W Y B D E T N A R G S E L N U ABBREVIATIONS GENERAL ... code requirements for reinforced concrete aci 318. details & detailing of concrete reinforcement aci 315. all deformed bar reinforcing

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GENERAL

THIS BUILDING HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WIT THE MICHIGAN BUILDING CODE, 2012 EDITION.

THE OWNER WILL EMPLOY QUALIFIED SPECIAL INSPECTORS TO PERFORM INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE MICHIGAN BUILDING CODE. SPECIAL INSPECTIONS WILL BE PERFORMED IN ACCORDANCE WITH SECTION 1704 OF

THE MICHIGAN BUILDING CODE FOR STEEL, CONCRETE, AND SOILS MATERIALS. MASONRY SPECIAL INSPECTIONS SHALL BE LEVEL 1.

THE CONTRACTOR SHALL VISIT THE SITE TO BECOME FAMILIAR WITH THE EXISTING

CONDITIONS, THE OWNERS REQUIREMENTS FOR ACCESS TO THE SITE AND CONTINUED OPERATIONS DURING CONSTRUCTION.

THE PLAN, DETAIL DIMENSIONS & ELEVATIONS RELATIVE TO THE EXISTING STRUCTURE HAVE BEEN TAKEN FROM AVAILABLE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY SUCH DIMENSIONS, ELEVATIONS & DETAILS AS NECESSARY AND MAKE APPROVED ADJUSTMENTS PRIOR TO CONSTRUCTION OR

ORDERING OF MATERIAL.

THE CONTRACTOR SHALL SUBMIT PRECAST CONCRETE, CONCRETE REINFORCING,

STRUCTURAL STEEL, METAL DECK, STEEL JOIST SHOP DRAWINGS PRIOR TO FABRICATION. THE CONTRACTOR SHALL ALSO SUBMIT MATERIAL REQUIREMENTS AND CONCRETE MIX DESIGNS. ALLOW (2) WEEKS FOR ENGINEER REVIEW.

THE STRUCTURE SHALL BE CONSIDERED TO BE IN AN UNSTABLE CONDITION UNTIL ALL FLOOR, WALL AND ROOF STRUCTURES ARE COMPLETED. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR STABILITY AND TO RESIST LATERAL LOADS

DURING ERECTION.

ALL NON LOAD BEARING WALLS, EXCEPT INDICATED SHEAR WALLS, SHALL BE CONSTRUCTED TO ALLOW FOR VERTICAL DEFLECTION OF THE STRUCTURE ABOVE.

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DIVISION 2 - DEMOLITION/SHORING

CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING WHERE REQUIRED DURING

CONSTRUCTION. SHORING SHALL BE DESIGNED & DETAILED UNDER THE DIRECT SUPERVISION OF A QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN. SHORING PROCEDURES, DESIGNS AND DETAILS SHALL BE SUBMITTED FOR REVIEW PRIOR TO COMMENCEMENT OF WORK, ALLOW (2) WEEKS FOR ENGINEER

TO REVIEW.

THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ERECTION PROCEDURE AND

SEQUENCING AND TO SUBMIT WRITTEN PROCEDURES TO ENSURE THE SAFETY OF THE STRUCTURE AND IT'S COMPONENTS DURING ERECTION.

FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO DEMOLITION. IF CONDITIONS EXIST

THAT ARE DIFFERENT FROM WHAT IS INDICATED ON THE DRAWINGS, NOTIFY ARCHITECT FOR DIRECTION BEFORE PROCEEDING.

DUE CARE MUST BE TAKEN NOT TO UNDERMINE OR DISTURB EX SOIL AND FOUNDATIONS WHEN EXCAVATING ADJACENT TO EXISTING FOUNDATIONS. FIELD VERIFY THE DEPTH AND WIDTH OF ANY EXISTING FOOTINGS & NOTIFY ARCHITECT OF ANY INTERFERENCE'S WITH NEW WORK.

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DIVISION 3 - CONCRETE

THE LATEST REVISION OF THE FOLLOWING CODES GOVERN THE DESIGN, DETAILING, FABRICATION AND CONSTRUCTION OF ALL REINFORCED CONCRETE:

BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318.

DETAILS & DETAILING OF CONCRETE REINFORCEMENT ACI 315.

ALL DEFORMED BAR REINFORCING SHALL BE ASTM A615 GRADE 60.

ALL WELDED WIRE FABRIC SHALL BE ASTM A185 FLAT SHEETS ONLY.

CONCRETE MIX PROPERTIES

INTERIOR SLAB CONCRETE EXPOSURE CLASS F0, S0, P0, C0 COMPRESSIVE STRENGTH (f`c) = 4000 PSI SLUMP = 5" ± 1.5"

WATER/CEMENT RATIO = 0.48 AIR ENTRAINMENT = NOT GREATER THAN 3% FOR TROWELED CONC.

EXTERIOR SLAB CONCRETE EXPOSURE CLASS F3, S0, P1, C1 COMPRESSIVE STRENGTH (f`c) = 4500 PSI SLUMP = 5" ± 1.5"

WATER/CEMENT RATIO = 0.40 AIR ENTRAINMENT = 6.0% ± 1.5%

FOUNDATION/FOOTING CONCRETE (EXPOSED TO FREEZE/THAW) EXPOSURE CLASS F2, S0, P1, C1 COMPRESSIVE STRENGTH (f`c) = 4500 PSI SLUMP = 4" ± 1"

WATER/CEMENT RATIO = 0.45 AIR ENTRAINMENT = 6.0% ± 1.5%

ALL CONCRETE COMPRESSIVE STRENGTH IS FOR A MINIMUM 28-DAY BREAK.

SPLICES FOR DEFORMED BARS SHALL BE CLASS B WITH APPLICABLE INCREASES FOR BAR SPACING, COVER, TOP BAR EFFECT ETC. PER ACI 318.

BEFORE PLACING CONCRETE REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES, EMBEDDED ITEMS,

OPENINGS, EQUIPMENT PADS, ELECTRICAL CONDUITS, RECESSES, DRAINS, ETC. ALL OPENINGS FOR PIPE, CONDUITS, ETC. SHALL BE SLEEVED. MINIMUM SLEEVE SPACING SHALL BE 3 SLEEVE DIAMETERS.

CONCRETE CONTROL JOINTS SHALL BE CUT AS SOON AS CONCRETE HAS HARDENED SUFFICIENTLY TO PREVENT DISLODGMENT OF AGGREGATES. SAW A CONTINUOUS SLOT TO A DEPTH OF 1/4 THE THICKNESS OF THE SLAB BUT NOT LESS THAN 1".

COMPLETE SAWING WITHIN 12 HOURS AFTER PLACEMENT.

PROVIDE A RECESS IN THE TOP OF FOUNDATION WALLS AT DOOR OPENINGS FOR SUPPORT OF THICKENED FLOOR SLABS AND TO RECEIVE DOOR JAMBS. DEPTH OF

RECESS TO BE 2" GREATER THAN THICKNESS OF THE FLOOR SLABS, UNLESS NOTED OTHERWISE IN DETAILS.

SUGGESTED CONSTRUCTION AND CONTROL JOINT LOCATIONS ARE INDICATED ON THE DRAWINGS. CONTRACTOR MAY DEVIATE FROM SUGGESTED JOINT LOCATIONS WITH PRIOR APPROVAL OF THE ARCHITECT.

CONCRETE SHALL BE TESTED BY AN INDEPENDENT TESTING AGENCY. A SET OF (3) CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED FOR COMPRESSION STRENGTH AT 7 AND 28 DAYS OR EVERY 50 CUBIC YARDS OF CONCRETE CAST

(MINIMUM OF (1) SET PER DAY OF CASTING). ALSO SLUMP AND UNIT WEIGHT TESTS SHALL BE PERFORMED EVERY OTHER TRUCK LOAD. CONTRACTOR MADE CONCRETE TEST CYLINDERS ARE NOT ACCEPTABLE.

PROVIDE BENT CORNER BARS IN ALL WALLS AND FOOTINGS OF THE SAME SIZE AND NUMBER AS THE CONTINUOUS REINFORCEMENT.

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DIVISION 3 - STRUCTURAL PRECAST CONCRETE

THE LATEST REVISION OF THE FOLLOWING CODES GOVERN THE DESIGN, FABRICATION AND CONSTRUCTION OF ALL PRECAST CONCRETE PLANK.

BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318.

MANUAL FOR THE DESIGN OF HOLLOW CORE SLABS (PRESTRESSED CONCRETE

INSTITUTE).

DESIGN HANDBOOK FOR PRECAST & PRESTRESSED CONCRETE (PRESTRESSED CONCRETE INSTITUTE).

THE CONTRACTOR SHALL SUBMIT PRECAST CONCRETE SHOP DRAWINGS SHOWING SIZES, DESIGN VALUES, MATERIALS, DIMENSIONS, BEARING & ANCHORAGE DETAILS

AND CALCULATIONS WHICH HAVE BEEN PREPARED UNDER THE DIRECT SUPERVISION OF A QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

PROVIDE AND SET BEARING STRIPS AT ALL BEARING LOCATIONS.

SET SLABS SQUARE KEEPING UNITS TIGHT AND AT RIGHT ANGLES TO BEARING WALLS.

PRECAST SUPPLIER SHALL DESIGN & SUPPLY ALL ANCHORS & EMBEDDED ITEMS REQUIRED IN ANY OF THE MECHANICAL, ELECTRICAL, OR ARCHITECTURAL SPECIFICATIONS OR DESIGN DRAWINGS IN ADDITION TO THOSE REFERENCED ON THE STRUCTURAL DRAWINGS. COORDINATE ANY ALTERNATES OR DISCREPANCIES WITH

THE APPROPRIATE TRADE.

FILL GROUT KEY BETWEEN SLABS. REMOVE ANY GROUT THAT MAY SEEP THROUGH

THE CEILING BELOW BEFORE IT HARDENS. GROUT SHALL BE ONE PART PORTLAND CEMENT AND THREE PARTS SAND.

GROUT ENDS OF PRECAST CONCRETE SLABS AS SHOWN ON DRAWINGS. PROVIDE

SUITABLE END CAP OR DAM VOIDS AS REQUIRED.

THE CONTRACTOR SHALL DESIGN AND SUPPLY ALL NECESSARY HEADERS FOR

OPENINGS UNLESS NOTED OTHERWISE. IF OPENINGS INDICATED IN CONTRACT DOCUMENTS CANNOT BE ACCOMMODATED, NOTIFY ARCHITECT AND PROVIDE POSSIBLE ALTERNATIVES.

DESIGN LOADS FOR PLANK AND PRECAST ELEMENTS ARE AS INDICATED ON THIS SHEET AND ON THE DRAWINGS.

ERECT PRECAST CONCRETE PER MANUFACTURER'S SPECIFICATIONS.

TOPPING MAY BE CONSIDERED AS STRUCTURAL (IF REQUIRED) FOR THE DESIGN OF THE PRECAST CONCRETE ELEMENTS.

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DIVISION 4 - MASONRY

THE LATEST REVISION OF THE FOLLOWING CODES GOVERN THE DESIGN, DETAILING

AND CONSTRUCTION OF ALL MASONRY:

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES: ACI 530.

SPECIFICATIONS FOR MASONRY STRUCTURES: ACI 530.1.

ALL MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'm=1900 PSI.

ALL MORTAR SHALL BE TYPE S, PROPORTIONED BY VOLUME ACCORDING TO ASTM C270.

ALL GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI AND SHALL BE PROPORTIONED BY VOLUME ACCORDING TO ASTM C476.

ALL CONCRETE MASONRY UNITS SHALL BE MEDIUM OR HEAVY WEIGHT ASTM C90, GRADE N, TYPE 1 UNITS UNLESS NOTED OTHERWISE. UNITS SHALL HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI.

ALL MASONRY WALLS SHALL HAVE HORIZONTAL JOINT REINFORCEMENT (9 GA, HOT DIPPED GALVANIZED) AT 16" O.C. PROVIDE PREFABRICATED CORNER PIECES AT ALL CORNERS AND INTERSECTIONS OF WALLS.

ALL DEFORMED BAR REINFORCING SHALL BE ASTM A615, GRADE 60. AT LOCATIONS WHERE REINFORCING IS TO BE WELDED, THE DEFORMED BAR REINFORCING SHALL BE

ASTM A706, GRADE 60. LAP SPLICES IN WALLS SHALL BE DETERMINED IN ACCORDANCE WITH ACI 530, BUT SHALL BE A MINIMUM OF 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

ALL MASONRY REINFORCING SHALL BE SECURED IN PLACE WITH REBAR POSITIONERS AND SPACERS.

ALL VERTICAL MASONRY WALL REINFORCEMENT SHALL BE CENTERED ON THE WALL, DOWELED INTO THE FOOTINGS, AND GROUTED SOLID, UNLESS NOTED OTHERWISE ON DETAILS.

IN ADDITION TO ALL OTHER REINFORCING IN MASONRY WALLS PROVIDE MINIMUM (1) #5 BAR AT EACH SIDE OF ALL OPENINGS, EACH SIDE OF CONTROL JOINTS, AT CORNERS OR ENDS OF WALLS AND AT BEAM OR LINTEL BEARING. ROD TO BE FULL HEIGHT OF

WALL.

ALL MASONRY WALLS SHALL HAVE A CONTINUOUSLY REINFORCED BOND BEAM NEAR THE TOP OF THE WALL, WITH (2) #5 BARS U.N.O. PROVIDE BENT CORNER BARS AT ALL

BOND BEAM INTERSECTIONS. REFER TO APPROPRIATE DETAILS FOR LOCATION OF BOND BEAM.

THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING TEMPORARY WALL BRACING ADEQUATE TO RESIST LATERAL LOADS.

SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF WALL CONTROL JOINTS AND

EXPANSION JOINTS.

UNLESS NOTED OTHERWISE ON PLANS, LINTELS IN NON-LOAD BEARING MASONRY

WALLS SHALL BE SIZED AS PER THE LOOSE LINTEL SCHEDULE ON THE DRAWINGS.

REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR TYPE, SIZE, LOCATION AND ATTACHMENT REQUIREMENTS FOR MASONRY FASCIA AND OTHER

CLADDING.

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DIVISION 5 - STEEL DECK

ALL STEEL DECK SHALL BE DESIGNED, MANUFACTURED AND INSTALLED IN ACCORDANCE WITH THE LATEST REVISION OF THE STEEL DECK INSTITUTE (SDI) DESIGN MANUAL.

ROOF DECK:

ALL ROOF DECK SHALL BE 1 1/2" DEEP 22 GA WIDE RIB GALVANIZED DECK, 3 SPAN MINIMUM. 1.5B BY VULCRAFT OR AN APPROVED EQUAL.

FASTEN ROOF DECK TO ALL SUPPORTS AND AT PERIMETER WITH 5/8" DIAMETER

PUDDLE WELDS. B. 6" O.C. AT SUPPORTS AND 6" O.C. AT PERIMETER. FASTEN SIDE LAPS WITH #10 TEK SCREWS, 2 PER SPAN.

PROVIDE ADDITIONAL SUPPORT FRAMING AT OPENINGS IN ROOF AND FLOOR PER TYPICAL DETAILS. COORDINATE LOCATIONS WITH APPROPRIATE TRADES.

THE CONTRACTOR SHALL FURNISH ALL ACCESSORIES INCLUDING CLOSURES, "Z"

CLOSURES, COLUMN CLOSURES, SCREED ANGLES, GIRDER FILLERS, CANT STRIP, FILLER SHEET AND REINFORCING CHANNEL, AS REQUIRED.

ALL DECKING SHALL BE WELDED TO STRUCTURAL STEEL BY QUALIFIED WELDERS USING PRE-QUALIFIED PROCEDURES. THE ERECTOR SHALL ESTABLISH A WELDING PROCEDURE FOR THE PLUG WELD OF THE STEEL DECKING TO THE STRUCTURAL STEEL FOR THE PARTICULAR GAGE USED. PRIOR TO THE START OF ERECTION OF THE

STEEL DECK, EACH WELDER SHALL BE QUALIFIED USING THIS PROCEDURE AS WITNESSED BY THE OWNER'S TESTING AGENCY.

THE METAL DECK SHALL BE DESIGNED TO BE CONTINUOUS OVER THREE (3) SPANS IN THE DIRECTION INDICATED. SINGLE AND DOUBLE SPANS, IF REQUIRED, SHALL SATISFY LOAD AND DEFLECTION REQUIREMENTS.

NO LOADS SHALL BE PERMITTED TO BE HUNG FROM ANY ROOF DECK. ALL HANGERS FOR CEILINGS, DUCTWORK, ELECTRICAL CONDUIT, PIPING, ETC. SHALL BE HUNG DIRECTLY FROM STRUCTURAL STEEL WORK OR SUPPLEMENTARY MEMBERS.

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DIVISION 31 - FOUNDATIONS/BACKFILL

NO GEOTECHNICAL REPORT WAS AVAILABLE AT THE TIME OF THIS DESIGN. GEOTECHNICAL INFORMATION WAS ASSUMED . IF GEOTECHNICAL REPORT BECOMES AVAILABLE NOTIFY THE ENGINEER.

FOUNDATIONS ARE DESIGNED AND ASSUMED FOR MAXIMUM ALLOWABLE BEARING CAPACITY OF 2000 PSF. FOUNDATIONS SHALL BEAR ON NATURAL UNDISTURBED SOILS OR ON ENGINEERED FILL.

THE OWNER WILL RETAIN THE SERVICES OF A GEOTECHNICAL ENGINEER TO MONITOR THE FOUNDATION WORK AND DETERMINE THE QUALITY OF THE SOIL AT ALL FOOTING LOCATIONS. IF UNSUITABLE MATERIALS ARE ENCOUNTERED AT THE FOOTING

LOCATIONS, THE UNSUITABLE SHALL BE REMOVED AND REPLACED OR THE FOOTINGS LOWERED AT THE DIRECTION OF THE ENGINEER.

CONTRACTOR SHALL BE AWARE OF AND VERIFY LOCATION OF ALL UNDERGROUND UTILITIES, TANKS, ETC. DUE CARE SHALL BE EXERCISED DURING EXCAVATION SUCH THAT EXISTING UTILITIES ARE NOT DAMAGED.

ALL EXCAVATED MATERIAL SHALL BE TRANSPORTED TO A DISPOSAL AREA DESIGNATED BY THE OWNER ALL EXCAVATIONS SHALL CONFORM TO MI-OSHA REQUIREMENTS. ANY PERCHED GROUNDWATER ENTERING THE EXCAVATION SHALL

BE PUMPED PRIOR TO PLACING CONCRETE.

ALL BACKFILL MATERIALS SHALL CONFORM TO MDOT CLASS II MATERIAL. ALL BACKFILL SHALL BE PLACED IN 9" LOOSE LIFTS AND COMPACTED TO AT LEAST 95% OF THE

MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D-1557 (MODIFIED PROCTOR). FIELD DENSITY TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM D-2922 OR D-1556 WITH A MINIMUM OF 1 TEST PER 1500 SQ FEET OF AREA PER 9"

LIFT (MINIMUM OF (3) TEST PER LIFT).

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DIVISION 6 - PREFABRICATED LT. GA. STEEL TRUSSES

ALL LT. GA. STEEL TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS:

TOP CHORD DEAD LOAD = 8 PSF + WEIGHT OF TRUSSES

TOP CHORD LIVE LOAD = 30 PSF OR 25 PSF + DRIFTING PER CODE BOTTOM CHORD LIVE LOAD = 13 PSF + WEIGHT OF TRUSSES DESIGN ALL ROOF TRUSSES FOR A NET UPLIFT OF 5.5 PSF.

THE EXTENT OF ROOF TRUSSES SHOWN ON THE PLANS IS FOR REFERENCE ONLY. THE FABRICATOR SHALL VERIFY ALL DIMENSIONS, TRUSS LAYOUT, CONFIGURATION, NUMBER OF EACH TYPE OF TRUSS REQUIRED, LOADING AND DETAILS.

LT. GA. STEEL TRUSSES SHALL BE DESIGNED, FABRICATED AND INSTALLED PER TRUSS PLATE INSTITUTE, INC. SPECIFICATIONS AND NFPA NATIONAL DESIGN SPECIFICATIONS

FOR WOOD CONSTRUCTION.

ALL TRUSSES SHALL BE ANCHORED TO SUPPORTS AS INDICATED AND IF NOT INDICATED, PER MANUFACTURERS RECOMMENDATIONS.

DEFLECTION OF TRUSSES SHALL BE LIMITED TO A MAXIMUM TOTAL LOAD DEFLECTION OF SPAN/360.

SUBMITTALS:

SHOP DRAWINGS SHOWING SIZES, DESIGN VALUES, LOADS, MATERIALS,

TEMPORARY BRACING AND DIMENSIONAL RELATIONSHIPS OF COMPONENT AS WELL AS BEARING AND ANCHORAGE DETAILS.

TO EXTENT ENGINEERING DESIGN CONSIDERATIONS ARE FABRICATOR'S RESPONSIBILITY, SUBMIT DESIGN ANALYSIS AND TEST REPORTS INDICATING TRUSS PERFORMANCE CHARACTERISTICS.

PROVIDE SHOP DRAWINGS WHICH HAVE BEEN SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

PROVIDE DESIGN CALCULATIONS WHICH HAVE BEEN SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

ALL TRUSSES MUST BE DESIGNED FOR UPLIFT LOADS. UPLIFT VALUES AT EACH

TRUSS BEARING POINT MUST BE SHOWN ON THE TRUSS DRAWINGS.

FOR LT. GA. STEEL ROOF TRUSSES: INSTALL (1) SIMPSON H2.5T HURRICANE TIE AND

(1) SIMPSON LS30 ANGLE AT EACH BEARING LOCATION, IN ADDITION TO (3) #10 SCREW.

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DIVISION 6 -PREFABRICATED LT. GA. STEEL TRUSS BRACING

ALL TEMPORARY BRACING IS THE RESPONSIBILITY OF AND IS TO BE DESIGNED BY THE TRUSS MANUFACTURER.

AS A MINIMUM ALL TRUSSES SHALL BE BRACED DURING ERECTION PER "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE

CONNECTED WOOD TRUSSES, HIB-91" BY THE TRUSS PLATE INSTITUTE. THIS BRACING SHALL REMAIN AS PERMANENT BRACING.

FABRICATOR SHALL CLEARLY INDICATE ON TRUSS DRAWINGS AND DIAGRAMS ALL

REQUIRED PERMANENT BRACING REQUIRED TO BRACE ANY TRUSS CHORD OR WEB MEMBERS. SUCH BRACING MAY BE INCORPORATED WITH OTHER PERMANENT BRACING BY THE CONTRACTOR. ALL SUCH BRACING SHALL RUN TO AND TERMINATE AT BEARING

WALLS. WHERE CONFIGURATION OF TRUSSES CHANGE, EFFECTING SUPPORT OF THIS BRACING, ADDITIONAL FRAMING FASTENED TO THE TRUSSES SHALL BE INSTALLED TO SUPPORT THE BRACING.

BOTTOM CHORD OF LT. GA. STEEL TRUSSES SHALL BE DESIGNED AS UNBRACED FOR A LENGTH EQUAL TO THE SPACING BETWEEN BOTTOM CHORD BRACES. BOTTOM CHORD BRACES SHALL BE SUPPLIED BY TRUSS MANUFACTURER.

ALL BRACING SHOWN OR DESCRIBED SHALL BE MINIMUM CSJ WITH (2) #12 SCREWS IN EVERY TRUSS IT CROSSES.

ALL TRUSS TOP CHORDS SHALL BE CONTINUOUSLY BRACED BY THE ROOF DECKING.

ALL TRUSS WEB MEMBERS SHALL BE BRACED AT 4'-0" O.C. UNLESS CALCULATIONS

SHOW OTHERWISE.

ALL HORIZONTAL BRACING SHALL BE STIFFENED AT 20'-0" O.C. WITH EITHER:

DIAGONAL BRACING EXTENDED TO A SHEAR WALL PARALLEL TO THE ORIGINAL BRACING.

A 5/8" PLYWOOD SHEET EXTENDED TO ROOF DECK OR SHEAR WALL.

ALL TRUSS BOTTOM CHORDS SHALL BE BRACED AT 6'-0" O.C. UNLESS CALCULATIONS

SHOW OTHERWISE. CONTINUOUS SHEATHING APPLIED TO BOTTOM CHORD WILL SATISFY THE BRACING REQUIREMENT.

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DESIGN CRITERIA

MICHIGAN BUILDING CODE 2012 (ASCE 7-10)

ROOF DEAD LOADS (CONVENTIONALLY FRAMED PORTION)

ROOFING MEMBRANE 1 PSF3" INSULATION 3 PSFMETAL DECK 2.5 PSFSTEEL FRAMING 7 PSF

CEILING SUSPENDED ACOUSTICAL 2 PSF MECHANICAL AND ELECTRICAL 3 PSFMISCELLANEOUS 2 PSF

TOTAL 20.5 PSF

MEZZANINE DEAD LOADS 8" PPRECAST CONCRETE PLANK 54 PSF

CEILING - SUSPENDED ACOUSTICAL 2 PSF MECHANICAL AND ELECTRICAL 3 PSFMISCELLANEOUS 2 PSF

61 PSFMEZZANINE LIVE LOADS

FLOOR LOAD 125 PSF

SNOW LOADS GROUND SNOW LOAD Pg = 35 PSF SNOW EXPOSURE FACTOR Ce = 1.0

IMPORTANCE FACTOR I = 1.0THERMAL FACTOR Ct = 1.0FLAT ROOF SNOW LOAD Pf = 24.5 PSF

WIND LOADS RISK CATEGORY IIBASIC WIND SPEED 115 MPH

EXPOSURE CATEGORY CCOMPONENTS AND CLADDING PER MBC 2012

SEISMIC DESIGN DATA

RISK CATEGORY IISITE CLASS DSEISMIC GROUND MOTION VALUES Ss=0.064g

S1=0.039gSPECTRAL ACCELERATION PARAMETERS Sds=0.068g Sd1=0.063gSEISMIC DESIGN CATEGORY A

RESPONSE COEFFICIENTS R=8 FOR STEEL ECCENTRICALLY BRACED FRAMES

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ABBREVIATIONS

@ AT

ADD'L ADDITIONAL

B.C. BOTTOM CHORD

B.O. BOTTOM OF

B.O.F. BOTTOM OF FOOTING

B.O.S. BOTTOM OF STEEL

B.S. BOTH SIDES

BM BEAM

BOT BOTTOM

C.L. CENTER LINE

CJ CONTROL JOINT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CSJ CONSTRUCTION JOINT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DWG DRAWING

EA EACH

EQ EQUAL

EX EXISTING

F.S. FAR SIDE

F.V. FIELD VERIFY

FIN FINISH

FLG FLANGE

FLR FLOOR

FND FOUNDATION

FT FOOT

FTG FOOTING

GA GAGE

H.P. HIGH POINT

HORIZ HORIZONTAL

k KIPS

L.P. LOW POINT

LL LIVE LOAD

LN LINE

MAX MAXIMUM

MIN MINIMUM

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

NO NUMBER

O.C. ON CENTER

PC PIECE

PL PLATE

PLCS PLACES

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

SECT SECTION

SIM SIMILAR

SPA SPACES

STD STANDARD

T.O. TOP OF

T.O.C. TOP OF CONCRETE

T.O.F. TOP OF FOOTING

T.O.M. TOP OF MASONRY

T.O.S. TOP OF STEEL

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

W.P. WORK POINT

W/ WITH

WWF WELDED WIRE FABRIC

NO

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TU

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SD

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DF DF

DF

DF

DF DF

DF

DF

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13

12

12

11

1110

10

9

9

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8

7

7

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6

5.95.35

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4.54.14

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B.1

C.5

D.4

AA

A.5

A.9B

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H-HH-H

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3

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3-3

2-2

2-2

1-1

1-1

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PART A

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S2.0

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K

N SCALE: 1/16" = 1'-0"

COMPOSITE FOUNDATION PLAN

NO

.S

TA

TU

S /

RE

VIS

ION

SD

AT

E

13

13

12

12

11

1110

10

9

9

8

8

7

7

6

6

5.95.35

5

4.54.14

4

A A

A.4

B.1

C.5

D.4 D.4

AA

A.5

A.9

B

D

E

E.1 E.1

B.9

20'-5 3/4" 18'-10 3/4" 22'-6"

61'-10 1/2"

17'-2

11/

16"

17'-2

11/

16"

17'-5

15/

16"

17'-2

11/

16"

20'-0

"

3'-0

"12

'-4"

7'-0

"9'

-0"

3'-0

"13

'-8"

10'-1

1 1/

2"5'

-11"

5'-1

1"

1'-5" 12'-7" 16'-0" 9'-4 1/2" 13'-7"1'-2 1/2"

F-1

P-1A P-1A

P-3

P-4

P-3

P-3 P-2

P-2 P-2 P-1

F-1

F-1 F-4

F-1F-1

F-1

F-1

F-5F-4 F-4

F-5

F-2 F-2 F-2

SLAB S-1

SLAB S-1

21'-0" 20'-0" 20'-0" 20'-2"

F-3 F-3

F-1P-2

F-1

P-2

F-1

P-2

P-2

T.O.FTG. 96'-6" U.N.O.T.O.FTG. 96'-6"

T.O.FTG. 96'-6" T.O.FTG. 99'-4"

T.O.FTG. 96'-6"

MATCH EXST.

5'-10" SPREAD

6'-1

0"

#6 HAIRPINS, TYP.

C J C J

C J

C J

C J

C JC J C J C J C J

C JC JC JC JC J

C J C J C J C J C J

CJ CJ

CJCJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

1

S2.3TYP.

1

S2.3TYP.

5

S2.3

6

S2.3

7

S2.3

8

S2.3TYP.

9

S2.3TYP.

10

S2.3

10

S2.3

46'-11" 14'-2"

4"4"

A.3

FIN. FLOOR 100'-0"

3

S2.3

3

S2.3

4'-4" 5'-3" 5'-0" 4'-2 1/2"

9'-5

"2'

-7"

7'-1

"3'

-9"

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ CJ

10

S2.3

10

S2.3

FIN. FLOOR 100'-0"1

S2.4

2

S2.4

3

S2.4

6

S2.42' x 2' x 9" THICK FOOTINGS IN

SLAB FOR PENTAGONAL TABLE, SEE ARCH. PLANS FOR LOCATIONS

FIN. FLOOR 100'-9 1/2"

5

S2.4

EXIST SLABNEW SLAB

EX

IST

SLA

BN

EW

SLA

B

NEW SLABEXIST SLAB

9 1/

2"

5 1/2"

2'-3

1/2

"3'

-7 1

/2"

1'-4

7/1

6"

13'-3

"10

'-11"

3/4"

P-3

P-3P-3 P-3

P-3

SLAB S-1

3

S2.4

CJ

CJ CJCJ

CJ

CJ

6"

10"

4"

8"4"1'

-8"

2

S2.4SIM

4

S2.4

4

S2.4SIM

4

S2.4SIM

4

S2.4SIM

4

S2.4SIM

7

S2.4

T.O. PIER 100'-1 1/2"

T.O. PIER 100'-1 1/2"

5'-5

"

6'-4"

4" CONC. SLAB, SEE CIVIL

C J C J

CJ

CJ

CJ

CJ

1

S2.3TYP.

T.O. PIER 100'-1 1/2"

T.O. PIER 100'-1 1/2"

BRICK LEDGE 99'-4" TYP. OF (3) PIERS

SIM.

7

S2.3

7

S2.4

7

S2.4

T.O.FTG. 96'-6"

T.O.FTG. 97'-4"

T.O.FTG. 99'-4"

T.O.FTG. 99'-4"

T.O.FTG. 99'-4"

SLAB SCHEDULE

S-1 4" REINF. CONC. SLAB ON GRADE, W/ 4x4 W2.9xW2.9 WWF ON CHAIRS, OVER VAPOR

BARRIER, ON 6" COMPACTED GRANULAR FILL

MARK DESCRIPTION

1.

2.

SEE DETAIL 1/S2.1 FOR ADDITIONAL JOINT INFORMATION.

CJ LOCATIONS ARE SHOWN FOR VISUAL REFERENCE ONLY. FIELD LOCATE AT SPACINGS BETWEEN 24 AND 36 TIMES THE SLAB THICKNESS.

PRE-ENGINEERED METAL BUILDING NOTES

1.

2.

3.

FOOTINGS AND FOUNDATIONS AS SHOWN IN THESE DRAWINGS ARE BASED

ON AN ASSUMED SOIL BEARING CAPACITY OF 2000 PSF SOIL, AND PRELIMINARY REACTIONS AS CALCULATED BY THE ENGINEER.

WHEN FINAL REACTIONS ARE RECEIVED, A REVIEW OF THE FOOTINGS WILL

BE CONDUCTED AT THAT POINT. SOME OF THE FOOTINGS AND ANCHORAGE MAY CHANGE BASED ON THE NEW INFORMATION.

IF UPDATED GEOTECHNICAL INVESTIGATES ARE CONDUCTED, A REVIEW OF TH FOOTINGS WILL BE CONDUCTED AT THAT POINT. SOME OF THE FOOTING SIZES MAY CHANGE BASED UPON A MODIFIED SOIL ALLOWABLE BEAING CAPACITY.

CP

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& B

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S2.1

©20

16 -

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BY

WA

K

N S2.1 SCALE: 1/8" = 1'-0"

FOUNDATION PLAN PART A1

FOOTING SCHEDULE

MARK

DIMENSIONS REINFORCING

DETAILWIDTH LENGTH THICKNESS W (SHORT BARS) L (LONG BARS)

F-1 3'-6" 3'-6" 1'-0" (4) #4 BARS TOP, (4) #5 BARS BOTT. (4) #4 BARS TOP, (4) #5 BARS BOTT. 7/S2.4

F-2 5'-6" 5'-6" 1'-2" (6) #4 BARS TOP, (6) #5 BARS BOT. (6) #4 BARS TOP, (6) #5 BARS BOT. 5/S2.3


F-4 4'-0" 2'-0" 1'-0" (5) #5 BARS BOTT. (4) #5 BARS BOTT. 4/S2.4


PIER SCHEDULE

MARK

DIMENSIONS

TOP ELEVATION

REINFORCING

DETAILWIDTH LENGTH VERTICAL TIES

P-1 2'-0" 2'-0" 99'-4" (8) #6 BARS #3 AT 12" O.C. 9/S2.3

P-1A 2'-0" 2'-0" 100'-6" (4) #7 BARS #3 AT 12" O.C. 7/S2.4

P-2 2'-0" 1'-6" 99'-4" (6) #6 BARS #3 AT 12" O.C. 8/S2.3

P-3 1'-6" 1'-6" 99'-4" (4) #6 BARS #3 AT 12" O.C. 8/S2.4

P-4 2'-8" 2'-0" 100'-6" (8) #7 BARS #3 AT 12" O.C. 7/S2.4

PIER NOTES

1. REF FIN FLOOR = 100'-0"

2. SPACE TOP (3) TIES AT 6" O.C., REMAINDER AT 12" O.C.

3. PROVIDE A STD HOOK IN PIER VERTICAL DOWELS

4. TYPICAL TIE CONFIGURATIONS FOR PIERS ARE AS SHOWN ON THE DETAIL TO THERIGHT

NO

.S

TA

TU

S /

RE

VIS

ION

SD

AT

E

13

13

12

12

11

1110

10

9

9

E

J

H.5

H.1

G.1

E.9

E.1

20'-0

"17

'-2 1

1/16

"17

'-5 1

5/16

"17

'-2 1

1/16

"17

'-2 1

1/16

"

20'-5 3/4" 18'-10 3/4" 22'-6"

8"

3 3/

4"19

'-8 1

/4"

8"

F-2

P-2

F-2P-2

F-2P-1

F-3 F-3

20'-2"

F-3

5'-10" SPREAD

6'-1

0"

#6 HAIRPINS, TYP.

T.O.FTG. 96'-6"

T.O.FTG. 99'-4"

T.O.FTG. 99'-4" T.O.FTG. 96'-6"

T.O.FTG. 96'-6" U.N.O.

F-1P-2

F-1

P-2

F-1P-2

F-1

P-2

SLAB-1

3

S2.3

CJ CJ

CJ CJ

C J C JC J

C JC JC J

C J

C JC J C J C J

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

C J

C J

C J

C J

C J

1

S2.3TYP.

1

S2.3TYP.

7

S2.3

8

S2.3TYP.

9

S2.3TYP.

10

S2.3

10

S2.3

6

S2.3TYP

3

S2.3

FIN. FLOOR 100'-0"

7

S2.3

T.O.FTG. 96'-6"

T.O.FTG. 97'-4"

T.O.FTG. 99'-4"

11

S2.3

F-1

F-1

T.O.FTG. 99'-4"

T.O.FTG. 99'-4"

T.O.FTG. 96'-6"

8'-8"

T.O.FTG. 99'-4"

STEP FOOTING

STEP FOOTING

MATCH EXST.

T.O.FTG. 96'-6"

MATCH EXST.

T.O.FTG. 97'-4"T.O.FTG. 99'-4"

SLAB SCHEDULE

S-1 4" REINF. CONC. SLAB ON GRADE, W/ 4x4 W2.9xW2.9 WWF ON CHAIRS, OVER VAPOR BARRIER, ON 6" COMPACTED GRANULAR FILL

MARK DESCRIPTION

1.

2.

SEE DETAIL 1/S2.1 FOR ADDITIONAL JOINT INFORMATION.

CJ LOCATIONS ARE SHOWN FOR VISUAL REFERENCE ONLY. FIELD LOCATE AT SPACINGS BETWEEN 24 AND 36 TIMES

THE SLAB THICKNESS.

PRE-ENGINEERED METAL BUILDING NOTES

1.

2.

3.

FOOTINGS AND FOUNDATIONS AS SHOWN IN THESE DRAWINGS ARE BASED ON AN ASSUMED SOIL BEARING CAPACITY OF 2000 PSF SOIL, AND

PRELIMINARY REACTIONS AS CALCULATED BY THE ENGINEER.

WHEN FINAL REACTIONS ARE RECEIVED, A REVIEW OF THE FOOTINGS WILL

BE CONDUCTED AT THAT POINT. SOME OF THE FOOTINGS AND ANCHORAGE MAY CHANGE BASED ON THE NEW INFORMATION.

IF UPDATED GEOTECHNICAL INVESTIGATES ARE CONDUCTED, A REVIEW OF

TH FOOTINGS WILL BE CONDUCTED AT THAT POINT. SOME OF THE FOOTING SIZES MAY CHANGE BASED UPON A MODIFIED SOIL ALLOWABLE BEAING CAPACITY.

CP

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& B

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ARCHITECTS

PLANNERS

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INT

ED

:

SHEET

DATE:

PROJ #:

DRAWN BY:

CHCK'D BY:

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/201

6 12

:33:

30 P

M

10/7/16

1601040127

J. DeMOND

D. MILLER

S2.2

©20

16 -

ALL

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WIT

HIN

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PR

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OF

WA

K, N

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S A

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RM

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WA

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FOUNDATION PLAN PART B1

FOOTING SCHEDULE

MARK

DIMENSIONS REINFORCING

DETAILWIDTH LENGTH THICKNESS W (SHORT BARS) L (LONG BARS)

F-1 3'-6" 3'-6" 1'-0" (4) #4 BARS TOP, (4) #5 BARS BOTT. (4) #4 BARS TOP, (4) #5 BARS BOTT. 7/S2.4





PIER SCHEDULE

MARK

DIMENSIONS

TOP ELEVATION

REINFORCING

DETAILWIDTH LENGTH VERTICAL TIES

P-1 2'-0" 2'-0" 99'-4" (8) #6 BARS #3 AT 12" O.C. 9/S2.3

P-1A 2'-0" 2'-0" 100'-6" (4) #7 BARS #3 AT 12" O.C. 7/S2.4

P-2 2'-0" 1'-6" 99'-4" (6) #6 BARS #3 AT 12" O.C. 8/S2.3

P-3 1'-6" 1'-6" 99'-4" (4) #6 BARS #3 AT 12" O.C. 8/S2.4

P-4 2'-8" 2'-0" 100'-6" (8) #7 BARS #3 AT 12" O.C. 7/S2.4

PIER NOTES

1. REF FIN FLOOR = 100'-0"

2. SPACE TOP (3) TIES AT 6" O.C., REMAINDER AT 12" O.C.

3. PROVIDE A STD HOOK IN PIER VERTICAL DOWELS

4. TYPICAL TIE CONFIGURATIONS FOR PIERS ARE AS SHOWN ON THE DETAIL TO THERIGHT

NO

.S

TA

TU

S /

RE

VIS

ION

SD

AT

E

FIRST FLOOR100'-0"

13

1'-0

"3'

-6"

6" 8" 6"

1'-8"

CONC. STRIP FOOTING

CONC. FND. WALL

REINF. CONC. SLAB ON GRADE,

SEE SCHED.

CONT. ANGLE FOR WALL

PANEL ANCHORAGE BY PEMB

WALL SIDING, SEE ARCH.

#5 DOWEL (9"x 48") AT 18" O.C., ROTATE HOOKS AS REQ'D TO FIT IN FOOTING.

(2) #5 BARS CONT. T+B

(2) #5 BARS CONT.

CLR

.3"

CLR.3"

CLR.1 1/2"

T.O.FTG. 96'-6"

CORNER BAR

NOTE:CORNER BAR SIZE & SPACING SAME AS HORIZ REINF. SEE GENERAL NOTES

CLASS B

SPLICE

CLA

SS

B

SP

LIC

E

PROVIDE 12" HOOKS ON ENDS OF HORZ. REINF.

NOTE:

@ NON-LOAD BRG MASONRY WALLS

MIN. 6"COMPACTEDGRANULAR FILL

VAPOR BARRIER

REINF. CONC. SLABON GRADE

NON-LOAD BRGMASONRY WALL,SEE ARCH DWGSFOR THICKNESSAND LOCATION

(2) #4, CONT

FIN. FLR. - SEE PLAN

2'-0"

1'-0" 1'-0"

6"

SC

HE

D.

SE

E

SE

E S

CH

ED

.

6" COMPACTEDENGINEERED FILL

10 MIL VAPORBARRIER

1/4" WIDE X 1" DEEPSAW CUT PERGENERAL NOTES

FIN FLR - SEE PLAN

TYPICAL CONTROL JOINT (CJ)

CONTINUE 50% OFWWF THRU CJ'S

6" COMPACTEDENGINEERED FILL

FIN FLR - SEE PLAN

3/8" WIDE X 3/4"DEEP TOOLEDJOINT W/ 1/8"RADIUS. SEAL PERSPECS

TYPICAL CONSTRUCTION JOINT (CSJ)

10 MIL VAPORBARRIER

STOP WWF @JOINT

CUT 50% OF REINF. ACROSS JOINT

PLACE WWF IN UPPER 1/3 OF SLAB, MUST BE PLACED ON CHAIRS

PROVIDE 1/4"x4 1/2"x4 1/2" PNA DIAMOND DOWELS AT 18" O.C.,

OR ENGINEER APPROVED EQUAL

PLACE WWF IN UPPER 1/3 OF SLAB, MUST BE PLACED ON CHAIRSC

LR.

1 1/

2"

FIRST FLOOR100'-0"

T.O.FTG. 96'-6"

T.O. PIER 99'-4"

EQ.

EQ.3'-3 1/8"

SEE FTG. SCHED.

SC

HE

D.

SE

E2'

-10"

8"

CONT. ANGLE FOR WALL PANEL ANCHORAGE

WALL SIDING, SEE ARCH.

CLR

.2"

CLR

.3"

CLR.3"

CONC. PIER REINF. SEE SCHED.

#3 TIES AT 6" O.C. FOR TOP 18",

12" O.C. FOR REMAINDER OF PIER

CONC. FTG. REINF. SEE SCHED.

HAIRPIN, SEE PLAN FOR SIZE

PEMB FRAME

PROVIDE (1) 1/4" x 5" x 3" PL. ON E.S. OF COL. WEB, PRIOR

TO CUTTING HOLE

1/2" ISO. JOINT

INFILL CONC. AROUND COL. BASE

EM

BE

D

1'-6

"

REINF. CONC. SLAB ON GRADE, SEE SCHED.

SEE PEMB ANCHOR BOLT

PLAN FOR SIZE AND SPACING

8 1/2"

CL

PROVIDE 1 1/2" DIA. HOLE IN

BASE OF PEMB FRAME, FOR HAIRPIN TO PASS THRU

3/16

FIRST FLOOR100'-0"

CL PEMB INTERIOR FRAME COLUMN

INFILL CONC. OVER ANCHOR BOLTS.

1/2" EXPANSION MATERIAL

FOOTING REINF. SEE SCHED.

REINF. CONC. SLAB ON GRADE, SEE SCHED. ON PLAN

SEE PEMB ANCHORBOLT PLAN FOR SIZE AND SPACING

EM

BE

D

1'-8

"

T.O.FTG. 99'-4"

8"S

EE

FT

G. S

CH

ED

ULE

CLR

.3"

CLR.3"

EQ. EQ.

SEE FTG. SCHEDULE

CLR

.2"

FIRST FLOOR100'-0"

#5 MAS. DOWEL (10"x3'-3") AT 48" O.C.

8" CMU BRG. WALL, REINF. W/ VERT. #5 BARS AND GROUTED AT 48" O.C.

REINF. CONC. FOOTING

CLR.3 1/2"

1'-8"

8"12

"

CLR.3"

CLR

.3" (2) CONT. #5 BARS

6 3/16" 7 5/8" 6 3/16"

1/2" ISO. JOINT

REINF. CONC. SLAB ON GRADE. SEE SCHED. ON PLAN

CL

CL

REINF. CONC. PIER,

SEE SCHED.

(1) SET OF #3 TIES

PIER DOWELS, SEE SCHED.

CONC. FND. WALL

3/4" CHAMFER STRIP CONC. CONTROL JOINTS, E.S. OF PIER

PIER LENGTH

PIE

R W

IDT

H

CLR

.2"

CLR.2"

FOUND. WALL REINF. CONT. THRU PIER, SEE FND. WALL DETAIL FOR REINF.

5

S2.3SIM

REINF. CONC. PIER,

SEE SCHED.

(1) SET OF #3 TIES#6 PIER DOWELS, SEE SCHED.

CONC. FND. WALL

3/4" CHAMFER STRIP CONC. CONTROL JOINTS, E.S. OF PIER

FOUND. WALL REINF. CONT. THRU PIER, SEE FND. WALL

DETAIL FOR REINF.

CLR

.2"

CL

CL

PIER LENGTH

CLR.2"

FR

AM

E L

INE

PIE

R W

IDT

H

5

S2.3SIM

FIRST FLOOR100'-0"

10

9 1/2"

REINF. CONC. SLAB ON GRADE, SEE PLAN

1/2" ISO JOINT

EXST. FND. WALL, VERIFY EXST. SURFACE IS OF ACCEPTABLE

SMOOTHNESS FOR FLOOR

EXST. CONC. SLAB ON GRADE

FIRST FLOOR100'-0"

10

1"

7 5/8"

8 5/8"9 1/2"

CLR.4"

8" CMU WALL, GROUTED AND REINF. W/ #5 BARS AT 48" O.C.

#5 DOWELS (10"x3'-3"), AT 48" O.C., ROTATE TAILS TO FIT IN FTG.

(3) #5 BARS CONT.

EXST. CONC. FLOOR SLAB

EXST. CONC. FND. WALL

EXST. CONC. FTG.

REINF. CONC. SLAB ON GRADE, SEE PLAN

CLR

.

3"

CLR.3"

CLR

.

3"

6"6"

F.V

.

10"

MA

TC

H E

XS

T.

1'-0

"

T.O.FTG. 97'-4"

SOLID GROUT MAS. BELOW GRADE

TYP FTG REINF

FACE OF STEP (SEE PLAN FOR LOCATION)

STD 90° HOOK

1

1

T.O.F. (SEE PLAN)

T.O.F. (SEE PLAN)

NOTE:SEE PLAN FOR LOCATION OF

FIRST OR LAST STEP ONLY. CONTRACTOR SHALL LAYOUT ALL STEPS IN FOUNDATIONS PER

DETAIL.

HORIZ FOR 1'-0"

MIN RATIO OF 2'-0"

SPLICE

LAP

12"

MIN

FT

G T

HK

3" C

LR T

YP

2'-0

" M

AX

TYP FTG REINF

CP

As

& B

US

INE

SS

CO

NS

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ARCHITECTS

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J. DeMOND

D. MILLER

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SCALE: 3/4" = 1'-0"S2.3TYP. FND. WALL3

SCALE: 3/4" = 1'-0"S2.3TYPICAL WALL & FOOTING CORNER DETAIL2

SCALE: 3/4" = 1'-0"S2.3THICKENED SLAB DETAIL4

SCALE: 3/4" = 1'-0"S2.3TYPICAL SLAB DETAILS1

SCALE: 3/4" = 1'-0"S2.3FRAME BASE PIER DETAIL5

SCALE: 3/4" = 1'-0"S2.3INTERIOR COL. FOOTING6

SCALE: 3/4" = 1'-0"S2.3INTERIOR MASONRY BRG. WALL FTG.7

SCALE: 3/4" = 1'-0"S2.3PIER IN WALL DETAIL8

SCALE: 3/4" = 1'-0"S2.3PIER IN CORNER DETAIL9

SCALE: 3/4" = 1'-0"S2.3SLAB JOINT TO EXST.10

SCALE: 3/4" = 1'-0"S2.3NEW CMU WALL FTG.11

NO

.S

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TU

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SD

AT

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SCALE: 3/4" = 1'-0"S2.3TYP STEP FOOTING DETAIL12

FIRST FLOOR100'-0"

A.9

3'-6

" M

IN.

8"

5'-5"

(2) CONT. #5 BARS TOP+BOT

8"2'

-10"

1/2" ISO. JOINT

PAVING, SEE CIVIL

#4 SLAB DOWELS (2'-0"x3'-0"),

PLACED AT 24" O.C. ON (3) SIDES, TYP.

#4 SLAB DOWELS (2'-0"x3'-0") PLACED AT 12" O.C.

SEE TYP. FOUNDATION WALL DETAIL FOR SIZES AND REINF.

INTERIOR REINF. CONC. SLAB ON GRADE, SEE PLAN

12" LOOSE GRANULAR FILL

2" VOID FORM

6" REINF. CONC. SLAB W/ #4 BARS AT 8" O.C. E.W., PROVIDE

180° HOOKS EA. END

SLOPE

CLR

.2"

CLR

.2"

FIRST FLOOR100'-0"

1'-0

"3'

-6"

6" 8" 6"

1'-8"

4"

T.O.FTG. 96'-6"

CONC. STRIP FOOTING

CONC. FND. WALL


SEE SCHED.

CURTAIN WALL FRAMING,

SEE ARCH.



(2) #5 BARS CONT.

CLR

.3"

CLR.3"

CLR.1 1/2"

1/2" ISO. JOINT

FIRST FLOOR100'-0"

8"1

1/2"

3'-6

"1'

-0"

4"5

1/2"

2'-0"

6" 1'-0" 6"

T.O.FTG. 96'-6"

BRICK LEDGE 100'-1 1/2"

FIN. FLOOR 100'-9 1/2"

CONC. STRIP FOOTING

CONC. FND. WALL


SEE SCHED.

STL STUD WALL, W/ BRICK VENEER, SEE ARCH.



(2) #5 BARS CONT.

1/2" ISO. JOINT

CLR

.3"

CLR.3"

CLR.1 1/2"

4" 8"

CLR.4 1/2"

FIRST FLOOR100'-0"

CL

4"5"

CLR

.

3"

12" 12"

9"

24"

CUT SLAB AT FOOTPRINT

OUTLINE, PLACE CONC. FTG. AND FINISH SMOOTH W/ EXISTING SLAB

TABLE PEDESTAL, SEE ARCH.

EXISTING 4" CONC. SLAB

(3) #4 BARS E.W.CLR.

3"

FIRST FLOOR100'-0"

5.3

4"9

1/2"

±

5/8" GYPSUM BOARD

FIN. FLOOR 100'-9 1/2"

9 1/

2"4"

3/4"

1'-0"9 1/2"

#4 SLAB DOWELS (12"x3'-0") AT 12" O.C.

REINF. CONC. SLAB ON GRADE

STL STUD WALL W/ GYP., SEE ARCH.

(2) CONT. #5 BARS

PNA PLATE CONN. SEE DETAIL 1/S2.3

FIRST FLOOR100'-0"

B.9

T.O. PIER 99'-4"

T.O.FTG. 96'-6" MATCH EXST.

1'-0" 1'-0" 6"

1'-0 1/2" 5 1/2"

EM

BE

D

9"

CLR.2"

1'-0

"2'

-10"

8"

CLR

.3"

CLR.3"

W8 BLDG. COL., SEE FRAMING PLAN

INFILL CONC. AROUND COL. BASE

1/2" ISO. JOINT

REINF. CONC. SLAB ON GRADE, SEE SCHED.

EXST. CONC. SLAB, FND. WALL, AND FOOTING, VERIFY SIZE AND DEPTH

(2) #6 DOWELS (12"x3'-4")

(5) #3 U-BARS, DOWELED INTO EXST. FND. WALL W/ 4" EMBED

AND HILTI HY-200 ADHESIVE, PLACE TOP (4) AT 6" O.C., AND 12" O.C. FOR REMAINDER

DOWEL NEW FTG. REINF. INTO EXST. FTG. W/ 6" EMBED AND HILTI HY-200 ADHESIVE

FIRST FLOOR100'-0"

9" 4" 8" 8" 4" 9"

3'-6"

1'-0

"2'

-10"

8"6"

T.O. BRICK LEDGE 99'-4"

T.O. PIER 100'-6"

T.O.FTG. 96'-6"

CLR.3"

CLR

.3"

TUBE COLUMN, SEE FRAMING

PLAN FOR SIZECLBRICK VENEER AROUND COLUMN, SEE ARCH. (4) 3/4" DIA. F1554 ANCHOR RODS

BASEPLATE, SEE DETAIL

1" N.S. GROUT

EXT. REINF. CONC. SLAB ON GRADE, SEE PLAN

1/2" ISO. JOINT

(4) #7 DOWELS (12"x4'-6") IN PIER

#3 TIES AT 6" O.C. FOR TOP 18", 12" O.C. FOR REMAINDER OF PIER

CONC. FOOTING, SEE FTG. SCHED. FOR SIZE AND REINF.

EM

BE

D

9"

1 1/2" CLR.

CLR

.2"

PIER WIDTH

PIE

R W

IDT

H

2" C

LR.

2" CLR.

(1) SET OF #3 TIES

#6 PIER DOWELS, SEE SCHED.

REINF. CONC. PIER, SEE SCHED.

CP

As

& B

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Y

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ARCHITECTS

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J. DeMOND

S. FISHER

S2.4

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SCALE: 3/4" = 1'-0"S2.4ENTRY SLAB DETAIL1

SCALE: 3/4" = 1'-0"S2.4OFFICE TYP. FND. WALL2

SCALE: 3/4" = 1'-0"S2.4BRICK LEDGE FOUNDATION WALL3

SCALE: 3/4" = 1'-0"S2.4TYPICAL TABLE FOUNDATION DETAIL6

SCALE: 3/4" = 1'-0"S2.4SLAB STEP DETAIL5

SCALE: 3/4" = 1'-0"S2.4NEW PIER AND FTG. ADJACENT TO EXST.4

SCALE: 3/4" = 1'-0"S2.4ENTRANCE CANOPY PIER DETAIL7

SCALE: 3/4" = 1'-0"S2.4OFFICE COL. PIER8

NO

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SD

AT

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13

13

12

12

11

1110

10

D.4 D.4

E.9 E.9

E.1 E.1

20'-5 3/4" 18'-10 3/4" 22'-6"

20'-0

"20

'-0"

19'-8 1/4" 18'-10 3/4" 22'-6"

8" PRECAST PLANK W/ NO TOPPING

1

S3.1

2

S3.1

3

S3.1

4

S3.1

FIN. FLOOR 111'-0"

48'-0"

3

S3.1

4

S3.1

M.O.

3'-4" 12'-8 3/4"

W8X18 ( -8" )2L3-1/2X3-1/2X1/2

W8X18( -8" )

W8X

35(

-8"

)

C-2

C-2

MOMENT

CONNECTION, TYP. OF (2)

9

S3.2SIM

PEMB. COL., TYP. OF (3) 5

S3.1

PROVIDE SHEAR TAB CONN. ON PEMB COL. FOR BEAM CONN. FOR Vu=12.8k (FACTORED LRFD)

V=8.6k (UNFACTORED ASD)

PROVIDE 4"x7"x1/2" BRG. PLATE,

W/ (2) 1/2" DIA. x 4" LONG HEADED STUDS, ON (2) CORES OF MASONRY GROUTED SOLID AND

REINF. W/ (1) #5 BAR EA. CORE.

65.95.354.54.14

A

AA

A.5

A.9

B

D

B.9

3'-0

"19

'-4"

9'-0

"3'

-0"

13'-8

"13

'-3"

1'-5" 12'-7" 16'-0" 9'-4 1/2" 13'-7" 1'-2 1/2"

30'-0" 24'-2"

26'-1

1"

5

S3.2

48'-0

"

25'-8

"22

'-4"

12'-7" 25'-4 1/2" 13'-7"

10K

1

10K

1 W8X

18 (

VA

RIE

S)

10K1

10K1

10K1

10K1

10K1

10K1

10K1

10K1

W10

X45

(V

AR

IES

)

W8X

35 (

VA

RIE

S)

W8X

24 (

VA

RIE

S)

W10X45W10X45

A.3

14K

6

14K

6

14K

6

14K

6

1

S3.2

1/2" DIA. ROD X-BRACING

1/2" DIA. ROD X-BRACING

MOMENT CONNECTION,

TYP. OF (7)

10

S3.2

6

S3.2

11

S3.2

12

S3.2

9

S3.2

C-1C-1

C-1C-1

C-1

W8X

18 (

VA

RIE

S)

C-2C-2

C-2

C-2C-2C-2

C-2 ROOF DECK-D1

RO

OF

DE

CK

-D1

PRE-ENG. STL STUD

TRUSS @ 24" O.C. W/ 5/8" TH. APA RATED SHEATHING

1" EXPANSION JOINT

1" EXPANSION JOINT

W10X45 ( -6 1/2" )

W10X45 ( -4 1/2" )

W10X17 ( -9 1/2" )

W10

X33

( -4

" )

W8X

18(

-4"

)

W8X18 ( -4" )

W10

X45

(V

AR

IES

)

W10X17 (+ 2 1/2" )

( -3 1/4" )

10

S3.2

2

S3.2

3

S3.2

2

S3.2SIM

4

S3.2

7

S3.2TYP.

6

S3.2SIM

8

S3.2

PROVIDE (1) ROW OF VERT. X-BRACING ALONG

CENTERLINE OF TRUSSES

7

S3.2

ROOF DECK SCHEDULE

DESCRIPTION

1.5B22 (1 1/2" TYPE B, 22 GA.) METAL ROOF DECK. FASTEN TO END SUPPORTS W/ #12 TEK SCREWS, IN A 36/5 PATTERN,

AND WITH(4) #10 TEK SCREWS IN EACH SIDELAP PER SPAN. (2) SPAN MINIMUM.

MARK

D-1

LIGHT GAGE STEEL TRUSS LOADSTOP CHORD SNOW LOAD: 24.5 PSFTOP CHORD DEAD LOAD: 8 PSFBOTTOM CHORD LIVE LOAD: 10 PSF (NON-CONCURRENT)

BOTTOM CHORD DEAD LOAD: 5 PSFTOTAL TRUSS DEAD LOAD: 13 PSFTOTAL TRUSS LOADS: 37.5 PSF

PRECAST CONCRETE LOADS

ALL PRECAST PLANK SHALL BE MANUFACTURED TO SUPPORT A SUPERIMPOSED LIVE LOAD OF 125 PSF.

CP

As

& B

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, IN

C.

ARCHITECTS

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J. DeMOND

D. MILLER

S3.0

©20

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OF

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N S3.0 SCALE: 1/8" = 1'-0"

MEZZANINE FRAMING PLAN2

N S3.0 SCALE: 1/8" = 1'-0"

ENTRANCE FRAMING PLAN1

COLUMN SCHEDULE

MARK MEMBER BASE PLATE

ANCHOR BOLTS

COMMENTSQTY. SIZE PLACEMENT MIN. EMBED.

C-1 HSS4X4X5/16 10"x10"x3/4" (4) 3/4" DIA. OUTSET 9" 11/S3.2

C-2 W8X31 9"x10"x3/4" (4) 3/4" DIA. INSET 9" 12/S3.2

U.N.O. TOP OF STEEL BEAMS SHALL BE AT ELEV. 114'-9 1/2"(+) OR (-) INDICATES T.O.S. RELATIVE TO 114'-9 1/2"

U.N.O. TOP OF STEEL BEAMS SHALL BE AT ELEV. 110'-4"(+) OR (-) INDICATES T.O.S. RELATIVE TO 111'-0"

NO

.S

TA

TU

S /

RE

VIS

ION

SD

AT

E

MEZZ. FLOOR111'-0"

GYPSUM BOARD ON METAL STUD PARTITION, SEE ARCH.

4"x4"x3/8" EMBED PLATES, AT 4'-0" O.C., SHIM AS REQ'D TO ACCOMODATE PRECAST

CAMBERW8X35

9"

T.O.S. 110'-4 1/2"

8" PRECAST PLANK, W/ NO TOPPING

1/4" 4"

TUCKPOINT THIS SPACE ALONG LENGTH OF BEAM

MEZZ. FLOOR111'-0"

10

PERIMETER JOINT 1:3 GROUT

#5 BAR CONT. IN CORNER

GROUT BOND BEAM SOLID, AND REINF. W/ (2) #5 BARS CONT.

#4 BENT BAR, AT 48" O.C., DRILL INTO GROUTED

MAS. AND ANCHOR W/ HILTI HY-200 ADHESIVE.

DEMO. EXISTING WALL, SEE ARCH.

EXPANSION MATERAIL

NEW 8" CMU WALL, GROUTED AND REINF. W/ #5 BARS AT 48" O.C.

CLR.3 1/2"

10 1/2"7 5/8"

FIELD VERIFY LIMIT OF EXIST.

P.C. MEZZ., AND JOINT

BEARING2" EDGE

8"

8"

12"

MEZZ. FLOOR111'-0"

4"x4"x3/8" EMBED PLATES AT 48" O.C.

3/16" 4"

CL

W8X18

GYPSUM BOARD ON METAL

STUD PARTITION, SEE ARCH.4 1/4"

MEZZ. FLOOR111'-0"

BEARING PAD

PERIMETER JOINT 1:3 GROUT

8" CMU GROUTED AND REINF. W/ #5 BARS AT 48" O.C., CENTERED IN WALL

GROUT BOND BEAM SOLID, AND REINF. W/ (2) #5 BARS CONT.

#4 DOWEL (12"x24") GROUTED INTO KEYWAY

GYPSUM BOARD ON METAL

STUD PARTITION, SEE ARCH.

EXTEND VERT. LEG OF DOWEL INTO BOND BEAM, DRILL FOR 6" EMBED, AND SECURE W/ HILTI HY-200

ADHESIVE

1'-0"

1'-0

"

4"8"

6" 6"

CL

CL

PEMB FRAME COLUMN, COORDINATE SIZE W/ PEMB MNF.

EDGE OF PRECAST PLANK

PROVIDE 1" SPACE BETWEEN CMU BRG. WALL AND FRAME COLS.

8" CMU BRG. WALL BELOW

CP

As

& B

US

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CO

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ULTA

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SF

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, IN

C.

ARCHITECTS

PLANNERS

PR

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:

SHEET

DATE:

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DRAWN BY:

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6 12

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10/7/16

1601040127

J. DeMOND

D. MILLER

S3.1

©20

16 -

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OF

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SCALE: 3/4" = 1'-0"S3.1PRECAST BRG. DETAIL1

SCALE: 3/4" = 1'-0"S3.1PRECAST SIDELAP DETAIL2

SCALE: 3/4" = 1'-0"S3.1PRECAST LINTEL DETAIL3

SCALE: 3/4" = 1'-0"S3.1PRECAST END BEARING4

SCALE: 3/4" = 1'-0"S3.1PRECAST NOTCH AROUND PEMB COLS.5

NO

.S

TA

TU

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RE

VIS

ION

SD

AT

E

CL

W-BEAM, SEE FRAMING PLAN FOR SIZE AND LOCATION

T.O.S. 114'-5 1/2"

PRE ENGINEERED, STEEL STUD

ROOF TRUSSES, AT 24" O.C., SEE ARCH. FOR PROFILE

5/8" TH. ROOF SHEATHING,

APA RATED

SIMPSON SFC CLIP, SCREWED TO STL. TRUSS, AND TOP FL. OF BEAM

5.3

CONT. L3x3x1/4" EDGE ANGLE

TRTD. WOOD

BLOCKING, SEE ARCH.

ROOFING AND INSUL. SEE ARCH.

1 1/2" METAL DECK, SEE FRAMING PLAN

STL. JOIST, SEE FRAMING PLAN

STEEL WF BEAM, SEE FRAMING PLAN

3/16

4"

T.O.S. EL. VARIES

BEAM CONNECTION TABLE

BEAMSIZE

W8x

NUMBER OF BOLTS &

SIZEBOLT TYPE

BOLT BEARING

TYPEFILLET WELD

"tw" THICKNESSSHEAR PLATE

THICKNESS

CONNECTION OPTION

(2) 3/4" ø A325 TYPE "N" 1/4" FILLET WELD 3/8" TH.

W10x (2) 3/4" ø A325 TYPE "N"

CL

T.O.S. SEE PLAN

"tw"

FULL LENGTHTYP.

CLIP ANGLE/SHEARPLATE, PER SCHED.

NUMBER OF BOLTSPER SCHED.

BEAM, PER PLAN, TYP.

PER SCHED.

"WELD OPTION"

1 1/2" 2 1/2"1/2"

1 1

/2"

3"

1 1

/2"

1 1

/2"

1/4" FILLET WELD 3/8" TH.

CL

T.O.S. SEE PLAN

"tw"

FULL LENGTHTYP.

SHEARPLATE, PER SCHED.



PER SCHED.

"WELD OPTION"

1 1/2" 2 1/2"1/2"

1 1

/2"

3"

1 1

/2"

1 1

/2"

CL

T.O.S. SEE PLAN

"tw"

FULL LENGTHTYP.

SHEAR PLATE, PER SCHED.



PER SCHED.

"WELD OPTION"

1 1/2" 2 1/2"1/2"

1 1

/2"

3"

1 1

/2"

1 1

/2"

TRIM FLANGES OF BEAM, AS REQ'D TO FIT IN COL.

WF COL., SHEAR TAB CONN. TO WEB, SEE FRAMING

PLAN FOR COL. SIZE

WF COL. OR HSS COL., SHEAR

TAB CONN. TO WF FLANGE, OR HSS WALL, SEE FRAMING PLAN FOR COL. SIZE

SUPPORTING BEAM, SHEAR TAB CONN. TO WEB, SEE FRAMING PLAN FOR BEAM SIZE

3/4" TH. BASE PLATE

2"x2"x3/8" PLATE WASHER W/ 13/16"Ø HOLE AND HEAVY HEX NUTS

1" NON-SHRINK GROUT + 1/4" LEVELING PLATE

COLUMN, SEE FRAMING PLAN

WELDED NUT, TYP

COL

3-1

/2"

MIN

.P

RO

JE

CT

ION

.A.B. EMBEDMENT LENGTH 9"

.

.

.

TYP

1ST FLR

SEE PLAN

T.O. FOOTING

SEE PLAN

LEVELING NUT

8"

5.3

HSS 2 1/2"x2 1/2"x1/4" SPACER, BETWEEN JOIST SEATS, FOR DECK SUPPORT.

W8X35

2 1/2" JOIST SEAT

3/16 2 AT 12

STEEL JOIST, SEE

FRAMING PLAN

CL

CL

1 1/2"3 1/2" 3 1/2"

1 1/2"

1 1/

2"3

1/2"

3 1/

2"1

1/2"

5" 5"

10"

5"5"

10"

3/4" TH. BASEPLATE

(4) 3/4" DIA. ANCHOR BOLTS

5/16

CONC. PIER, SEE SCHED.

1 1/

2"3"

5 1/

4"1

1/2"

CL

11 1

/4"

5/8"x6"x11 1/4" END PLATE

(6) 3/4" DIA. A325N BOLTS, W/ 3" GAGE.

1/4

TYP. TOP FL.,WEB, BOT FL.

W8 BEAM W/ MOMENT CONN. SEE

FRAMING PLAN FOR SIZE AND LOCATION

W8 COLUMN, SEE FRAMING PLAN FOR SIZE AND LOCATION

1 1/2" METAL ROOF DECK,

SEE FRAMING PLAN

TRTD. WOOD BLOCKING,

SEE ARCH.


9"x9"x1/2" CAP PLATE

1/4

CL

CL

1 1/2" 3" 3" 1 1/2"

4 1/2" 4 1/2"

9"

3"2"

2"3"

5"5"

10"

3/4" TH. BASEPLATE

(4) 3/4" DIA. ANCHOR BOLTS

5/16

FIRST FLOOR100'-0"

5.95.3

T.O.S. 115'-0" AT B.9

W.P. W.P.

W.P. W.P.FIN. FLOOR 100'-9 1/2"

13'-2

1/2

" A

T A

A

14'-2

1/2

" A

T B

.99

1/2"

1/2" DIA. A36 STEEL RODS, W/ THREADED ENDS FOR TURNBUCKLE AND CLEVIS.

#2 TURNBUCKLE,

TYP. EA. ROD

13'-7"

#2 CLEVIS, TYP. EA. END OF EA. ROD

T.O.S. 114'-0" AT AA

C-2

W10X17

C-2

3/8" TH. GUSSET

PLATE, TYP.

1/4 6" MIN

1/4 6" MIN.TYP. EA. GUSSET

TYP. SIMPLE SHEAR CONN.

SEE CONNECTION DETAIL

T.O. PIER 100'-1 1/2"

T.O. PIER 99'-4"

DELEGATED DESIGN OF X-BRACE CONNECTIONS (GUSSET PLATES), AND BEAM SHEAR CONNECTIONS, FOR LOADS SHOWN ON

ELEVATION. LOADS NOTED "Xu" ARE FACTORED LOADS (LRFD), LOADS NOTED "Xtot" ARE UNFACTORED (ASD)

Vu=9.5k

Vtot=6.0k

Vu=9.5k

Vtot=6.0k

Tu=6.

25k

Ttot=

3.75

k

Tu=6.25k

Ttot=3.75k

TOP OF STEEL114'-9 1/2"


TRTD. WOOD BLOCKING, SEE ARCH.



STL. JOIST, SEE FRAMING PLAN


6"

PROVIDE FOR 1" EXPANSION JOINT, SEE ARCH.

CL

3/16

A.5

4"

T.O.S. 114'-3"





STL. JOIST, SEE

FRAMING PLAN


3/16

AA

T.O.S. 114'-0"

3/16 2 AT 12

CONT. L5x3x1/4" LLH EDGE ANGLE



1 1/2" METAL DECK,

SEE FRAMING PLAN


4"

B.9

3/16 2 AT 12

CONT. L7x4x3/8" LLH

EDGE ANGLE

TRTD. WOOD

BLOCKING, SEE ARCH.




6"

1" EXPANSION JOINT, SEE ARCH.

4.5

PROVIDE STEEL BAR SHIMS 2" WIDE x 6" LONG, OF VARYING THICKNESS, PLACED AT 12"

O.C. ALONG BEAM TO SUPPORT SLOPING METAL DECK. THICKNESSES TO VARY FROM 1 3/4" TO 1/4" TH. IN 1/4"

INCREMENTS

T.O.S. 114'-5 1/2"

W10X33

3"

PRE-ENG. LT. GA. STL. TRUSSES, SEE DTL. 1/S3.2 FOR ANCHORAGE


ROOFING AND INSULATION, SEE ARCH.

3/16 4" MIN.

3/16" 2 AT 12

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DATE:

PROJ #:

DRAWN BY:

CHCK'D BY:

10/7

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J. DeMOND

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SCALE: 3/4" = 1'-0"S3.2TRUSS ANCHORAGE DETAIL1

SCALE: 3/4" = 1'-0"S3.2ROOF DECK EDGE DETAIL5

SCALE: 3/4" = 1'-0"

BEAM CONN. TABLE

SCALE: 1" = 1'-0"S3.2TYP ANCHOR BOLT DETAIL13

SCALE: 3/4" = 1'-0"S3.2DECK SUPPORT DETAIL6

SCALE: 1 1/2" = 1'-0"S3.2TUBE COLUMN BASE PLATE11

SCALE: 1 1/2" = 1'-0"S3.2W8 MOMENT CONN. DETAIL9SCALE: 1 1/2" = 1'-0"S3.2

WF COLUMN BASEPLATE12

SCALE: 3/8" = 1'-0"S3.2X-BRACING DETAIL10

SCALE: 3/4" = 1'-0"S3.2EXPANSION JOINT DETAIL2



SCALE: 3/4" = 1'-0"S3.2ROOF DECK EXPANSION DETAIL7

NO

.S

TA

TU

S /

RE

VIS

ION

SD

AT

E

SCALE: 3/4" = 1'-0"S3.2ROOF DECK EDGE AT TRUSS BRG.8

W Y B D E T N A R G S E L N U ABBREVIATIONS GENERAL ... code requirements for reinforced concrete aci 318. details & detailing of concrete reinforcement aci 315. all deformed bar reinforcing

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