STRUCTURAL NOTES - BUILDING B20E

► 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 35 PSFLIVE 40 PSF

STAIRSDEAD 5 PSF LIVE 100 PSF

● 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 CWIND 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.

● COMPLETENESSINFORMATION 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.

● GENERALTHE 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 CONCRETEDESIGN 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 TIEDOWN 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 FRAMINGDESIGN 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

● WOODWALL 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 PSILAMINATED STRAND LUMBER (LSL) Fb = 2,300 PSI Fv = 310 PSI Fc ┴ = 900 PSI E = 1,500,000 PSILAMINATED VENEER LUMBER (LVL) Fb = 3,100 PSI Fv = 285 PSI Fc ┴ = 750 PSI E = 2,000,000 PSIPARALLEL 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 PSIRIM BOARDS Fb = 2,400 PSI Fv = 285 PSI Fc ┴ = 750 PSI E = 1,700,000 PSIGLULAM 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 MASONRYDESIGN 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 CONCRETEDESIGN 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

WIND AREA (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

16.2

(+)

0° TO 7°

15.1

13.8

12.8

16.2

15.1

13.8

12.8

(-) (+)

7° TO 27°

(-) (+)

27° TO 45°

(-)

ROOF SLOPE

16.2

15.1

13.8

12.8

4

WIND AREA (SF)

10

20

50

100

10

20

50

100

(+) (-)

ZONE

4

4

4

5

5

5

5

39.7 43.1

37.9

35.6

33.8

41.3

38.9

37.1

53.2

49.6

44.4

41.3

39.7

37.9

35.6

33.8

LOCATION

OVERHANG

OVERHANG

OVERHANG

OVERHANG

10

20

50

100

WIND AREA (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" = 4.8 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

39.7

38.7

37.4

36.3

66.6

59.5

50.2

43.1

100.3

83.1

60.3

43.1

22.9

20.9

18.2

16.2

22.9

20.9

18.2

16.2

22.9

20.9

18.2

16.2

36.3

35.3

34.0

33.0

63.3

58.2

51.5

46.4

93.6

87.5

79.4

73.4

36.3

35.3

34.0

33.0

36.3

35.3

34.0

33.0

36.3

35.3

34.0

33.0

39.7

37.7

35.0

33.0

46.4

44.4

41.7

39.7

46.4

44.4

41.7

39.7

57.2 94.2 74.0 124.5 67.3 67.3

56.2 74.0 74.0 112.4 65.3 65.3

54.9 47.2 74.0 96.3 62.6 62.6

53.9 26.9 74.0 84.1 60.6 60.6

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

1/3

1/2

018 1

1:4

8:2

5 A

M

S.0

STRUCTURAL NOTES -BUILDING B20E

JANUARY 31, 2018

216026.04

THOMASSON DR. & CARDINAL WAYNAPLES, FL 34112

APARTMENT BUILDINGB20E

BID/PERMIT SET

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

SPRINGS AT HAMMOCK COVE

NOTES:

1. PIERS TO BE CENTERED ON BUILDING GRID LINE(S), UNLESS NOTED OTHERWISE.2. REFERENCE DETAIL 2/S.B.81 FOR TYPICAL PIER INFORMATION.3. CAST PIER MONOLITHICALLY WITH FOUNDATION WALL.4. PROVIDE 2" CLEAR COVER AT ALL PIER TYPES5. PIER TYPES:

I

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:

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

P1F30

SLO

PE

DO

WN

SLO

PE

DO

WN

SLO

PE

DO

WN SL

OPE

D

OW

N

SLO

PE

DO

WN

SLO

PE

DO

WN

SLO

PE

DO

WN

TYP

TYP

TYP

TYP

TYP

TYP

TYP

TYP

2

2

2

2

2

22 2

2

2

2

2

2

2

222

SLO

PE

DO

WN

P1F30 F30

P1F30P1

F30P1

F30P1

TYP

NO

TE 7

NO

TE 7

NO

TE 7

NO

TE 7

NO

TE 7

NO

TE 7

NO

TE 7

NO

TE 7

T/W

ALL

= 10

0'-0

" TYP

AT

GAR

AGES

3

2'-1

0"

7'-2

"4'-4

"

9'-6

"

28'-8" 10'-3" 5'-3" 12'-7 1/2" 11'-8 1/2" 15'-6" 23'-2 1/2" 12'-7 1/2" 5'-3" 10'-3" 35'-8"

11'-4

"23

'-10"

21'-1

1"19

'-6"

18'-2" 10'-3" 18'-6" 27'-5"22'-11"11'-5" 15'-6"27'-1" 18'-6" 10'-3" 18'-2"

22'-3

"16

'-10"

24'-2

"11

'-0"

1'-0" 10'-6"13'-6"

4'-1

0"6'

-0"

4'-1

0"

4'-1

"1'

-0"

2'-1

0"

7'-2

" 4'-4

"

11'-1

0"

3'-6"

11'-5"

11'-1

"1'

-0"

10'-0

"

3'-5"

10'-0

"1'

-0"

10'-9

"1'

-0"

15'-1

0"1'-0" 6'-8" 3'-2"

2'-0"

1'-0" 5'-6 1/4"

13'-6" 1'-0" 10'-6" 1'-0"

4'-1

0"

4'-1

0"6'

-0"

1'-0

"

4'-4

"

4'-4

"

12'-0

"

4'-4

"

4'-4

"

12'-0

"

6'-4

"

2'-4"

5'-2" 1'-0"6'-4

"

14'-11"

4

1'-0

"

23'-9

"

1'-0

"

23'-1

"

76'-7

"

1'-0" 7'-6" 10'-6"

19'-0"

10'-6" 8'-6"

19'-0"

1'-0" 1'-0"

1'-0

"

185'-11"

74'-3

"

1'-0

"

1'-0

"1'

-0"

1'-0"

27'-0"

197'-10"

2'-11" 8'-0 3/4" 7'-6 1/4"

22'-8

1/2

"

3'-3 1/8"

6"

6"

20'-7

"

1'-1 3/4"

8'-1 1/2"11 3/4"

6"

7'-11 1/4" 8'-1 1/2"2'-1 1/4"

6"

6"

6"

20'-4

"

1'-6 3/4"8'-1 1/2"

1'-8 3/4"

18'-1

1"

8'-1 1/2"

1'-6 3/4"

18'-1

1"

6"

6"

20'-4

"

6"

2'-1 1/4"

8'-3 1/2" 7'-11 1/4"

11 3/4"

8'-1 1/2"

1'-1 3/4"

6"

20'-7

"

22'-8

1/2

"

6"

7'-7" 8'-0 3/4"

2'-10 1/4"

8'-4"7'-0"11'-9"

7S.B.80

______

5S.B.80

______

6S.B.80

______

8S.B.80

______

4S.B.80

______

3S.B.80

______

4S.B.80

______

TYP

9S.B.80

______

2S.B.81

______

1S.B.81

______

1S.B.81

______

3

3S.B.81

______

5'-1

1/2

"

5'-1 1/2" 5'-1 1/2"

5'-0"

5'-0

"

5'-0

"

5'-0"5'-0"5'

-0"

5'-0

"

5'-0"

3'-8

"

5'-1

"

3'-8

"

10'-0

"1'

-0"

10'-9

"

23'-9

"

F4099'-0"P1100'-0"

A

1

FOUNDATION LEGENDCONCRETE PAD FOOTING

COLUMN

CONCRETE PIER

COLUMN MARK

COLUMN FOOTING MARKTOP OF COLUMN FOOTING ELEVATIONCONCRETE 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

CJ2-0

W20

F4099'-0"P1100'-0"

T/L=99'-6"

T/W=100'-0"

96'-0"

96'-0"TOP OF EXISTING WALL FOOTING ELEVATION

NOT USED.

FOUNDATION KEY NOTES

1

2 AT 6X6 WOOD POST BASE, PROVIDE SIMPSON ABU66Z POST BASE WITH 5/8" DIA. SIMPSON STAINLESS STEEL WEDGE-ALL EXPANSION ANCHOR (5 1/2" EMBED). ATTACH TO WOOD POST PER SIMPSON REQUIREMENTS.

3 CONCRETE STOOP FOR SPRINKLER ROOM SHALL BE LOCATED PLAN RIGHT (AS SHOWN) FOR BUILDING 10. LOCATE STOOP AND SPRINKLER ROOM PLAN LEFT FOR BUILDING 03. SEE ARCH.

4 EXTEND THICKENED SLAB FOOTING MIN OF 1'-0" PAST BEARING POINT OF LAST STRUCTURAL ELEMENT.

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

FINISHED FLOOR ELEVATION SHOWN ON SITE PLAN, TYPICAL. TOP OF ALL ISOLATED FOOTINGS = 98'-6", UNO. TOP OF ALL PIER = 100'-0" UNO.

3. FOUNDATION SHALL BE POST TENSIONED SLAB DESIGNED BY OTHERS. SEE S.0, S.B.80, AND S.B.81, FOR ADDITIONAL DETAILS.

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

5. AT ALL INTERIOR AND EXTERIOR WOOD STUD BEARING WALLS. PROVIDE TREATED BOTTOM PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 3'-0" OC (PROVIDE (2) 2X TREATED BOTTOM PLATE FOR EXTENTS OF ALL WOOD FRAMING ADJACENT TO PATIOS AND STOOPS). SEE WOOD SHEARWALL SCHEDULE FOR SIZE AND SPACING AT WALLS DESIGNATED AS SHEARWALLS ON PLAN.

6. OVER EXCAVATION PER DETAIL 1/S.B.80 MAY BE REQUIRED TO REACH SUITABLE BEARING MATERIAL.

7. COORDINATE EDGE OF SLAB ELEVATION WITH CIVIL DRAWINGS, TYP.8. AT ALL STOOPS, PATIOS, AND ENTRY POINTS TO THE BUILDING, DROP

ENTRY SLAB 1/4" FROM BUILDING SLAB AND FLOAT SLAB UP TO DOOR SILL/THRESHOLD.

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

FOUNDATION PLAN NOTES

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

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

"

EMBE

D T

O W

ITH

IN 3

" OF

BOTT

OM

OF

FOO

TIN

G

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

FOUNDATION LOADS:

TYPICAL INTERIOR DEMISING WALLS:DL = 1000 LB./FT.LL = 900 LB./FT.LR = 600 LB./FT.WL= +/-100 LB./FT. (PERPENDICULAR)TYPICAL INTERIOR UNIT BEARING WALLS:DL = 1200 LB.FT.LL = 1200 LB./FT.WL= +/-100 LB./FT. (PERPENDICULAR)TYPICAL EXTERIOR BEARING WALLS:DL =1200 LB.FT. LL = 700 LB.FT.LR = 300 LB./FT.WL= +/-200 LB./FT. (PERPENDICULAR)SUPERIMPOSED SLAB LOADS:DL = 25 PSF (+SELF-WEIGHT)LL = 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)SHEAR WALL LOADS:END POST TENSION/COMPRESSION:WL = +/-6,200 LB. AT ALL HOLD-DOWN LOCATIONS.IN-PLANE SHEAR (PARALLEL):WL = +/-500 LB./FT.NOTE: ALL LOADS ARE SERVICE LEVEL LOADING.





262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


1/3

1/2

018 1

1:4

8:2

8 A

M

S.B.11

FOUNDATION PLAN -BUILDING B20E

JANUARY 31, 2018

216026.04



BID/PERMIT SET



ISOLATED FOOTING SCHEDULE

MARKISOLATED FOOTING DIMENSIONS

FOOTING REINFORCEMENT REMARKSLENGTH WIDTH THICKNESSF30 3'-0" 3'-0" 12" (4) #5; B, EW

CONCRETE PIER SCHEDULE

MARKPIER DIMENSIONS PIER

TYPEREINFORCEMENT

REMARKSX Y VERTICAL TIESP1 26" 26" I (8) #5 #3 AT 12" OC

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

1 FOUNDATION PLAN

THICKENED SLAB, TYPICAL

SCALE: 1 1/2" = 1'-0"S.B.11

3 WOOD BOTTOM PLATE ATTACHMENTSCALE: 1 1/2" = 1'-0"S.B.11

2 SHEAR WALL END POST ANCHOR

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

H1

H3

H1

H1

H1 H1

H3

H1

H1

H4

H1

H2

H4

H3A

H1A

H1

H6

H6

H1

H1

H1

H1

H1A

H3A

H3

H1H2

H3

H3H1

H3 H3

H3 H1

H1

H3

H1

H1H1

H3

H3

H2 H2

B1B1 WP2WP2WP2WP2

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

B3B3

B3B3

B3B3

B4

B3

B3 B3

B3

B3B3

H1H1

GT

GT

GT

GT

GTG

T

GT GTGT

GT

GT

GT

GT

GT

GT

GT

GTGTGT

GT

GT

GT

WP2WP2

WP2WP2WP2

WP2WP2

WP2WP2

WP2

WP3

WP2

WP2WP2

WP2

WP2WP2WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP3

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

H1

1

1

1

1

1

1

1

1

1 1

1

1

1

1

1

1

1 1

1 1

1

1

2 2

4

4

4

4

4

4

4 4

3 3

3

3

3

33

3

3

3

3

3

SW4

SW4

SW4

SW4

SW4

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3SW

3A

SW3A

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW3

SW4

WP2

WP2

WP2

WP2

WP2WP2WP2WP2

WP2

WP2WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP2

WP2 WP2 WP2

WP2 WP2 WP2

WP2WP2

WP2

WP2

BW1

BW1

BW1

WP2

8S.B.91

______

TYP

10S.B.91

______

TYP SEE ARCH FOR LOCATIONS

6S.B.91

______

TYP

5S.B.91

______ TYP

4S.B.91

______TYP

2S.B.91

______ TYP

3S.B.91

______

TYP

____

S.B.908

TYP

9S.B.90

______ TYP

WP1

WP1

WP1

WP1

WP1 WP1WP1

WP1

WP1

WP1

WP1

WP1

WP1

WP1WP1WP1

WP1 H2

H1 H2

6 6 BW1

1

1

6

7

7

7

7

7

7

7

7

H3

H1

BW1

H1

WP2WP2

BW2 BW2 5

H1

BW1

BW1

BW1

9S.B.91

______

9S.B.91

______

9S.B.91

______

9S.B.91

______9S.B.91

______9S.B.91

______

9S.B.91

______

9S.B.91

______

9S.B.91

______

9S.B.91

______

9S.B.91

______

9S.B.91

______

SW4

SW4

SW4

SW4

SW4

SW4

BW5

BW5

BW5

BW5

5

2x6 LADDER TRUSSTHIS WALL 2x6 LADDER TRUSS

THIS WALL

6

GT

WP2

7 7

1. TYPICAL FLOOR CONSTRUCTION: 1" THICK GYPCRETE OVER 1/4" ACOUSTIMAT II AT VINYL FLOORS. 1 1/4" GYPCRETE AT CARPET/PAD AREAS ON 3/4" TONGUE AND GROOVE APA RATED WOOD FLOOR SHEATHING (PLYWOOD OR OSB). GLUE AND NAIL FLOOR SHEATHING WITH 10d NAILS AT 6"/12" (EDGE/FIELD) PATTERN. NAILS TO HAVE MIN PENETRATION INTO FRAMING OF 1 1/2"

2. SEE ARCH FOR TYPICAL STAIR FRAMING AND CONFIGURATION. SEE TYPICAL STAIR FRAMING DETAILS (9/S.B.90). AT LANDINGS, PROVIDE 3/4" TONGUE AND GROOVE APA RATED WOOD FLOOR SHEATHING (PLYWOOD OR OSB) GLUE AND NAIL TO WOOD WITH 10d COMMON NAILS AT 6"/12" PATTERN.

3. HX INDICATED WOOD HEADER CONSTRUCTION (SEE 3/S.B.90). SEE WOOD HEADER SCHEDULE FOR HEADER DESIGNATION. ALL WOOD HEADERS SHOWN IN STUD WALL ARE TO BE DROPPED HEADERS AND SHALL BE PLACED AT OPENING HEIGHTS UNO. SEE ARCH FOR OPENING HEIGHTS.

4. AND SWX INDICATES WOOD SHEARWALL. SEE WOOD SHEARWALL SCHEDULE FOR SHEATHING ATTACHMENT TO SHEARWALL AND ATTACHMENT TO CONCRETE.

5. PROVIDE 2X6 STRONGBACK BRIDGING AT ALL TRUSSES. SEE 10/S.B.906. 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.B.90 AND 2/S.B.90 FOR TYPICAL BEARING WALL CONSTRUCTION AND SHEATHING ATTACHMENT. IF WALL IS 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".

7. PROVIDE (2) 2X6 HEADER AND (2) 2X STUDS AT EACH END FOR HVAC RETURN AND/OR TRANSFER IN WALL ASSEMBLY.

8. SEE 9/S.B.91 FOR KNEE WALL BRACE INFORMATION.9. ADDITIONAL RELEVANT DETAILS THAT ARE NOT SPECIFICALLY

REFERENCED INCLUDE:4/S.B.90 PIPE PENETRATIONS5/S.B.90 TOP PLATE SPLICES6/S.B.90 MULTIPLE PLY BUILDOUT

FLOOR FRAMING PLAN NOTES

18" DEEP PARALLEL CHORD FLOOR TRUSSES AT 24" OC MAX. TRUSS BRG = 109'-1 1/8" TRUSS DESIGNER TO ADJUST TRUSS SPACING AND WEB CONFIGURATION FOR MEP AND ELECTRICAL FRAMING. CUTTING OF TRUSS WEBS AND CHORD IS NOT PERMITTED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD AND THE PROJECT ARCHITECT. SEE 10/S.B.90 FOR FLOOR TRUSS BRACING.

FLOOR FRAMING KEY NOTES1

2

3

4

1 1/2" MAX LIGHTWEIGHT CONCRETE TOPPING (120 PCF) MAX OVER DRAINAGE MAT OVER WATERPROOF MEMBRANE OVER 3/4" APA RATED T&G EXTERIOR GRADE PLYWOOD SHEATHING ON 14" SLOPED TOP CHORD TRUSSES AT 24" OC MAX. RIP TOP CHORD TO PITCH 1/8" PER 1'-0" MIN FROM BUILDING.

(4) 2X12 DOUG FIR. LARCH NO.2 STAIR STRINGERS. SEE 9/S.B.90

1 1/2" MAX LIGHTWEIGHT CONCRETE TOPPING (120 PCF) MAX OVER DRAINAGE MAT OVER WATERPROOF MEMBRANE OVER 3/4" APA RATED TONGUE & GROOVE SHEATHING ON PRESSURE TREATED 2X12 FLOOR JOIST AT 16" OC. RIP TOP OF JOIST TO PITCH 1/8" PER FOOT TO EXTERIOR SIDE FOR DRAINAGE.

5 SPRINKLER ROOM. PROVIDE ROOF TRUSSES AT 16" OC. AND H1 HEADER AT ALL OPENINGS. TRUSS DESIGNER TO USE WESTERN CEDAR TOP CHORDS WITH TAILS EXTENDING BEYOND TRUSS BEARING. TOP CHORD TO BE 6" DEEP (NOMINAL). GC TO SUPPLY WESTERN CEDAR END RAFTER AT EACH SIDE OF SPRINKLER ROOM. SEE ARCH FOR DIMENSIONS AND TAIL PROFILES. FASTEN END RAFTERS TO SHEATHING USING 1/4"x3" LONG SDS SCREWS AT 6" OC. PROVIDE (2) 2x6 SPF LEDGER ATACHED TO EACH EXTERIOR BUILDING STUD WITH (2) 1/4"x5" LONG SDS SCREWS. DO NOT BREAK EXTERIOR STUDS FOR SPRINKLER ROOM ROOF TRUSSES. INSTALL LEDGER OVER EXTERIOR SHEATHING. SPRINKLER ROOM PLAN RIGHT AT BUILDING 10, PLAN LEFT AT BUILDING 03. SEE ARCHITECTURAL

6 ADJUST GIRDER TRUSS LOCATION TO ACCOMODATE KNEE WALL DETAILS. SEE 9/S.B.91.

7 TRUSS DESIGNER TO COORDINATE WITH MECHANICAL AT OPENINGS REQUIRED FOR DUCTWORK.

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 2/S.B.92 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. DRYWALL SCREWS MAY NOT BE SUBSTITUTED FOR NAILS AT GYPSUM BOARD SHEAR WALLS.11. ANCHORS IN CONTACT WITH PRESERVATIVE-TREATED WOOD OR EXPOSED TO WEATHER SHALL BE MECHANICALLY OR HOT-DIPPED GALVANIZED.12. END JOISTS OF GYPSUM SHEATHING PLACED PERPENDICULAR TO STUDS SHALL NOT OCCUR OVER SAME STUD. IT IS ACCEPTABLE AT ENDS OF SHEARWALL

(STAGGER JOINTS PRESCRIBED BY RATED CONSTRUCTION).13. SEE ADJACENT TABLE FOR ATTACHMENT PATTERN OF VERTICAL STUDS AT END OF SHEARWALL. SHEATHING IS TO BE ATTACH TO SHEARWALL END POST

USING SHEARWALL EDGE FASTENING PATTERN AT ALL POINTS WITHOUT EXCEPTION.

MARK SHEATHING BLOCKINGWALL FACEATTACHMENT

SHEATHINGATTACHMENT

BOTTOM PLATE ATTACHMENT VERTICAL STUDS ATEND OF SHEAR WALL

HOLD-DOWNCONNECTOR AT END OF SHEAR WALL

SHEAR WALL SCHEDULE

SW2

SW1 5/8" GYPSUM BOARD 6d COOLER NAILS AT 4"/4"(0.092"X1 7/8", 1/4" HEAD)

1/2" DIA ANCHORS PER 3/S.B.11 AT MAX 3'-0" OC. MIN (3) PER WALL

(2) 2x

SIMPSON HDU5-SDS2.5 CONNECTOR W/(14) SDS 1/4"x2 1/2" SCREWS INTO END STUDS AND (1) 5/8" DIA. ANCHOR ROD PER 2/S.B.11

7/16" APA RATED SHEATHING 10d COMMON NAILS AT 6"/12"

1/2" DIA ANCHORS PER 3/S.B.11 AT MAX 3'-0" OC. MIN (3) PER WALL

(2) 2x YES

SIMPSON HDU5-SDS2.5 CONNECTOR W/(14) SDS 1/4"x2 1/2" SCREWS INTO END POST AND (1) 5/8" DIA. ANCHOR ROD PER 2/S.B.11

EXTERIOR FACE

NOONE SIDE

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.SW3

SW4

5/8" GYPSUM BOARD

7/16" APA RATED SHEATHING 10d COMMON NAILS AT 4"/12" EXTERIOR FACE

ONE SIDE (2) 2x

(3) 2x YES

SIMPSON CS14 STRAP EACH END OF SHEARWALL AT END STUDS ATTACH STRAP W/(30) 10d NAILS (1/2 ABOVE AND 1/2 BELOW).

SIMPSON CS14 STRAP EACH END OF SHEARWALL AT END STUDS ATTACH STRAP W/(30) 10d NAILS (1/2 ABOVE AND 1/2 BELOW).

16d NAILS AT 6" OC.

16d NAILS AT 6" OC.

6d COOLER NAILS AT 4"/4"(0.092"X1 7/8", 1/4" HEAD)

YES

MARK HEADER SIZE BEARING STUDS (UNO) REMARKS

H1/H1A

WOOD HEADER SCHEDULE

(2) 2x8 SPF No.1 / No.2 (2)

H2

2NDLEVEL

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 AND BOTTOM PLATES ON ALL HEADERS (PLATES TO MATCH WALL THICKNESS AND GRADE OF DOUBLE TOP PLATE ABOVE).

6. INDIVIDUAL PLIES SHALL BE CONTINUOUS OVER ENTIRE LENGTH OF HEADER.7. BUILD-UP HEADERS AS REQUIRED WITH PLYWOOD FILLERS TO MATCH WALL WIDTHS. MAX ONE

1/2" PIECE OF PLYWOOD BETWEEN EACH HEADER PLY.8. AT MULTI-SPAN HEADERS WITH INTERMEDIATE SUPPORTS PROVIDE FULL-HEIGHT STUDS PER

SCHEDULE BELOW FOR THE ENTIRE WIDTH OF THE OPENING. HEADER AND 2X TOP PLATE IS TO BE CONTINUOUS ACROSS ENTIRE OPENING.

9. PROVIDE FULL HEIGHT SPF KING STUDS (GRADE PER WALL TYPE) ADJACENT TO EACH HEADER LOCATION ACCORING TO THE FOLLOWING:

OPENINGS < 4'-0" (2) STUD4'-0" < OPENING < 8'-0" (3) STUDS8'-0" < OPENING < 12'-0" (4) STUDS12'-0" < OPENING < 15'-0" 3 1/2"X5 1/4" 1.8E PSL

10. ALL CONTINUOUS HEADERS TO HAVE MIN (2) 2x INTERMEDIATE SUPPORTS.

ROOF

(2)

H4

(2) 1 3/4"x7 1/4" 2.0E LVL

(2) 2x10 SPF No.1 / No.2 (2) (2)

(2) 2x DFL STRUCTURAL SELECT INTERMEDIATE STUDS REQUIRED BETWEEN WINDOWS AT H3A HEADER

H3/H3A (2)

(2) (2)

(3)

(3) 2x8 SPF No.1 / No.2

(2) 2x DFL STRUCTURAL SELECT INTERMEDIATE STUDS REQUIRED BETWEEN WINDOWS AT H1A HEADER

MARK BEAM SIZE AND TYPE REMARKS

B1

B2

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.5. THIS POST ACTS AS A SW END POST FOR THE WALL ABOVE. CONNECT EXTERIOR SHEATHING TO POST WITH 10d NAILS AT 4" OC. CONNECT TO

FOUNDATION WITH SIMPSON HDU5-SDS2.5. PROVIDE 5/8" DIA ANCHOR PER 2/S.B.11 TO CONCRETE CONNECT CS STRAP FROM SW ABOVE TO TOP OF POST

POST SIZE AND TYPE

WP1 6X6 SPF No.1/No.2PRESSURE TREATED

MARK REMARKS

BEAM AND POST SCHEDULE

(3) 1 3/4"x11 7/8" 2.0E LVL

WP2

CONNECT BEAM TO SIDE OF POST WITH SIMPSON HUCQ JOIST HANGER. PROVIDE WP2 POST IN WALLS AND TRUSS CAVITY FULL-HEIGHT FOR HANGER ATTACHMENT. PROVIDE (2) 2x PLATE ON TOP OF BEAM, SEE 1/S.B.91 FOR ATTACHMENT OF BUILT-UP SECTIONS.

(3) 2x4 SPF NO.1/NO.2

B3 (3) 2X10 SPF NO.1/NO.2PRESSURE TREATED

CONNECT BEAM TO SIDE OF POST WITH SIMPSON HUCQ JOIST HANGER CONNECT BEAM TOGETHER WITH (3) 16d NAILS AT 6" OC. IN BOTH FACES.

(3) 2X10 SPF NO.1/NO.2PRESSURE TREATED

B4 5 1/2"X9" P.T. GLULAM CONNECT BEAM TO SIDE OF POST WITH SIMPSON HUCQ JOIST HANGER. PROVIDE (2) 2x PLATE ON TOP OF BEAM (ONLY AT ROOF), SEE 1/S.B.91 FOR ATTACHMENT OF BUILT-UP SECTIONS.

WP3 (3) 2x6 SPF NO.1/NO.2

WP4 (3) 2x6 SPF NO.1/NO.2 SEE NOTE 5

FLOOR 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 CONTRATOR 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. 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.

2NDEXTERIOR WALLS

SIZE/SPACING

2x4 AT 16" OC

SPECIES/GRADE

SPF NO.1/NO.2

TOP PLATES

(2) 2x4 SPF STUD*

BOTTOM PLATES

(1) 2x4 SPF STUD P.T.

Fb (psi) Fc (psi) E (ksi)

1ST

INTERIOR WALLS 2x4 AT 16" OC (2) 2x4 SPF STUD*

EXTERIOR WALLS

INTERIOR WALLS

* EXCEPT WHEN NOTED OTHERWISE, PROVIDE COMBINED TOP PLATES PER DETAILS

SPF NO.1/NO.2

(1) 2x4 SPF STUD

(1) 2x4 SPF STUD

875 1150 1,400

2x4 AT 12" OC SPF NO.1/NO.2 (2) 2x4 SPF STUD*

2x4 AT 16" OC (2) 2x4 SPF STUD*

MARK

BW1

SPF NO.1/NO.2

(2) 2x4 SPF STUD*

875 1150 1,400

2x4 AT 16" OC SPF NO.1/NO.2 875 1150 1,400



875 1150 1,400

875 1150 1,400

REMARKS

PROVIDE MID-HEIGHT BLOCKING AT ALL WALLS

PROVIDE MID-HEIGHT BLOCKING AT ALL WALLS

BW2(2) 2x6 SPF NO.1/NO.2*2x6 AT 16" OC SPF NO.1/NO.2 875 1150 1,400(1) 2x6 SPF STUD P.T.

BW3 (2) 2x6 SPF STUD*2x6 AT 16" OC SPF NO.1/NO.2 875 1150 1,400

BW4 2x4 AT 12" OC

BW5 (2) 2x4 SPF STUD*2x4 AT 8" OC SPF NO.1/NO.2 875 1150 1,400(1) 2x4 SPF STUD P.T.PROVIDE MID-HEIGHT

BLOCKING AT ALL WALLS

SPF NO.1/NO.2 (2) 2x4 SPF STUD* (1) 2x4 SPF STUD 875 1150 1,400

(2) 2x6 SPF NO.1/NO.2*

GLULAM BEAM PROPERTIES:

Fbx = 2,400 PSIFby = 1,450 PSIFcx ┴ = 650 PSIFcy ┴ = 560 PSIFvx = 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.





262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


1/3

1/2

018 1

1:4

8:3

2 A

M

S.B.12

SECOND FLOORFRAMING PLAN -BUILDING B20E

JANUARY 31, 2018

216026.04



BID/PERMIT SET



SCALE: 1/8" = 1'-0"S.B.12

1 SECOND FLOOR FRAMING PLAN


H1

H3

H1

H3

H1H1

H3

H1

H1

H1

H1

H3

H1H1

H3

H1

H3

H1

H1

H4H4

H1

H1

H1

H1

H3

H1

H1

H1

H1

H1

H3

H1

H1

H1

H1

RID

GE

WP2

WP2

WP2 WP2GT

WP1B2

B2

WP1

WP2 WP2

WP2

GT

WP2B2

B2

WP1

WP2 WP2

WP2GT

WP2

B2

B2

WP1

WP2

WP2 WP1

B2

B2

B2

WP2

WP2 WP2WP2

GT

WP1B2

B2

WP1

WP2 WP2GT

WP1B2

B2

B2

WP2

B2

WP1B2

WP1 WP1B2

B2B2

B2

WP1B2

WP2

WP2

WP2 GT

WP2 B2

B2

WP1

WP1 WP2

WP2WP1

B2

B2

B2

WP2

B2

B2

WP1

B2WP1

WP2

WP2

B2

B2

WP1

WP1

WP2

B2

WP2

B2

WP2

1 1

1

111

1

1

1

1

1

1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW1

SW2

SW2

SW2SW2

SW2

SW2

7S.B.91

______

TYP

1S.B.91

______ TYP

____

S.B.908

TYP

12S.B.90

______TYP

11S.B.90

______

TYP

13S.B.90

______TYP

B42

22

22

2

22

2

2

2

2

BW3BW3

3

33

3

3 3

SW2

SW2

SW2

SW2

SW2

SW2

BW4

BW4

BW4

BW4

1S.B.91

______

TYP

H4H4

METAL PLATE CONNECTED WOOD ROOF TRUSSES AT 24" OC. MAXIMUM. SEE NOTES ON SHEET S.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.

ROOF FRAMING KEY NOTES

1

2 TRUSS DESIGNER TO COORDINATE WITH MECHANICAL AT OPENINGS REQUIRED FOR DUCTWORK.

3 TRUSS DESIGNER TO ALIGN TRUSS VERTICALS TO ACCOMODATE CEDAR RAFTER SPACING SEE 10/S.B.91 AND ARCH FOR DETAILS.

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 FRAMING. ATTACH SHEATHING TO FRAMING WITH 10d NAILS AT 6" OC. AT PANEL EDGE AND 12" OC. AT PANEL INTERIOR. NAILS MUST BE A MIN DISTANCE OF 3/8" FROM PANEL EDGE. PROVIDE WOOD SHEATHING CLIPS WHERE SHEATHING EDGES ABUT BETWEEN ROOF TRUSSES. STAGGER ALL ROOF SHEATHING JOINTS. REFER TO 7/S.B.90 FOR ROOF SHEATHING ATTACHMENT.

2. HX INDICATES WOOD HEADER CONSTRUCTION (SEE 3/S.B.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 WOOD POST SHALL LINE-UP FLOOR TO FLOOR TOP OF CONCRETE. PROVIDE SOLID BLOCKING OF SAME SIZE AS POST BELOW IN TRUSS CAVITY.

4. 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.B.90 AND 2/S.B.90 FOR TYPICAL BEARING WALL CONSTRUCTION AND SHEATHING ATTACHMENT. IF WALL IS 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".

5. TYPICAL ROOF TRUSS BEARING = 119'-9"6. PROVIDE (2) 2X6 HEADER W/(2) 2X STUD EACH END FOR HVAC RETURN AND

OR TRANSFER GRILL IN WALL ASSEMBLY.7. INDICATES OVERBUILD TRUSSES.8. SEE 1/S.B.92 FOR ROOF TRUSS BRACING INFORMATION.9. GENERAL CONTRACTOR TO COORDINATE HATCH LOCATIONS FOR ATTIC

ACCESS WITH ARCH AND TRUSS DESIGNER.

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.

(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

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

CONNECTION TYPE FASTENING LOCATION

FLORIDA BUILDING CODE 2017 TABLE 2304.9.1 MINIMUM FASTENING SCHEDULE, UNO

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.

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) 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

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





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 NAILS6d x 2'' COMMON NAILS8d x 2 1/2'' COMMON NAILS4d x 1 1/2'' COMMON NAILS6d x 2'' COMMON NAILS

(2) 20d x 4'' COMMON NAILS

TOENAIL

TOENAIL

FACE NAIL

FACE NAIL

TOENAIL

FACE NAIL

FACE NAIL

FACE NAIL

24'' OC

FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSTIE 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


1/3

1/2

018 1

1:4

8:3

8 A

M

S.B.13

ROOF FRAMING PLAN- BUILDING B20E

JANUARY 31, 2018

216026.04



BID/PERMIT SET



SCALE: 1/8" = 1'-0"S.B.13

1 ROOF FRAMING PLAN


INTERIOR 2x STUD WALL. SEEBEARING WALL SCHEDULE FOR SIZE &SPACING AND TYPICAL WOOD WALL DETAILSFOR STUD WALL FRAMING

SEE ARCH DRAWINGS FOR INTERIORWALL SHEATHING. AT SHEAR WALLSSEE SHEAR WALL SCHEDULE FORSHEATHING ATTACHMENT INFORMATION

TREATED PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 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 ARCH FOR DETAILS

DES

IGN

ER

BY P

T

T/SLAB

DESIGNER

BY PT

POST TENSION REINFORCING BY OTHERS

DESIGNER

BY PT

1

1

PRESSURE TREATED 2x4 LET-IN NAILER W. 1/2" DIA ANCHORS PER 3/S.B.11 AT 24" OC MAX (3) ANCHORS MINIMUM. SET NAILER AND STRINGERS ON VAPOR BARRIER. SEE ARCH FOR DETAILS.


P.T. DESIGNER TO DESIGN FOR DL = 70 LB.LL = 670 LB.

AT EACH STAIR STRINGER (4) STRINGERS TOTAL

DES

IGN

E R

BY P

T



TREATED PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 3'-0" OC. SEE SHEAR WALL SCHEDULEFOR SPACING AT WALLS DESIGNATEDAS SHEAR WALLS ON PLAN. PROVIDE SILL SEALER, TERMITE SHIELD AND CONTINUOUS SEALANTBED. SEE ARCH FOR DETAILS

DES

IGN

ER

BY P

T

T/SLAB

DESIGNER

BY PT

VAR

IES POST TENSION

REINFORCING BY OTHERS



TREATED PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 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 ARCH FOR DETAILS.

DES

IGN

ER

BY P

T

T/SLAB

DESIGNER

BY PT

VAR

IES


3 1/2"



TREATED PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 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 ARCH FOR DETAILS

DES

IGN

ER

BY P

T

T/SLAB

DESIGNER

BY PT




TREATED PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 3'-0" OC. SEE SHEAR WALL SCHEDULE FOR SPACING AT WALLS DESIGNATED AS SHEAR WALLS ON PLAN. PROVIDE SILL SEALER, TERMITE SHIELD AND CONTINUOUS SEALANT BED. SEE ARCH FOR DETAILS.

DES

IGN

ER

BY P

T

T/SLAB

DESIGNER

BY PT

VAR

IES POST TENSION

REINFORCING BY OTHERS

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

PIPE PASSING UNDER FOOTING BY OTHERS

1/2" MIN CLEARANCE MINIMUM BETWEEN PIPE & SLEEVE

PROTECTIVE CONCRETE TO TRANSFER LOAD AROUND PIPE TO MATCH FOOTING WIDTH, TYP

MIN

9"

OD

SLEEVE

MIN

9"

MIN9"

BACK SLOPE AS STEEP AS POSSIBLE

NOTE:NOT TO BE USED UNDER SPREAD FOOTING

WALL FOOTING

B/FOOTING

T/WALL

SEE PLAN

TREATED PLATE WITH 1/2" DIA. ANCHORS PER 3/S.B.11 AT 3'-0" OC. SEE SHEAR WALL SCHEDULE FOR SPACING AT WALLS DESIGNATED AS SHEAR WALLS ON PLAN. PROVIDE SILL SEALER, TERMITE SHIELD, AND CONTINUOUS SEALANT BED. SEE ARCH FOR DETAIL.

SEE ARCH.

BY PT DESIGNER

T/SLAB

SEE PLAN

PT SLAB ELEVATION VARIES WHEN NOTED. REFER TO ARCH FOR ELEVATIONS CHANGES1'

-0" M

IN8"


GRADE BEAM, BY OTHERS

EXT.FINISHED GRADE

SEE ARCH

8"

SEE PLAN FOR CURB LOCATIONS





262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


1/3

1/2

018 1

1:4

8:4

0 A

M

S.B.80

FOUNDATION DETAILS- BUILDING B20E

JANUARY 31, 2018

216026.04



BID/PERMIT SET



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

4 INTERIOR STUD WALL FOOTINGSCALE: 1" = 1'-0"S.B.80

3 THICKENED SLAB AT STAIRS

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

5 INTERIOR STUD WALL FOOTINGSCALE: 3/4" = 1'-0"S.B.80

6 INTERIOR STUD WALL FOOTINGSCALE: 3/4" = 1'-0"S.B.80

7 INTERIOR STUD WALL FOOTING

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

8 INTERIOR STUD WALL FOOTING

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

1 OVER EXCAVATIONSCALE: 3/4" = 1'-0"S.B.80

2 PIPE PASSING UNDER WALL FOOTING

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

9 TYPICAL EXTERIOR WALL

3@3"

3"

T/PIER

SEE PLAN

T/FOOTING

SEE PLAN

WOOD COLUMN AND POST BASE, SEE PLAN

BAR AND TIE REINFORCEMENT, REFER TO PIER SCHEDULE

'S'/2

'S'

3" C

LR

3" CLR

PER

PIE

RSC

HED

ULE

COVER (TYP)2" CLR

PAVING, BY OTHERS

1/4" MIN ISOLATION MATERIAL

B/FOOTING

BY PT DESIGNER

T/SLAB

SEE PLAN

1'

-0"


GRADE BEAM, BY OTHERST/SLABGARAGE ENTRY

1/2"

P.T. DESIGNER TO SUPPLY #4 DOWELS AT 18" OC.

SLAB-ON-GRADE BY OTHERS

1/4" PRE-FORMED EXPANSION FELT

1'-0"

STEP AMOUNTS AND LOCATIONS PER ARCH, TYP.

SLOPE PER ARCH

DESIGNER

BY PT

1'-0

" MIN

'

CONTINUOUS MOISTURE BARRIER, TYP.


T/SLAB

B/FOOTING





262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


1/3

1/2

018 1

1:4

8:4

1 A

M

S.B.81

FOUNDATION DETAILS- BUILDING B20E

JANUARY 31, 2018

216026.04



BID/PERMIT SET



SCALE: 1/2" = 1'-0"S.B.81

2 TYPICAL CONCRETE PIERSCALE: 3/4" = 1'-0"S.B.81

3 SLAB AT GARAGE ENTRYSCALE: 3/4" = 1'-0"S.B.81

1 DETAIL AT EXTERIOR SLAB

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

TREATED SILL PLATE ATTACHEDTO FOUNDATION PERSHEAR WALL SCHEDULE AND FRAMING NOTES

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)

EQU

ALEQ

UAL

TREATED SILL PLATE ATTACHEDTO FOUNDATION PERSHEAR WALL SCHEDULE AND FRAMING NOTES

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 AT EDGE, 12'' IN FIELD.

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

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 AND SCHEDULE FOR SIZE

BEARING STUDS UNDER WOOD HEADER (SHOULDER STUDS). SEE PLAN & SCHED FOR SIZE AND QUANTITY

WALL OPENING

2x SILL PLATE

KING STUDS, SEE PLANFOR SIZE & QUANTITY

TREATED PLATE WHERE WALL RESTS ON CONCRETE FOUNDATION

2x BOTTOM PLATE, NAIL TO EACH HEADER PLY w/ 16d NAILS @ 12"OC.

STUD WALL, SEE PLAN

PLUMBING PIPE, MECHANICAL DUCT, ETC., BY OTHERS

FLOOR PLATE

PROVIDE SIMPSON CTS218 STAPS ON EACH SIDE (CONNECT WITH NAILS PER SIMPSON REQUIREMENTS)

FLOOR FRAMING, SEE PLAN

DOUBLE TOP PLATE

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

ATTACH ROOF SHEATHING TO BLOCKING W/ 10d AT 6" OC

ATTACH 3/4" APA RATED SHEATHING TO END OF ROOF TRUSS W/ 10d ATTACHED TO TRUSS AT 6" OC, ATTACH SHEATHING TO BLOCKING W/ 10d AT 6" OC

2x BLOCKING BETWEEN TRUSSES. ATTACH BLOCKING TO DBL TOP PLATE W/ 16d AT 6" OC

INTERIOR 2x SHEAR WALL, SEE SHEAR WALL SCHEDULE FOR WALL CONSTRUCTION

TOE NAIL EACH TRUSS TO TOP PLATE W/(4) 16d AT EACH TRUSS

METAL PLATE CONNECTION WOOD TRUSS, REFER TO PLAN FOR SPECIFICS

APA RATED ROOF SHEATHING, REFER TO FRAMING NOTES FOR SPECIFICS

2x TOP PLATE

2x TOP PLATETRUSS TIE-DOWN BY TRUSS SUPPLIER

REFER TO ARCH'L DRAWINGS FOR INTERIOR SHEATHING

SEE ARCH FOR RIDGE VENT DETAILS

USE HOLE SAW TO CORE 3" DIAMETERHOLES IN SHEATHING BETWEEN TRUSS BEARING AND ROOF SHEATHING. CORE FOUR HOLES BETWEEN EACH TRUSS. HOLES SHALL BE 12" APART HORIZONTALLY AND STAGGERED 12" VERTICALLY. CENTER THE GROUP OF HOLES BETWEEN EACH TRUSS.

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

(2) 2x6 BRACE AT 2'-0" OC

ATTACH EACH BRACE TO TRUSS VERTICAL W/ (3) 16d NAILS, ADD VERTICAL AS NECESSARY

2x6 BLOCKING ATTACHED TO TOP CHORDS OF TRUSS W/(4) 16d TOE NAILS. ATTACH SHEATHING TO BLOCKING W/ 10d AT 6" OC, ATTACH BRACE TO BLOCKING W/(6) 16d

2x4 BRIDGING AT 4'-0" OC MAX

ATTACH 2x6 BRACE W/(2) SIMPSON A23 CLIPS, (1) CLIP ON EACH SIDE

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

2x4 T-BRACING AT TRUSS VERTICALS GREATER THAN 4'-0" IN HEIGHT. ATTACH TO GABLE END TRUSS WITH 16d AT 12" OC

GABLE END WALL TRUSS ON TOP OF STUD WALL

METAL PLATE CONNECTED WOOD TRUSSES, SEE PLAN FOR SIZE AND SPACING

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.

STRONGBACK BRIDGINGATTACH 2x6 CONTINUOUS STRONGBACKBRIDGING TO VERTICAL WEB OF EACHTRUSS W/(3) 10d NAILS

PROVIDE ADEQUATE ANCHORAGE FORSTRONGBACK BRIDGING AT END WALLSAND ADDITIONAL X-BRACING AT INTERVALSNOT EXCEEDING 20'-0" OC ALONG EACHRUN OF STRONGBACK BRIDGING. TOE-NAILX-BRACING AT EACH END W/(2) 16d NAILSSTRONGBACK BRIDGING SPLICE DETAILBUTT STRONGBACK BRIDGINGTOGETHER

4'-0" SCAB OF SAMELUMBER SIZE ASSTRONGBACK BRIDGING

ATTACH SCAB W/(6) 16dNAILS (CLINCHED) EACHSIDE OF BUTT JOINT

LATERAL BRACINGPROVIDE ADEQUATE ANCHORAGE FOR LATERAL BRACING AT END WALLSAND PROVIDE ADDITIONAL X-BRACING AT 20'-0" OC ALONG EACH ROWOF LATERAL BRACING. TOE-NAIL X-BRACING AT EACH END W/(2) 16d NAILS.

2x4 CONTINUOUS LATERALBRACING. ATTACH TOEACH TRUSS W/(2) 8dNAILS AS SHOWN

BRACING RECOMMENDATIONS AND REQUIREMENTSALL TRUSSES MUST BE LATERALLY BRACED TO PREVENT BUCKLINGAND/OR OVERTURNING DUE TO LATERAL FORCES.

THE TOP CHORD IS ASSUMED TO BE LATERALLY BRACED BY THEFLOOR OR ROOF SHEATHING. THE BOTTOM CHORD IS ASSUMED TO BELATERALLY BRACED IF A RIGID CEILING MATERIAL IS APPLIEDDIRECTLY TO THE BOTTOM CHORD. IN CASES WHERE NO RIGID CEILINGMATERIAL IS APPLIED DIRECTLY TO THE BOTTOM CHORD, 2x4CONTINUOUS LATERAL BRACING IS REQUIRED AT INTERVAL NOTEXCEEDING 10'-0" OC (SEE DETAIL ABOVE)

WHEN POSITIONED AT THE UPPER SIDE OF THE BOTTOM CHORD,STRONGBACK BRIDGING ALSO SATISFIES THE LATERAL BRACINGREQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS.FLOOR TRUSS STRONGBACK BRIDGING

TO 12'-0" NONE REQUIREDOVER 12'-0" TO 20'-0" (1) ROW (AT CENTER OF SPAN)OVER 20'-0" TO 30'-0" (2) ROWS ((1) AT EACH 1/3 POINT OF SPAN)OVER 30'-0" TO 40'-0" (3) ROWS ((1) AT EACH 1/4 POINT OF SPAN)

4'-0"

2x8 SPF BLOCKING EVERY OTHER TRUSSNOTCH 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


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.

ROOF SHEATHING, SEE PLAN.

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

SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE

INTERIOR SHEAR WALL, SEE SHEAR WALL SCHEDULE FOR SPECIFICS

HOLD-DOWNS AT LOWEST LEVEL AT EACH PAIR OF END STUDS, SEE SHEAR WALL SCHEDULE FOR SPECIFICS

SHEAR WALL STRAPPING, EACH SIDE AS SHOWN

SHEAR WALL END STUDS, SEE SHEAR WALL SCHEDULE

2x AT WALL INTERSECTION ATTACHED TO END STUDS

2x CROSS WALL

NOTE:THIS DETAIL SHOULD BE USED ONLY FOR STRUCTURAL INFORMATION. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS INCLUDING STAIR OPENINGS, RISERS, RUNS, AND NOSING REQUIREMENTS.

SIMPSON LUC210Z AT EACH STAIR STRINGER. ADD VERTICALS IN TRUSS AS REQUIRED FOR ATTACHMENT

GIRDER TRUSS, SEE PLAN

SEE PLAN FOR STRINGER DETAILS

TRUSS DESIGNER TO DESIGN FOR ADDITIONAL DL = 70 LB./FT.LL = 670 LB./FT.





262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


1/3

1/2

018 1

1:4

8:4

3 A

M

S.B.90

WOOD FRAMINGDETAILS - BUILDINGB20E

JANUARY 31, 2018

216026.04



BID/PERMIT SET



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

1

TYPICAL MULTI-STORY WOOD SHEAR WALLCONSTRUCTION

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

2

TYPICAL WOOD STUD BRG WALLCONSTRUCTION

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

3

TYPICAL FRAMING AROUND AN OPENING IN WOOD STUD BEARING WALL

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

4 PIPE PENETRATION

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

5 TOP PLATE SPLICESCALE: 3/4" = 1'-0"S.B.90

6 MULTIPLE PLY BUILDOUT

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

13 SECTION AT INTERIOR SHEAR WALL

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

7 TYP ROOF SHEATHING ATTACHMENT

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

12 SECTION AT GABLE END WALLSCALE: 1/8" = 1'-0"S.B.90

10

PARALLEL CHORD TRUSS BRACING &STRONGBACK

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

11 TRUSS BEARING

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

8 SHEARWALL PLAN AT DEMISING WALLSCALE: 3/4" = 1'-0"S.B.90

9 STAIR FRAMING DETAIL


(2) 16d AT END OF EACH OUTLOOKER

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

PROVIDE ENDWALL TRUSS FLUSH W/EXTERIOR FACE OF STUD WALL.EXTEND EXTERIOR WALL SHEATHING TOUNDERSIDE OF ROOF DECK

(3) 16d NAILS EACH SIDE

2x SPF NO. 2OUTLOOKERS AT 12" OC

METAL PLATE CONNECTEDWOOD ROOF TRUSSES

TRUSS OVER-FRAMING, BY TRUSS SUPPLIER

METAL PLATE CONNECTEDWOOD ROOF TRUSSES, SEE PLAN FOR SIZE AND SPACING

TRUSS TIE-DOWN BY TRUSS SUPPLIER

APA RATED ROOF SHEATHING

GABLE END WALL TRUSS

HEADER OR BEAM WITH (2) 2X TOP PLATE

2x BLOCKING BETWEEN OUTLOOKERS

10d NAILS AT 6" OC

NOTCH SHEATHING AROUND OUTLOOKERS

10d AT 6" OC. ON ALL SIDE (PROVIDE CONTINUOUS SHEATHING AND 10d NAILS ON FACE OF BEAM AT TRUSS BEARING LOCATIONS, NOT SHOWN)

WOOD BEAM, SEE SCHEDULE

1/2" APA RATED SHEATHING

10d NAILS AT 6" OC., TYP

DOUBLE TOP PLATE, SEE SCHEDULE

(2) 2x6 BRACE AT 2'-0" OC

ATTACH EACH BRACE TO TRUSS VERTICAL W/ (3) 16d NAILS, ADD VERTICAL AS NECESSARY

2x6 BLOCKING ATTACHED TO TOP CHORDS OF TRUSS W/(4) 16d TOE NAILS. ATTACH SHEATHING TO BLOCKING W/ 10d AT 6" OC, ATTACH BRACE TO BLOCKING W/(6) 16d

2x4 BRIDGING AT 4'-0" OC MAX

ATTACH 2x6 BRACE W/(2) SIMPSON A23 CLIPS, (1) CLIP ON EACH SIDE

2X4 T-BRACE CONNECTED TO ALL GABLE END VERTICALS WITH 16d NAILS AT 6" OC.

CONNECT OUTLOOKER TO T-BRACE WITH (3) 16d NAILS AND TRUSS WITH SIMPSON A23. PROVIDE THESE OUTLOOKERS AT FAUX GABLE LOCATIONS ONLY.

T/FLOOR

SEE ARCH

ATTACH BOTTOM PLATE TO RIM BOARD WITH 16d AT 6" ON CENTER TYPICAL. AT SHEAR WALLS SEE SHEAR WALL SCHEDULE FOR ATTACHMENT INFORMATION.

ATTACH FLOOR SHEATHING TO RIM BOARD WITH 10d AT 6" ON CENTER

ATTACH RIM BOARD TO FLOOR TRUSS WITH (5) 16d NAILS. NAILS MUST PASS THROUGH RIM BOARD AND EXTERIOR SHEATHING.

1 1/4" APA RATED RIM BOARD AT PERIMETER OF BUILDING, MATCH DEPTH OF FLOOR TRUSS

TOE-NAIL RIM BOARD TO DOUBLE TOP PLATE WITH 10d AT 6" ON CENTER UNLESS NOTED OTHERWISE.

DOUBLE TOP PLATE

EXTERIOR 2x STUD WALL. SEE BEARING WALL SCHEDULE FOR SIZE & SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING.

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

GYPSUM CONCRETE TOPPING ON APA RATED TONGUE & GROOVE FLOOR SHEATHING. SEE FRAMING NOTES FOR SHEATHING AND ATTACHMENT

GLUE & NAIL FLOOR SHEATHING TO FLOOR TRUSSES

PARALLEL CHORD TRUSSES, SEE PLAN FOR SIZE AND SPACING

TOE-NAIL FLOOR TRUSS TO DOUBLE TOP PLATE WITH (4) 16d AT EACH TRUSS

SEE ARCHITECTURAL DRAWINGS FOR INTERIOR WALL SHEATHING

TRUSS BRG

SEE PLAN

ONLY AT SW. PROVIDE 2x BLOCKING BETWEEN TRUSSES. CONNECT BLOCKING TO TOP PL WITH 16d NAILS AT 4" OC. CONNECT RIM BOARD TO BLOCKING WITH 16d NAILS AT 4" OC


ATTACH FLOOR SHEATHING TO RIM BOARD WITH 10d AT 6" ON CENTER

ATTACH RIM BOARD TO FLOOR TRUSS WITH (5)- 16d NAILS AT EACH VERTICAL TRUSS WEB MEMBER. NAILS MUST PASS THROUGH BOTH RIM BOARD AND EXTERIOR SHEATHING

1 1/4" APA RATED RIM BOARD AT PERIMETER OF BUILDING, MATCH DEPTH OF FLOOR TRUSS

DOUBLE TOP PLATE

TOE- NAIL RIM BOARD TO DOUBLE TOP PLATE WITH 10d AT 6" ON CENTER UNLESS NOTED OTHERWISE

EXTERIOR 2x STUD WALL. SEE BEARING WALL SCHEDULE FOR SIZE & SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING

APA RATED WOOD WALL SHEATHING, SEE FRAMING NOTES FOR SHEATHING AND ATTACHMENT. AT SHEAR WALLS SEE SHEAR WALL SCHEDULE FOR ATTACHMENT INFO



PARALLEL CHORD FLOOR END TRUSS WITH VERTICAL WEB MEMBERS. ATTACH END TRUSS TO DOUBLE TOP PLATE WITH 16d NAILS AT 4" OC

PARALLEL CHORD TRUSSES, SEE PLAN FOR SIZE & SPACING


TRUSS BRG

SEE PLAN

CONTINUOUS 2x6 LEDGER SCREWED TO TRUSS W/(2) 1/4"x3 1/2" SIMPSON SDS SCREWS (SCREWS ARE 6" OC TO TOP CHORD AND (1) SCREW TO EACH WEB MEMBERS, TYP.)

2x4 BRACE AT 4'-0" ON CENTER MAXIMUM. ATTACH ENDS TO 2X6 BRACES (4) 10d NAILS AND 2X6 LEDGERS WITH SIMPSON HGA10 CONNECTORS

2X6 BRACE AT 4'-0" OC. CONNECT TO 2X6 LEDGERS WITH SIMPSON HGA10 CONNECTORS

3 1/2"

3 1/2"

5 1/

2"

TRUSS BRGSEE PLAN

ATTACH FLOOR SHEATHING w/ 10d AT 6" OC



PARALLEL CHORD FLOOR TRUSSES, SEE PLAN FOR SIZE AND SPACING

TOE-NAIL FLOOR TRUSS TO TOP PLATE WITH (4) 16d AT EACH TRUSS

SEE ARCH FOR INTERIOR WALL SHEATHING. AT SHEAR WALLS SEE SHEAR WALL SCHEDULE FOR SHEATHING AND ATTACHMENT INFORMATION

2x BLOCKING BETWEEN FLOOR TRUSSES. ATTACH BLOCKING TO DOUBLE TOP PLATE w/ 16d AT 6" OC

2X TOP PLATE

INTERIOR 2x STUD WALL. SEE BEARING WALL SCHEUDLE FOR SIZE AND SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING

2X TOP PLATE


ATTACH RIM BOARD TO FLOOR TRUSS WITH (5)-16d NAILS AT EACH VERTICAL TRUSS WEB MEMBER

1 1/4" X CONT. APA RATED RIM BOARD, MATCH DEPTH OF FLOOR TRUSS1 1/4" X CONT. APA

RATED RIM BOARD, MATCH DEPTH OF FLOOR TRUSS. RIM BOARD DOES NOT NEED TO BE CONNECTED TO FLOOR TRUSS

TOE- NAIL RIM BOARD TO DOUBLE TOP PLATE WITH 16d AT 6" ON CENTER UNLESS NOTED OTHERWISE

ATTACH RIM BOARD TO BLOCKING WITH 16d NAILS AT 6" OC.

TRUSS BRGSEE PLAN

ATTACH FLOOR SHEATHING TO TRUSS w/ 10d AT 6" OC

DOUBLE TOP PLATEINTERIOR 2x STUD WALL. SEE BEARING WALL SCHEDULE FOR SIZE & SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING


CONTINUE SHEATHING UP TO UNDERSIDE OF FLOOR SHEATHING ABOVE

SEE ARCH DRAWINGS FOR INTERIOR WALL SHEATHING. AT SHEAR WALLS, SEE SHEAR WALL SCHEDULE FOR SHEATHING AND ATTACHMENT INFORMATION


PARALLEL CHORD FLOOR END TRUSS w/ VERT WEB MEMBERS. ATTACH END TRUSS TO DOUBLE TOP PLATE w/ 16d NAILS AT 12" OC

ATTACH BOTTOM PLATE w/ 16d NAILS AT 6" OC. AT SHEARWALLS REFER TO SHEARWALL SCHEDULE FOR ATTACHMENT INFORMATION

2X BLOCKING BETWEEN TRUSSES, ATTACH BLOCKING TO TOP PLATE WITH 16d NAILS AT 6" OC.

ATTACH RIM BOARD TO FLOOR TRUSS WITH (5)-16d NAILS AT EACH VERTICAL TRUSS WEB MEMBER

1 1/4" X CONT. APA RATED RIM BOARD, MATCH DEPTH OF FLOOR TRUSS

ATTACH RIM BOARD TO BLOCKING WITH 16d NAILS AT 6" OC.

ATTACH BOTTOM PLATE w/ 16d AT 6" OC TYP AT SHEAR WALLS REFER TO SHEAR WALL SCHEDULE FOR ATTACHMENT INFORMATION

ATTACH FLOOR SHEATHING TO FLOOR TRUSS w/ 10d AT 6" OC


DOUBLE TOP PLATE

INTERIOR 2x STUD WALL. SEE BEARING WALL SCHEDULE FOR SIZE & SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING

GYPSUM CONCRETE TOPPING ON APA RATED TONGUE & GROOVE FLOR SHEATHING. SEE FRAMING NOTES FOR SHEATHING AND ATTACHMENT

PARALLEL CHORD FLOOR END TRUSS w/ VERT WEB MEMBERS. ATTACH END TRUSS TO DOUBLE TOP PLATE w/ 16d NAILS AT 12" OC


CONTINUE SHEATHING UP TO UNDERSIDE OF FLOOR SHEATHING ABOVESEE ARCH FOR INTERIOR WALL SHEATHING. AT SHEAR WALLS SEE SHEAR WALL SCHEDULE FOR SHEATHING AND ATTACHMENT INFORMATION

TRUSS BRGSEE PLAN

ATTACH SHEATHING TO TOP CHORDS WITH 10d NAILS AT 6" ON CENTER

DOUBLE TOP PLATE

NAIL SHEATHING TO ROOF TRUSSES PER FRAMING NOTES

ROOF TRUSSES, SEE PLAN FOR SPECIFICS


PROVIDE LADDER TRUSS ABOVE SHEAR WALL. LADDER TRUSS TO BE OF SAME DIMENSION AS WALL BELOW. ATTACH TO TOP PLATE WITH 16d NAILS AT 12" OC.

TRUSS BRGSEE PLAN

1 1/4" APA RATED RIM BOARD AT PERIMETER OF BUILDING, MATCH DEPTH OF FLOOR TRUSS.

WOOD POST, SEE PLAN

WOOD BEAM, SEE PLAN FOR SIZE. SCREW TO POST AT EACH END WITH SIMPSON HUCQ JOIST HANGER.

WOOD JOIST SEE PLAN FOR SIZE AND SPACING.

2X LEDGER WITH (2) 1/4" DIA. x 3 1/2" SIMPSON SDS SCREWS AT 6" OC. STAGGER HORIZONTALLY. SEE PLAN FOR SHEATHING

AND TOPPING

SIMPSON LUS28 JOIST HANGER

SIMPSON BC6 POST CAP

TOE-NAIL RIM BOARD TO DOUBLE TOP PLATE WITH 10d AT 6" ON CENTER UNLESS NOTED OTHERWISE.DOUBLE TOP PLATE

PARALLEL CHORD TRUSSES, SEE PLAN FOR SIZE AND SPACING

TOE-NAIL FLOOR TRUSS TO DOUBLE TOP PLATE WITH (4) 16d AT EACH TRUSS

TRUSS BRG

SEE PLAN

BREAK POST JUST ABOVE TOP OF BEAM

ATTACH WITH (5) 16d NAILS AT EACH VERTICAL TRUSS WEB MEMBER

1 1/4" APA RATED RIM BOARD TIGHT TO EACH JOIST

DOUBLE TOP PLATE

EXTERIOR 2x STUD WALL. SEE BEARING WALL SCHEDULE FOR SIZE & SPACING AND TYPICAL WOOD WALL DETAILS FOR STUD WALL FRAMING

CONTINUOUS 2x6 SCREWED TO TRUSS TOP CHORD AT 6" OC. AND EACH WEB MEMBER WITH 1/4"X3" SIMPSON SDS SCREWS

PARALLEL CHORD FLOOR END TRUSS WITH VERTICAL WEB MEMBERS.

PARALLEL CHORD FLOOR TRUSSES, SEE PLAN FOR SIZE & SPACING

2x6 BRACE AT EACH RAFTER. ATTACH EACH END WITH SIMPSON HGA10KT CLIP

(2) LAYERS OF 3/4" APA RATED PLYWOOD SHEATHING OVER 3X6 WESTERN CEDAR NO.1 RAFTERS. SEE ARCH FOR SPACING, WEATHER PROTECTION AND PAINT FINISH. TRUSS DESIGNER SHALL SPACE VERTICALS IN END TRUSS TO ACCOMODATE EVEN SPACING OF CANOPY RAFTERS.

(5) 10d NAILS AT EACH RAFTER TO BRACE OR END VERTICAL CROSSING

GIRDER TRUSS, SEE PLAN

OPENING

SECOND FLOOR KNEE-WALL BRACE DETAIL:DETAIL IS TYPICAL FOR ANCHORING AND STIFFENING HALF-HEIGHT PARTITION WALL USED ON THE SECOND FLOOR. ADJACENT TO GIRDER TRUSS.

B/KNEE WALLB/GIRDER TRUSS

HANGER BY TRUSS SUPPLIER

FLOOR TRUSS, SEE PLAN FOR SIZE AND SPACING

FLOOR SHEATHING NOTCHED AROUND KNEE WALL STUDS

2X KNEEWALL TO EXTEND TTHROUGH FLOOR TO BOTTOM OF GIRDER TRUSS

2X CONNECTOR PLATES AT EACH KNEE WALL STUD. USE (4) 1/4"X3" LONG SIMPSON SDS SCREWS AT EACH CONNECTION (8 TOTAL AT EACH KNEEWALL STUD). FASTEN TO TRUSS BOTTOM CHORD AND VERTICALS. ADD VERTICALS IN GIRDER TRUSS AS NEEDED.

OPENING

B/KNEE WALLB/GIRDER TRUSS

FASTEN KNEEWALL STUDS TO FLOOR TRUSS TOP AND BOTTOM CHORDS USING (2) 1/4"X3" LONG SIMPSON SDS SCREWS (4 TOTAL)

2X KNEEWALL TO EXTEND TTHROUGH FLOOR TO BOTTOM OF GIRDER TRUSS

FLOOR SHEATHING NOTCHED AROUND KNEE WALL STUDS

FLOOR TRUSS, SEE PLAN FOR SIZE AND SPACING

DOUBLE TOP PLATE

SECOND FLOOR KNEE-WALL BRACE DETAIL:DETAIL IS TYPICAL FOR ANCHORING AND STIFFENING HALF-HEIGHT PARTITION WALL USED ON THE SECOND FLOOR. ABOVE FIRST FLOOR BEARING WALLS.





262.502.5500 * FAX 262.502.5522



Sheet No.

Project No.

Sheet Title

Drawing Date

Revisions


1/3

1/2

018 1

1:4

8:4

5 A

M

S.B.91


JANUARY 31, 2018

216026.04



BID/PERMIT SET



SCALE: 3/4" = 1'-0"S.B.91

1 GABLE ROOF AT CANOPYSCALE: 3/4" = 1'-0"S.B.91

2 SECTION AT EXTERIOR BEARING WALLSCALE: 3/4" = 1'-0"S.B.91

3 SECTION AT EXTERIOR WALLS

SCALE: 3/4" = 1'-0"S.B.91

4 SECTION AT INTERIOR SHEAR WALLSCALE: 3/4" = 1'-0"S.B.91



7 INTERIOR WALL PARALLEL TO ROOF TRUSS

SCALE: 3/4" = 1'-0"S.B.91

8 EXTERIOR DECK CONSTRUCTIONSCALE: 3/4" = 1'-0"S.B.91

10 SECTION AT CANTILEVER CANOPYSCALE: 3/4" = 1'-0"S.B.91

9 KNEE WALL BRACE

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

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


1/3

1/2

018 1

1:4

8:4

6 A

M

S.B.92


JANUARY 31, 2018

216026.04



BID/PERMIT SET



SCALE: 12" = 1'-0"S.B.92

1 WOOD TRUSS BRACING DIAGRAMSSCALE: 1 1/2" = 1'-0"S.B.92

2

TYP. WOOD SHEAR WALL PANEL POINTCONNECTIONS

Documents

STRUCTURAL NOTES - BUILDING B20E