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
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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
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SD
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DF DF
DF
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DF DF
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PART A
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EO
SAGINAW, MICHIGAN
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
UE
SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
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/201
6 12
:33:
28 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S2.0
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
NT
AN
D D
ES
IGN
S P
OR
TR
AY
ED
WIT
HIN
AR
E T
HE
PR
OP
ER
TY
OF
WA
K, N
O M
OD
IFIC
AT
ION
S A
ND
/OR
TR
AN
SF
ER
S O
F W
OR
K A
RE
PE
RM
ITT
ED
UN
LES
S G
RA
NT
ED
BY
WA
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
As
& B
US
INE
SS
CO
NS
ULTA
NTS
Y E
O &
Y
EO
SAGINAW, MICHIGAN
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
UE
SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
29 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S2.1
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
NT
AN
D D
ES
IGN
S P
OR
TR
AY
ED
WIT
HIN
AR
E T
HE
PR
OP
ER
TY
OF
WA
K, N
O M
OD
IFIC
AT
ION
S A
ND
/OR
TR
AN
SF
ER
S O
F W
OR
K A
RE
PE
RM
ITT
ED
UN
LES
S G
RA
NT
ED
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-3 7'-0" 7'-0" 2'-6" (7) #4 BARS TOP, (7) #7 BARS BOT. (7) #4 BARS TOP, (7) #7 BARS BOT. 6/S2.3
F-4 4'-0" 2'-0" 1'-0" (5) #5 BARS BOTT. (4) #5 BARS BOTT. 4/S2.4
F-5 3'-0" 3'-0" 1'-0" (4) #4 BARS BOTT. (4) #4 BARS BOTT. 6/S2.3
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
As
& B
US
INE
SS
CO
NS
ULTA
NTS
Y E
O &
Y
EO
SAGINAW, MICHIGAN
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
UE
SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
30 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S2.2
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
NT
AN
D D
ES
IGN
S P
OR
TR
AY
ED
WIT
HIN
AR
E T
HE
PR
OP
ER
TY
OF
WA
K, N
O M
OD
IFIC
AT
ION
S A
ND
/OR
TR
AN
SF
ER
S O
F W
OR
K A
RE
PE
RM
ITT
ED
UN
LES
S G
RA
NT
ED
BY
WA
K
N S2.2 SCALE: 1/8" = 1'-0"
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
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-3 7'-0" 7'-0" 2'-6" (7) #4 BARS TOP, (7) #7 BARS BOT. (7) #4 BARS TOP, (7) #7 BARS BOT. 6/S2.3
F-4 4'-0" 2'-0" 1'-0" (5) #5 BARS BOTT. (4) #5 BARS BOTT. 4/S2.4
F-5 3'-0" 3'-0" 1'-0" (4) #4 BARS BOTT. (4) #4 BARS BOTT. 6/S2.3
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
ULTA
NTS
Y E
O &
Y
EO
SAGINAW, MICHIGAN
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
UE
SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
31 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S2.3
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
NT
AN
D D
ES
IGN
S P
OR
TR
AY
ED
WIT
HIN
AR
E T
HE
PR
OP
ER
TY
OF
WA
K, N
O M
OD
IFIC
AT
ION
S A
ND
/OR
TR
AN
SF
ER
S O
F W
OR
K A
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PE
RM
ITT
ED
UN
LES
S G
RA
NT
ED
BY
WA
K
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
TA
TU
S /
RE
VIS
ION
SD
AT
E
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
REINF. CONC. SLAB ON GRADE,
SEE SCHED.
CURTAIN WALL FRAMING,
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"
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
REINF. CONC. SLAB ON GRADE,
SEE SCHED.
STL STUD WALL, W/ BRICK VENEER, SEE ARCH.
#5 DOWEL (9"x 48") AT 18" O.C., ROTATE HOOKS AS REQ'D TO FIT IN FOOTING.
(3) #5 BARS CONT. T+B
(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
US
INE
SS
CO
NS
ULTA
NTS
Y E
O &
Y
EO
SAGINAW, MICHIGAN
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
UE
SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
31 P
M
10/7/16
1601040127
J. DeMOND
S. FISHER
S2.4
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
NT
AN
D D
ES
IGN
S P
OR
TR
AY
ED
WIT
HIN
AR
E T
HE
PR
OP
ER
TY
OF
WA
K, N
O M
OD
IFIC
AT
ION
S A
ND
/OR
TR
AN
SF
ER
S O
F W
OR
K A
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PE
RM
ITT
ED
UN
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S G
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ED
BY
WA
K
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
.S
TA
TU
S /
RE
VIS
ION
SD
AT
E
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
US
INE
SS
CO
NS
ULTA
NTS
Y E
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Y
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SAGINAW, MICHIGAN
AD
DIT
ION
S A
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NO
VA
TIO
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TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
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SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
33 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S3.0
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
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D D
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OR
TR
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WIT
HIN
AR
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HE
PR
OP
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TY
OF
WA
K, N
O M
OD
IFIC
AT
ION
S A
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/OR
TR
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SF
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S O
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OR
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RM
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UN
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BY
WA
K
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
INE
SS
CO
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ULTA
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Y E
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Y
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SAGINAW, MICHIGAN
AD
DIT
ION
S A
ND
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NO
VA
TIO
NS
TO
:
12
2 N
. W
AS
HIN
GT
ON
AV
EN
UE
SA
GIN
AW
, M
ICH
IGA
N
TS
SF
A
RC
HIT
EC
TS
, IN
C.
ARCHITECTS
PLANNERS
PR
INT
ED
:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
33 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S3.1
©20
16 -
ALL
RIG
HT
S R
ES
ER
VE
D. T
HIS
DO
CU
ME
NT
AN
D D
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IGN
S P
OR
TR
AY
ED
WIT
HIN
AR
E T
HE
PR
OP
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TY
OF
WA
K, N
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OD
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AT
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S A
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/OR
TR
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SF
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S O
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RM
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WA
K
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
S /
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.
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"
CL
T.O.S. SEE PLAN
"tw"
FULL LENGTHTYP.
SHEAR PLATE, 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"
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.
ROOFING AND INSUL. 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"
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
6"
PROVIDE FOR 1" EXPANSION JOINT, SEE ARCH.
CL
3/16
A.5
4"
T.O.S. 114'-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
AA
T.O.S. 114'-0"
3/16 2 AT 12
CONT. L5x3x1/4" LLH EDGE ANGLE
TRTD. WOOD BLOCKING, SEE ARCH.
ROOFING AND INSUL. SEE ARCH.
1 1/2" METAL DECK,
SEE FRAMING PLAN
STEEL WF BEAM, SEE FRAMING PLAN
4"
B.9
3/16 2 AT 12
CONT. L7x4x3/8" LLH
EDGE ANGLE
TRTD. WOOD
BLOCKING, SEE ARCH.
ROOFING AND INSUL. SEE ARCH.
1 1/2" METAL DECK, SEE FRAMING PLAN
STEEL WF BEAM, SEE FRAMING PLAN
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
1 1/2" METAL DECK, SEE FRAMING PLAN
ROOFING AND INSULATION, SEE ARCH.
3/16 4" MIN.
3/16" 2 AT 12
CP
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ARCHITECTS
PLANNERS
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:
SHEET
DATE:
PROJ #:
DRAWN BY:
CHCK'D BY:
10/7
/201
6 12
:33:
34 P
M
10/7/16
1601040127
J. DeMOND
D. MILLER
S3.2
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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 EDGE DETAIL3
SCALE: 3/4" = 1'-0"S3.2ROOF DECK EDGE DETAIL4
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
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