2/S.M.90 FOR TYPICAL BEARING WALL CONSTRUCTION AND SHEATHING ATTACHMENT. IF WALL NOT SPECIFICALLY DESIGNED AS A SHEARWALL, ATTACH SHEATHING TO WALL STUDS WITH 10d NAILS AT 6"/12" (EDGE/FIELD) PATTERN. NAILS TO HAVE MIN PENETRATION INTO FRAMING OF 1 1/2".

4. TYPICAL ROOF TRUSS BEARING = 110'-1 1/8"5. INDICATES OVERBUILD TRUSSES.6. AND SWX INDICATED WOOD SHEARWALL. SEE WOOD SHEARWALL

SCHEDULE FOR SHEATHING ATTACHMENT TO SHEARWALL AND ATTACHMENT TO CONCRETE.

7. REFERENCE SHEET S.M.90 FOR IBC MINIMUM FASTENING SCHEDULE.8. ADDITIONAL DETAILS THAT MAY APPLY BUT, ARE NOT SPECIFICALLY

REFERENCED. 5/S.M.90 PIPE PENETRATIONS6/S.M.90 TOP PLATE SPLICES7/S8.M.90 MULTIPLE PLY BUILD

MARK BEAM SIZE AND TYPE REMARKS

B1

BEAM AND POST SCHEDULE NOTES:

1. POST MEMBERS MUST BE FULLY BRACED ALONG THE LENGTH OF MEMBER WITH GYPSUM WALL BOARD OR APA SHEATHING NAILED/SCREWED TO MIN 2 FACES AT 12" OC MAX UNLESS NOTED OTHERWISE.

2. ATTACH MULTI-PLY POSTS PER NATIONAL DESIGN SPECIFICATION CURRENT EDITION.

3. PROVIDE SECTION OF SAME SIZE AND MATERIAL MATCHING STRONGER SECTION THROUGH FLOOR SUCH THAT CONTINUOUS BEARING IS PROVIDED.

4. NAILING PATTERN FOR MULTIPLE PIECE HEADERS, USE MINIMUM OF (2) ROWS OF 16d NAILS AT 12" OC.USE (3) ROWS OF 16d AT 12" OC FOR 14", 16" AND 18" LVL HEADERS.

POST SIZE AND TYPE

WP1 P.T. 6X6 DFL NO.2

MARK REMARKS

BEAM AND POST SCHEDULE

5 1/2"X11 7/8" P.T. GLULAM

WP2

(3) 2x6 SPF STUDWP3

CONNECT GLULAM BEAM TO POST WITH SIMPSON HUCQ

JOIST HANGER. DO NOT INSTALL HANGER OVER TOP OF WOOD SHEATHING. CONNECT

BEAM DIRECTLY TO POST.

CONNECT TO DFL POSTS WITH SIMPSON HUCQ CONNECTOR.

PROVIDE (2) 2X P.T. SPF FLAT ON TOP OF BEAM. CONNECT BEAM TOGETHER PER 10/S.M.90

P.T. 6X6 DFL NO.2

MARK HEADER SIZENO OF SHOULDER

STUDS(EACH SIDE)

WOOD HEADER SCHEDULE

WOOD HEADER SCHEDULE NOTES:1. SEE TYPICAL DETAILS FOR HEADER FRAMING INFORMATION.2. AT CONTRACTORS OPTION, LARGER MEMBERS w/ EQUAL OR BETTER DESIGN

PROPERTIES MAY BE SUBSTITUTED FOR SIZES LISTED ABOVE PROVIDED IT DOES NOT CHANGE THE STRUCTURAL OR ARCHITECTURAL DESIGN INTENT.

3. SHOULDER STUDS TO BE OF SAME SPECIES AND GRADE AS BEARING WALLS UNLESS NOTED OTHERWISE.

4. NAILING PATTERN FOR MULTIPLE PIECE HEADERS, USE MINIMUM OF (2) ROWS OF 16d NAILS AT 12" OC.USE (3) ROWS OF 16d AT 12" OC FOR 14", 16" AND 18" LVL HEADERS.

5. PROVIDE 2x TOP PLATE ON ALL HEADERS (TOP PLATES TO MATCH WALL THICKNESS AND GRADE OF DOUBLE TOP PLATE ABOVE).

6. INDIVIDUAL PLIES SHALL BE CONTINUOUS OVER ENTIRE LENGTH OF HEADER.7. PROVIDE FULL HEIGHT SPF KING STUDS (GRADE PER WALL TYPE) ADJACENT TO EACH

HEADER LOCATION ACCORDING TO THE FOLLOWING:OPENINGS < 4'-0" (1) STUD4'-0" < OPENING < 8'-0" (2) STUDS8'-0" < OPENING < 12'-0" (3) STUDS

REMARKS

H1 (3) 2x8 SPF NO.1/NO.2 (2)

H2 (3) 2x12 SPF NO.1/NO.2 (2)

H3 (2)(3) 1 3/4x9 1/4" LVL

SCHEDULE NOTES:1. REFER TO STANDARD DETAILS FOR TYPICAL WOOD SHEAR WALL CONSTRUCTION.2. REFER TO WOOD STUD BEARING WALL SCHEDULE FOR VERTICAL WALL STUD DESIGNATION AND SPACING.3. SHEAR WALL SHEATHING SHALL BE ORIENTED WITH THE LONG DIMENSION PERPENDICULAR OR PARALLEL TO THE WALL STUDS WITHOUT EXCEPTION.

REFERENCE DETAIL 1/S.M.80 FOR SHEARWALL PANEL POINT CONNECTIONS WHEN SHEATHING LONG DIMENSION IS INSTALLED PARALLEL TO STUDS.4. ALL NAILS TO BE COMMON NAILS OR GALVANIZED BOX NAILS. GUN NAILS OF EQUIVALENT SIZES MAY BE USED. GUN NAILS SHALL HAVE FULL ROUND HEADS.5. BLOCKING IS REQ'D BEHIND ALL APA RATED WOOD SHEATHING. FLAT 2x BLOCKING MAY BE USED FOR 8d NAILS ONLY.6. 8d NAILS TO HAVE MINIMUM PENETRATION INTO FRAMING MEMBERS OF 1 3/8".7. 10d NAILS TO HAVE MINIMUM PENETRATION INTO FRAMING MEMBERS OF 1 1/2"8. 6"/12" SPACING CALL OUT REFERS TO EDGE SPACING/FIELD SPACING, RESPECTIVELY.9. IF NO SLASH SPACING PROVIDED, SPACING SHALL BE USED FOR EDGE AND FIELD.10. ANCHORS IN CONTACT WITH PRESERVATIVE-TREATED WOOD OR EXPOSED TO WEATHER SHALL BE MECHANICALLY OR HOT-DIPPED GALVANIZED.11. SEE ADJACENT TABLE FOR ATTACHMENT PATTERN OF VERTICAL STUDS AT END OF SHEARWALL.

MARK SHEATHING BLOCKINGWALL FACEATTACHMENT

SHEATHINGATTACHMENT

BOTTOM PLATE ATTACHMENT VERTICAL STUDS ATEND OF SHEAR WALL

HOLD-DOWNCONNECTOR AT END OF SHEAR WALL

SHEAR WALL SCHEDULE

SW1 (2) 2x SIMPSON HDU5-SDS2.5 CONNECTOR W/(14) SDS 1/4"x2 1/2" SCREWS INTO END STUDS AND (1) 5/8" DIA. ROD PER 8/S.M.80.

7/16" APA RATED SHEATHING 10d COMMON NAILS AT 6"/12" 5/8" DIA. ANCHORS PER 9/S.M.80 AT MAX 3'-0" OC.

YESEXTERIOR FACE

POST INFORMATION POST ATTACHMENT PATTERN

SINGLE 2x OR 1 PIECE MEMBER

(2) 2x

ATTACHMENT PATTERN FOR VERTICAL STUDS AT END OF SHEAR WALL

(3) 2x

(4) 2x

NOT REQUIRED

(2) 10d NAILS AT 8" OC.

(2) 30d NAILS AT 6" OC. OR (2) 1/4"x4 1/2" SIMPSON SDS SCREWS AT 8" OC.

(2) 1/4"x6" SIMPSON SDS SCREWS AT 6" OC.

LOCATION

WOOD STUD BEARING WALL SCHEDULE

WOOD STUD BEARING WALL SCHEDULE NOTES:1. TEMPORARY BRACING SHALL BE PROVIDED AND REMAIN IN PLACE UNTIL BUILDING IS COMPLETELY SHEATHED

AND LATERAL LOAD RESISTING SYSTEMS (SHEAR WALL, ETC.) ARE IN PLACE.2. THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING AND SUPPLYING APPROPRIATE TEMPORARY BRACING OF

THE STRUCTURE TO RESIST WIND AND SEISMIC LOADS UNTIL THE PERMANENT LATERAL LOAD RESISTING SYSTEMS ARE IN PLACE.

3. ALL NON-LOAD BEARING WALLS SHALL BE 2x4 STUDS AT 16" OC MIN, SPF STUD GRADE.4. ALL WOOD PLATES BEARING DIRECTLY ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED.5. ARCHITECT AND CONTRACTOR SHALL DETAIL AND CONSTRUCT BUILDING FINISHES TO ACCOMMODATE 3/16"

TO 3/8" OF EXPECTED WOOD SHRINKAGE PER FLOOR OF WOOD CONSTRUCTION. LUMBER SHALL NOT BE STORED IN STANDING WATER AND INSTALLED LUMBER THAT HAS BEEN EXPOSED TO THE ELEMENTS SHALL BE DRIED SUFFICIENTLY BEFORE INTERIOR OR EXTERIOR FINISHES ARE APPLIED TO AVOID CRACKING/CRUSHING.

6. CONNECT NON-BEARING WALLS TO TRUSSES W/ SIMPSON DTC CLIP. PROVIDE 1" GAP BETWEEN TOP OF NON-BEARING WALLS AND BOTTOM OF TRUSSES.

7. FOR WALLS NOT SPECIFICALLY DESIGNED AS SHEAR WALLS, ATTACH 1/2" GYPSUM BOARD TO BOTH SIDES OF INTERIOR WALL STUDS AND 5/8" GYPSUM BOARD TO INTERIOR FACE OF EXTERIOR WALL STUDS WITH 6d COOLER NAILS (0.092"X1 7/8", 1/4" HEAD) AT 7"/7" FASTENING PATTERN. AT ALL STUDS, TOP, AND BOTTOM PLATES, PROVIDE 3/8" MIN EDGE DISTANCE. DRYWALL SCREWS MAY NOT BE SUBSTITUTED FOR NAILS.

EXTERIOR WALLS

SIZE/SPACING

2x6 AT 16" OC

SPECIES/GRADE

SPF NO.1/NO.2

TOP PLATES

(2) 2x6 SPF STUD

BOTTOM PLATES Fb (psi)

675

Fc (psi)

725

E (ksi)

1,200(1) 2x6 P.T. SPF STUD

B = BOTTOM, T = TOP, LW = LONG WAY, SW = SHORT WAY, EW = EACH WAY.

ALL REINFORCEMENT BARS TO BE BOTTOM BARS UNLESS NOTED OTHERWISE.

1.

2.

NOTES:

GLULAM BEAM PROPERTIES:

Fbx = 2,400 PSIFby = 1,450 PSI

Fcx ┴ = 650 PSI

Fcy ┴ = 560 PSI

Fvx = 265 PSIFvy = 230 PSIFc ιι = 1650 PSIFct = 1100 PSIEx = 1,800,000 PSIEy = 1,600,000 PSIEιι = 1,700,000 PSISG = 0.50

-ALL GLULAMS AT EXTERIOR APPLICATIONS INCLUDING DECKS AND PORCHES SHALL BE PRESSURE TREATED. -G.C. MAY PROVIDE GLULAM MEMBERS THAT EXCEED THESE VALUES IF DESIRED-ALL GLULAM MEMBERS ARE TO BE BALANCED BEAMS.

TRUSS TIE-DOWN BY TRUSS SUPPLIER

REFER TO ARCH'L DRAWINGS FOR INTERIOR WALL SHEATHING

(3) 16d TOE NAILS EACH SIDE

APA RATED ROOF SHEATHING, REFER TO FRAMING NOTES FOR SPECIFICS

2X4 WOOD OUTLOOKERS AT 1'-0" OC

(2) 16d AT END OF EACH OUTLOOKER

GABLE END WALL TRUSS

SIMPSON A35 CLIP AT 1'-0" OC.

DOUBLE TOP PLATE

EXTERIOR 2x STUD WALL, REFER TO BEARING WALL SCHEDULE FOR SIZE AND SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING

APA RATED WOOD WALL SHEATHING, REFER TO FRAMING NOTES FOR SHEATHING AND ATTACHMENT. AT SHEAR WALLS REFER TO SHEAR WALL SCHEDULE FOR ATTACHMENT INFORMATION

SOLID WOOD BLOCKING BETWEEN OUTLOOKERS

NOTCH SHEATHING AROUND OUTLOOKERS TO BE CONTINUOUS TO TOP OF ROOF SHEATHING

10d NAILS AT 6" OC.

2x8 SPF BLOCKING EVERY TRUSS

10d NAILS AT 6" OC.

FOUNDATION LOADS:

TYPICAL EXTERIOR BEARING WALLS:DL =500 LB.FT. .SL = 200 LB./FT.LR = 300 LB./FT.WL = +/-200 LB./FT. (PERPENDICULAR)SUPERIMPOSED SLAB LOADS:DL = 25 PSF (+SELF-WEIGHT)LL (GARAGE) = 40 PSF (IN ADDITION FLOOR SLAB MUST BE DESIGNED FOR 3,000 LB. CONCENRATED LOAD ACTING ON 4 1/2"X4 1/2" AREA AT ALL LOCATIONS IN THE GARAGE AREAS)LL (TYP.) = 150 PSFSHEAR WALL LOADS:END POST TENSION/COMPRESSION:WL = +/-3,000 LB. AT ALL HOLD-DOWN LOCATIONS.IN-PLANE SHEAR (PARALLEL):WL = +/-400 LB./FT.NOTE: ALL LOADS ARE SERVICE LEVEL LOADING.

PLACE THE FIRE SYMBOL SHOWN TO THE LEFT AT THE MAIN ENTRY OF THE GARAGE. THE SYMBOL SHOULD IDENTIFY LIGHT-FRAME TRUSS-TYPE ROOF CONSTRUCTION. THE SIZE, COLOR AND POSITIONING SHALL CONFORM TO FLORIDA ADMINISTRATIVE CODE 69A-60.0081.

1

PRR







262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions

1PRR


4/1

9/2

018 1

2:2

2:2

3 P

M

S.M.11

PLANS -MAINTENANCE

JANUARY 31, 2018

216026.04


MAINTENANCE

BID/PERMIT SET



SCALE: 1/8" = 1'-0"S.M.11

1 FOUNDATION PLAN

SCALE: 1/8" = 1'-0"S.M.11

2 ROOF FRAMING PLAN

ISOLATED FOOTING SCHEDULE

MARK

ISOLATED FOOTING DIMENSIONS

FOOTING REINFORCEMENT REMARKSLENGTH WIDTH THICKNESS

F30 3'-0" 3'-0" 12" (4) #5; B, EW

SCALE: 3/4" = 1'-0"S.M.11

3 SECTION AT GABLE END WALL

(ARROW DIRECTION REPRESENTS PLAN NORTH. REFER TO ARCH SITE PLAN FOR TRUE BUILDING ORIENTATION.)

(ARROW DIRECTION REPRESENTS PLAN NORTH. REFER TO ARCH SITE PLAN FOR TRUE BUILDING ORIENTATION.)

4/20/2018 PLAN REVIEW REVISION

ElizabethMendez

Rectangle

ElizabethMendez

Text Box


ElizabethMendez

Image

CONCRETE FOUNDATION

CONC OPTION USED6" (MIN) IF LEAN

SUITABLE BEARING SUBGRADE

LIMITS OF EXCAVATION

LEAN CONCRETE OPTION (SHOWN SHADED)

STRUCTURAL FILL PLACED IN LAYERS WITH MAX LOOSE THICKNESS OF 8" COMPACTED TO 95% OF THE MAX DRY DENSITY AS DETERMINED BY ASTM TEST DESIGNATION D1557 (MODIFIED PROCTOR)

NOTE: CONTRACTOR MAY ELIMINATE STRUCTURAL FILL BY:1. LOWERING DESIGNED FOOTING ELEVATION SO THAT FOOTING

RESTS DIRECTLY ON SUITABLE BEARING SUBGRADE2. PROVIDING LEAN CONCRETE (f'c = 500 PSI) UNDER THE FOOTING TO

SUITABLE BEARING SUBGRADE AS SHOWN SHADED ABOVE. (NOT APPLICABLE IN GRANULAR SOILS)

3. INCREASING FOOTING THICKNESS TO REACH SUITABLE BEARING SUBGRADE AS SHOWN HATCHED ABOVE.

1

2

INCREASED FOOTING THICKNESS OPTION (SHOWN HATCHED)

THIS DETAIL APPLIES ONLY AT THOSE LOCATIONS WHERE GEOTECHNICAL ENGINEER DEEMS SOILS AT DESIGN FOOTING ELEVATIONS INADEQUATE FOR FOOTING SUPPORT

SLOPE PER ARCH

TREATED PLATE WITH 5/8" DIA. ANCHORS PER 9/S.M.80 AT MAX 3'-0" OC. SEE SHEAR WALL SCHEDULEFOR SPACING AT WALLS DESIGNATEDAS SHEAR WALLS ON PLAN.

PROVIDE SILL SEALER, TERMITE SHIELD, AND CONTINUOUS SEALANT BED. SEE ARCHITECT FOR DETAILS

POST TENSION REINFORCING BY OTHERS

DESIGNER

BY PT

T/SLAB

B/FTG

DESIGNER

BY PT

B/FTG

1'-0

" M

IN

STEP AMOUNTS AND LOCATIONS PER ARCH, TYP.

SLOPE PER ARCH

DESIGNER

BY PT

MIN

1'-0

" CONTINUOUS MOISTURE BARRIER, TYP.


T/SLAB

B/FOOTING

1'-0

" M

IN

8"

T/SLAB

SEE PLAN

B/FOOTING

1 1/

2" C

LR

SEE PLAN FOR REINFORCEMENT

WOOD POST. SEEPLAN & SCHEDULE FORSIZE & LOCATION

WOOD POST BASE, REFER TO PLAN

EXTERIOR VENEER,SEE ARCH DWGS FOR SPECFICS

3" C

LR

PT SLAB AND REINFORCING BY OTHERS

T/SLAB ATGARAGE ENTRY

DESIGNER

BY PT

1'-0"VERIFY SLOPES WITH ARCH


GRADE BEAM, BY OTHERS

SLAB-ON-GRADE BY OTHERS

P.T. DESIGNER TO SUPPLY #4 DOWELS x2'-0" AT 18" OC.

1/4" FILLER STRIP FOR THERMAL BREAK

1/2"

1'-0

" M

IN

SEE ARCH FOR INTERIOR WALL SHEATHING

T/SLAB

SEE PLAN

1'-0

" M

IN8"

1'-6" MIN

FINISHED GRADE

SEE ARCH FOR EXTERIOR WALL VENEER

B/FOOTING

T/WALL

SEE PLAN


GRADE BEAM, BY OTHERS

SEE PLAN FOR CURB LOCATIONS

SEE PLAN

PROVIDE SILLSEALER, TERMITE SHIELD, ANDCONTINUOUS SEALANT BED.SEE ARCHITECT FOR DETAILS

TREATED PLATE WITH 5/8" DIA. ANCHORS PER 9/S.M.80 AT MAX 3'-0" OC. SEE SHEAR WALL SCHEDULEFOR SPACING AT WALLS DESIGNATEDAS SHEAR WALLS ON PLAN.

TACK WELD OR SOIL THREADS ON ALL SIDES

PL 1/4"X2"X0'-2"

ASTM F1554, GRADE 36 ROD (Fy = 36,000 PSI)

2"

TOP OF CONCRETE P.T. SLAB, BY OTHERS

5" M

IN1

'-10

5/8

"

EM

BE

D T

O W

ITH

IN 3

" O

F

BO

TT

OM

OF

FO

OT

ING

SHEAR WALL END POST ANCHOR ROD PER SHEAR WALL SCHEDULE CONNECTED TO HOLD-DOWN PER MANUFACTUR'S REQUIREMENTS

9" M

IN

P.T. SUPPLIER TO DESIGN FOR UPLIFTS NOTED ON PLAN

IF NO LOADS INDICATED ON PLAN DESIGN FOR THE FOLLOWING SERVICE LEVEL LOADS AT SHEAR WALL END POST LOCATIONS:WL = EQ = +/-5,700 LB

TACK WELD OR SOIL THREADS ON ALL SIDES

ASTM F1554, GRADE 36 ROD (Fy = 36,000 PSI)

TOP OF CONCRETE P.T. SLAB, BY OTHERS

5" M

IN

PROVIDE NUTS AND STANDARD CUT WASHERS PER NDS REQUIREMENTS.

6" M

IN

IF NO LOADS INDICATED ON PLAN DESIGN FOR THE FOLLOWING SERVICE LEVEL LOADS:WL = EQ = +/-450 LB./FT. (PARALLEL)AT PLYWOOD/OSB SHEAR WALLS AND WL = EQ = +/-300 LB./FT. MIN (PARALLEL AND PERPENDICULAR) AT ALL WALLS.

1"

THREADED ROD WITH THICKNESS PER SHEAR WALL SCHEDULE AND FRAMING NOTED

WOOD BOTTOM PL PER SCHEDULE

BREAK SHEATHING AT CENTERLINE OF DOUBLE STUD

BREAK SHEATHING AT CENTERLINE WOOD STUD

TYPICAL EDGE NAILING AT DOUBLE STUDS

TYPICAL EDGE NAILING AT SINGLE STUDS

NOTE: -WHEN USING ENGINEERED WOOD WALL STUDS, MIN DOUBLE STUD MUST BE USED AT ALL PANEL POINTS, NO EXCEPTIONS.-PROVIDE MIN 1/8" GAP BETWEEN ALL SHEATHING PANEL POINTS.-PROVIDE 3/8" MIN EDGE DISTANCE BETWEEN EDGE OF NAIL AND EDGE OF PLYWOOD/OSB.

CONNECT STUDS TOGETHER W/ (2) 10d NAILS AT 4" OC. PROVIDE STITCH NAILING SUCH THAT FASTENERS ARE 8" OC. EACH SIDE.

1/8" GAP TYP.3/8" MIN EDGE TYP. 1/8" GAP TYP.3/8" MIN EDGE TYP.

PROVIDE SHEAR WALL EDGE NAILING ON EACH SIDE OF PANEL JOINT.

PROVIDE SHEAR WALL EDGE NAILING ON EACH SIDE OF PANEL JOINT.







262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


4/1

9/2

018 1

2:2

2:2

4 P

M

S.M.80

FOUNDATION DETAILS- MAINTENANCE

JANUARY 31, 2018

216026.04


MAINTENANCE

BID/PERMIT SET



SCALE: 1/2" = 1'-0"S.M.80

2 OVER EXCAVATION

SCALE: 3/4" = 1'-0"S.M.80

5 TYPICAL THICKENED SLABSCALE: 3/4" = 1'-0"S.M.80

6 TYPICAL STOOP DETAIL

SCALE: 1/2" = 1'-0"S.M.80

3 TYPICAL CONCRETE PIERSCALE: 3/4" = 1'-0"S.M.80

4 SLAB AT GARAGE ENTRY

SCALE: 3/4" = 1'-0"S.M.80

7 EXTERIOR WALL SECTION AT GARAGE

SCALE: 1 1/2" = 1'-0"S.M.80

8 SHEAR WALL END POST ANCHORSCALE: 1 1/2" = 1'-0"S.M.80

9 WOOD BOTTOM PLATE ATTACHMENT

SCALE: 1 1/2" = 1'-0"S.M.80

1 TYP. WOOD SHEAR WALL PANEL POINT CONNECTIONS

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PROVIDE WALL SHEATHING AS SPECIFIED IN SHEAR WALL SCHEDULE AND FRAMING NOTES.

TREATED SILL PLATE ATTACHEDTO FOUNDATION PERSHEAR WALL SCHEDULE.

AT EACH END OF SHEARWALL, PROVIDE HOLD-DOWN CONNECTOR PER SHEAR WALL SCHEDULE.

PERIMETER RIM BOARDNOT SHOWN FORCLARITY. SEEDETAILS.

PROVIDE STRAP AT SHEARWALLS WHERE INDICATEDON PLAN. STRAP DOESNOT REQUIRE NAILING INRIM BOARD DEPTH.FLOOR FRAMING, SEE

PLANS AND DETAILS FOR SPECIFICS.

PROVIDE SOLID WOOD BLOCKING AT ALL WOOD PANEL JOINTS AND GYPSUM SHEATHING WHEN INDICATED ON SHEAR WALL SCHEDULE.

PROVIDE SOLIDBLOCKING BELOW ENDSTUDS OF SHEAR WALL.BLOCKING TO BE SAMESIZE OR LARGER THANSTUDS.

SHEATHING IS TO BE ATTACHED TO SHEARWALL END POST USING EDGE SPACING SPECIFIED UNDER SHEATHING ATTACHMENT IN SHEARWALL SCHEDULE AT ALL POINTS OF POST (NO EXCEPTIONS)

EQ

UA

LE

QU

AL

PRESERVATIVE-TREATED PLATE WHERE WALL RESTS ON CONCRETE FOUNDATION.

TREATED PLATE WITH 5/8" DIA. ANCHORS PER 9/S.M.80 AT 3'-0" OC. SEE SHEAR WALL SCHEDULE FOR SPACING AT WALLS DESIGNATED AS SHEAR WALLS ON PLAN.

SOLID 2x WOOD BLOCKING WHEN CALLED OUT IN WOOD BEARING WALL SCHEDULE AND WOOD SHEARWALL SCHEDULE. MATCH WALL THICKNESS.

TOP PLATE, SEE PLAN

STAGGER JOINTS INTOP PLATES (3) STUDS APART OR 6 FT. APART MINIMUM AND COINCIDE JOINT WITH WALL STUD BELOW

7/16'' APA RATED WOOD WALLSHEATHING ON EXTERIOR WALLS.ATTACH WOOD SHEATHING TOWALL WITH 10d NAILS AT 6'' OC ALLAROUND, 12'' IN FIELD.

2x VERT WALL STUDS.SEE PLAN ANDSCHED FOR SIZE &SPACING

APA RATED SHEATHING,SEE FRAMING NOTES FOR SHEATHING TYPE AND ATTACHMENT.

STAGGER SHEATHING JOINTS

TRUSSES, SEE PLAN FOR SIZE AND SPACING

WOOD SHEATHING CLIPS AT 24'' ON CENTER MAXIMUM

TOP PLATE, SEE PLAN

2x PLATE TO MATCH WALL WIDTH (ALL 2X PLATES ARE TO MATCH GRADE AND SPECIES OF TOP PLATE ABOVE)

WOOD HEADER,SEE PLAN ANDSCHEDULE FOR SIZE

BEARING STUDS UNDERWOOD HEADER (SHOULDERSTUDS). SEE PLAN &SCHED FOR SIZE ANDQUANTITY

WALL OPENING

2x SILL PLATE

KING STUDS, SEE PLANFOR SIZE & QUANTITY

TREATED PLATE WHERE WALL REST ON CONCRETE FOUNDATION

NOTE:1. ACCEPTABLE MODIFICATIONS TO ACHIEVE REQUIRED

HEADER THICKNESS INCLUDE THE ADDITION OF LVL, 2xDIMENSIONAL LUMBER, AND OR PLYWOOD OF MATCHING(OR BETTER) GRADE & SPECIES OF THE CORRESPONDINGHEADER AND WALL STUDS.

ADDITIONAL PLIES SHALL BEADDED TO HEADERS WHEREHEADER THIKCNESS IS LESSTHAN WALL WIDTH

BOTTOM CHORD BRACING

WEB BRACING

HORIZONTAL BRACING

DIAGONAL BRACING OR PLYWOOD SHEETS

ROOF SHEATHING

TRUSS (IN SECTION)

DIAGONAL BRACE OR COVER HATCHED AREA WITH PLYWOOD SHEETS

CEILING

EXTERIOR SHEAR WALL

DIAGONAL BRACING OR COVER HATCHED AREA WITH PLYWOOD SHEETS

HORIZONTAL BRACING

TRUSS BOTTOM CHORDS

EXTERIOR SHEAR WALL

WEB BRACING A

WEB BRACING B

BOTTOM CHORD BRACING C

B

C

DIAGONAL BRACING OR PLYWOOD SHEATHING

ROOF SHEATHING

2x8 BLOCKING EVERY OTHER TRUSS NOTCH WALL SHEATHING AROUND TRUSS TAILS AND EXTEND TO ROOF SHEATHING IN BLOCKED BAYS ONLY.

2x STUDS, REFER TO STUD BRG WALL SCHEDULE FOR STUD SIZE AND SPACING AND TYP. DETAILS FOR WALL FRAMING.

TRUSS TIE-DOWN, BY TRUSS SUPPLIER

2x FASCIA BOARD

ROOF TRUSSES

REFER TO ARCH'L DRAWINGS FOR INTERIOR WALL SHEATHING

DOUBLE TOP PLATEAPA RATED WOOD WALL SHEATHING, REFER TO FRAMING NOTES FOR SHEATHING AND ATTACHMENT. AT SHEAR WALLS REFER TO SHEAR WALL SCHEDULE FOR ATTACHMENT INFORMATION

10d NAILS AT 6" OC.

APA RATED ROOF SHEATHING, SEE PLAN.

TOE-NAIL TRUSS TO TOP PLATE WITH (4) 16d NAILS

STUD WALL, SEE PLAN

PLUMBING PIPE, BY OTHERS

FLOOR PLATE

PROVIDE SIMPSON CTS218 STAPS ON EACH SIDE (CONNECT WITH (24) 10d NAILS

FLOOR FRAMING, SEE PLAN

DOUBLE TOP PLATE

WOOD BEAM, SEE SCHEDULE

1/2" APA RATED SHEATHING

10d NAILS AT 6" OC., TYP

DOUBLE TOP PLATE, SEE SCHEDULE

INSTALL TRUSS TIE-DOWNS PRIOR TO 1/2" SHEATHING

SCHEDULE NOTES:

1. PROVIDE NAILING PER SCHEDULE UNLESS NOTED OTHERWISE ON PLANS AND/OR DETAILS CONTAINED IN THIS SET OF DRAWINGS.

2. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE NOTED.

1. JOIST TO SILL OR GIRDER.

2. BRIDGING TO JOIST.

3. 1''x6'' SUBFLOOR OR LESS TO EACH JOIST.

4. WIDER THAN 1''x6'' SUBFLOOR TO EACH JOIST.

5. 2'' SUBFLOOR TO JOIST OR GIRDER.

6. SOLE PLATE TO JOIST OR BLOCKING. SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL.

7. TOP PLATE TO STUD.

8. STUD TO SOLE PLATE.

9. DOUBLE STUDS.

10. DOUBLE TOP PLATES. DOUBLE TOP PLATES.

11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE.

12. RIM JOIST TO TOP PLATE.

13. TOP PLATES, LAPS & INTERSECTIONS.

14. CONTINUOUS HEADER, TWO PIECES.

15. CEILING JOISTS TO PLATE.

16. CONTINUOUS HEADER TO STUD.

17. CEILING JOIST, LAPS OVER PARTITIONS. (REFER TO SECTION 2308.10.4.1, TABLE 2308.10.4.1)

18. CEILING JOISTS TO PARALLEL RAFTERS. (REFER TO SECTION 2308.10.4.1, TABLE 2308.10.4.1)

19. RAFTER TO PLATE. (REFER TO SECTION 2308.10.1, TABLE 2308.10.1)

20. 1'' DIAGONAL BRACE TO EACH STUD AND PLATE.

21. 1''x8'' SHEATHING TO EACH BEARING.

22. WIDER THAN 1''x8'' SHEATHING TO EACH BEARING.

23. BUILT-UP CORNER STUDS.

24. BUILT-UP GIRDER & BEAMS.

25. 2'' PLANKS.

26. COLLAR TIE TO RAFTER.

27. JACK RAFTER TO HIP.

28. ROOF RAFTER TO 2x RIDGE BEAM.

29. JOIST TO BAND JOIST.

30. LEDGER STRIP.

31. STRUCTURAL WOOD PANELS & PARTICLEBOARD. SUBFLOOR, ROOF & WALL SHEATHING (TO FRAMING).

SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO FRAMING).

32. PANEL SIDING TO FRAMING.

33. FIBERBOARD SHEATHING.

34. INTERIOR PANELING.

(3) 8d x 2 1/2'' COMMON NAILS





16d x 3 1/2'' NAILS AT 16'' OC(3) 16d x 3 1/2'' NAILS AT 16'' OC


(4) 8d x 2 1/2'' COMMON NAILS(2) 16d x 3 1/2'' COMMON NAILS

16d x 3 1/2'' NAILS AT 24'' OC

16d x 3 1/2'' NAILS AT 16'' OC(8) 16d x 3 1/2'' COMMON NAILS


8d x 2 1/2'' NAILS AT 6'' OC


16d x 3 1/2'' COMMON NAILS



(3) 16d x 3 1/2'' COMMON NAILS MINIMUMREFER TO TABLE 2308.10.4.1

(3) 16d x 3 1/2'' COMMON NAILS MINIMUMREFER TO TABLE 2308.10.4.1






20d x 4'' COMMON NAILS AT 32'' OC


(3) 10d x 3'' COMMON NAILS

(3) 10d x 3'' COMMON NAILS(2) 16d x 3 1/2'' COMMON NAILS

(2) 16d x 3 1/2'' COMMON NAILS(2) 16d x 3 1/2'' COMMON NAILS



6d x 2'' COMMON NAILS8d x 2 1/2'' OR 6d x 2'' COMMON NAILS8d x 2 1/2'' COMMON NAILS10d x 3'' OR 8d x 2 1/2'' COMMON NAILS

6d x 2'' COMMON NAILS8d x 2 1/2'' COMMON NAILS10d x 3'' OR 8d x 2 1/2'' COMMON NAILS

6d x 2'' COMMON NAILS8d x 2 1/2'' COMMON NAILS

6d x 2'' COMMON NAILS8d x 2 1/2'' COMMON NAILS

4d x 1 1/2'' COMMON NAILS6d x 2'' COMMON NAILS

(2) 20d x 4'' COMMON NAILS

TOENAIL

TOENAIL EACH END

FACE NAIL

FACE NAIL

BLIND & FACE NAIL

TYPICAL FACE NAILBRACED WALL PANELS

END NAIL

TOENAILEND NAIL

FACE NAIL

TYPICAL FACE NAILLAP SPLICE

TOENAIL

TOENAIL

FACE NAIL

16'' OC ALONG EDGE

TOENAIL

TOENAIL

FACE NAIL

FACE NAIL

TOENAIL

FACE NAIL

FACE NAIL

FACE NAIL

24'' OC

FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDESFACE NAIL AT ENDS AND AT EACH SPLICE

AT EACH BEARING

FACE NAIL

TOENAILFACE NAILTOENAILFACE NAIL

FACE NAIL

FACE NAIL AT EACH JOIST

1/2'' AND LESS19/32'' TO 3/4''7/8'' TO 1''1 1/8'' TO 1 1/4''

3/4'' AND LESS7/8'' TO 1''1 1/8'' TO 1 1/4''

1/2'' AND LESS25/32''

1/4''3/8''

1/2'' AND LESS5/8''

CONNECTION TYPE FASTENING LOCATION

FLORIDA BUILDING CODE 2017 TABLE 2304.9.1 MINIMUM FASTENING SCHEDULE, UNO







262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


4/1

9/2

018 1

2:2

2:2

6 P

M

S.M.90

WOOD FRAMINGDETAILS -MAINTENANCE

JANUARY 31, 2018

216026.04


MAINTENANCE

BID/PERMIT SET



SCALE: 1/2" = 1'-0"S.M.90

1

TYPICAL MULTI-STORY WOOD SHEAR WALLCONSTRUCTION

SCALE: 3/4" = 1'-0"S.M.90

2

TYPICAL WOOD STUD BRG WALLCONSTRUCTION

SCALE: 1/2" = 1'-0"S.M.90

3 TYP ROOF SHEATHING ATTACHMENT

SCALE: 3/4" = 1'-0"S.M.90

4

TYPICAL FRAMING AROUND AN OPENING IN WOOD STUD BEARING WALL

SCALE: 3/4" = 1'-0"S.M.90

6 TOP PLATE SPLICE

SCALE: 3/4" = 1'-0"S.M.90

7 MULTIPLE PLY BUILDOUTSCALE: 12" = 1'-0"S.M.90

8 WOOD TRUSS BRACING DIAGRAMSSCALE: 3/4" = 1'-0"S.M.90

9 SECTION

SCALE: 3/4" = 1'-0"S.M.90

5 PIPE PENETRATION

SCALE: 3/4" = 1'-0"S.M.90

10

EXTERIOR BEAMS WITH DOUBLE TOPPLATES

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COMPONENTS AND CLADDING ASD WIND PRESSURES (PSF)