ATTACHMENT 1.10 Building 3 Addition REV1 1305M324R0067 0001.pdf

A AXIAL CONNECTION FORCE (KIPS)

ARCH. ARCHITECTURAL

B.O BOTTOM OF

B.O.F BOTTOM OF FOOTING

B.O.L BOTTOM OF LINTEL

B.O.S BOTTOM OF STEEL BEAMS

B.P BEARING PLATE

BRG. BEARING

CFS COLD FORMED STEEL

C.J. CONTROL JOINT

CLR. CLEAR

COL. COLUMN

C# COLUMN NUMBER

CONC. CONCRETE

CONT. CONTINUOUS

D.E DECK EDGE

D.B DECK BEARING

DWG. DRAWING

EA EACH

E.F EXHAUST FAN

ELEV. ELEVATION

EQ. EQUAL

E.W EACH WAY

F.D FLOOR DRAIN

FDN. FOUNDATION

F.F FINISHED FLOOR

FRM. FRAMING

FTG. FOOTING

F.V FIELD VERIFY

GA. GAUGE

GALV. GALVANIZED

HORIZ. HORIZONTAL

J.B JOIST BEARING

LGMF LIGHT GAUGE METAL FRAMING

M MOMENT CONNECTION FORCE (KIP-FT)

MAX. MAXIMUM

MECH. MECHANICAL

MEZZ. MEZZANINE

MIN. MINIMUM

O.C ON CENTER

O.H OVERHEAD

OPP. OPPOSITE HAND

P.A.F POWDER ACTUATED FASTENER

PEMB PRE-ENGINEERED METAL BUILDING

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PW PRECAST WALL

R.D ROOF DRAIN

REINF. REINFORCEMENT/REINFORCING

REQ. REQUIRED

R.O ROUGH OPENING

RTU ROOF TOP UNIT

SCHED. SCHEDULE

SEMC. SEISMIC

S.F STEP FOOTING

SHT. SHEET

SIM. SIMILAR

SJI STEEL JOIST INSTITUTE

S.O.G SLAB-ON-GRADE

STD. STANDARD

T&B TOP AND BOTTOM

T.O TOP OF

T.O.C TOP OF COLUMN

T.O.F TOP OF FOOTING

T.O.G TOP OF OPEN WEB JOIST GIRDER

T.O.J TOP OF JOIST

T.O.P TOP OF PIER

T.O.S TOP OF STEEL

T.O.W TOP OF WALL

TYP. TYPICAL

U.N.O UNLESS NOTED OTHERWISE

V SHEAR CONNECTION FORCE (KIPS)

VERT. VERTICAL

W.P WORK POINT

W.W.M WELDED WIRE MESH

ABBREVIATIONS

S001 STRUCTURAL & GENERAL NOTES

S101 FOUNDATION PLAN

S301 FOUNDATION DETAILS

SHEET INDEX

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SHEET NO.

S-001

GENERAL NOTES

1. ALL APPLICABLE LOCAL, STATE AND FEDERAL RULES, REGULATIONS, ORDINANCES AND

CODES SHALL APPLY THROUGHOUT THE PROJECT.

2. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH 2015 MICHIGAN BUILDING

CODE.

3. THE FOLLOWING LOADS HAVE BEEN USED FOR DESIGN PURPOSES:

A. BUILDING DESIGN CATEGORY II

B. SNOW LOADS

GROUND SNOW LOAD (Pg) 60 psf

SNOW EXPOSURE FACTOR (Ce) 0.9

SNOW LOAD IMPORTANCE FACTOR (ls) 1.0

THERMAL FACTOR (Ct) 1.1

FLAT ROOF SNOW LOAD (Ps) 42 psf

C. WIND LOADS

BASIC WIND SPEED (V) 115 mph

WIND IMPORTANCE FACTOR (Iw) 1.0

WIND EXPOSURE CATEGORY D

INTERNAL PRESSURE COEFFICIENT (GCpi) ±0.18

D. SEISMIC LOAD

SEISMIC IMPORTANCE FACTOR (Ie) 1.0

MAPPED SPECTRAL RESPONSE COEFFICIENTS:

SHORT PERIOD (Ss) 0.071g

1 SECOND PERIOD (S1) 0.044g

SPECTRAL RESPONSE COEFFICIENTS:

SHORT PERIOD (Sds) 0.075g

1 SECOND PERIOD (Sd1) 0.071g

RESPONSE MODIFICATION COEFFICIENT (R) 6.5

SEISMIC RESPONSE COEFFICIENT (Cs) 0.012

SITE CLASS D

SEISMIC DESIGN CATEGORY B

BASIC SEISMIC-FORCE RESISTING SYSTEM:

LIGHT FRAME COLD-FORMED STEEL WALLS WITH PANELS

ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE ANALYSIS

E. LIVE LOAD

ROOF 20 psf

FLOOR SLAB ON GRADE 100 psf

F. DEAD LOAD

ROOF - SUPERIMPOSED

ROOFING, INSULATION, CEILINGS 12 psf

HVAC ALLOWANCE 4 psf

FLOOR - SUPERIMPOSED 12 psf

4. VERIFY ALL APPLICABLE DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS

PRIOR TO CONSTRUCTION.

5. VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. IF EXISTING CONDITIONS DIFFER

FROM WHAT IS SHOWN, SOILS & STRUCTURES SHALL BE NOTIFIED IMMEDIATELY SO THE

DESIGN AMY BE PROPERLY MODIFIED.

6. DO NOT SCALE DRAWINGS.

7. CONTRACTOR TO COORDINATE WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL

DRAWINGS FOR ALL OPENINGS AND PENETRATIONS. NO OPENINGS SHALL PENETRATE

STRUCTURAL ELEMENTS WITHOUT THE ENGINEER OF RECORD'S APPROVAL.

8. ALL SPECIAL INSPECTIONS AND STRUCTURAL TESTS SHALL BE PERFORMED IN

ACCORDANCE WITH CHAPTER 17 OF THE 2015 MICHIGAN BUILDING CODE.

9. IF THERE ARE ANY CONFLICTS BETWEEN THE SPECIFICATIONS AND DESIGN DRAWINGS

PLEASE NOTIFY THE ARCHITECT.

10. THE CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY SHORING, UNDERPINNING, SHEET

PILING, ETC AGAINST EXISTING STRUCTURES AS REQUIRED SO THEY ARE NOT DAMAGED

DURING CONSTRUCTION.

1 . ALL INDICATED STRUCTURAL ELEVATIONS ARE BASED ON THE GROUND FLOOR FINISHED

TOP SURFACE ELEVATION OF 100'-0".

CONTRACTOR PROPOSED ALTERNATES TO THE CONTRACT DRAWINGS AND

SPECIFICATIONS WILL BE CONSIDERED IF THEY RESULT IN SUBSTANTIAL SAVINGS TO THE

OWNER WITHOUT ADVERSELY IMPACTING THE INTEGRITY AND FUNCTION OF THE

STRUCTURE. ANY REQUEST FOR SUBSTITUTION SHALL BE ACCOMPANIED BY WRITTEN

DOCUMENTATION OF THE SAVINGS INCLUDING ALL BACKUP DATA AND SEALED

ENGINEERING CALCULATIONS NECESSARY TO EVALUATE THE MERITS OF THE PROPOSED

ALTERNATE. ADDITIONAL ENGINEERING AND ARCHITECTURAL REVIEW COSTS MAY IMPACT

THE VIABILITY OF ANY PROPOSED ALTERNATE.

REPRODUCTIONS OF CONTRACT STRUCTURAL DRAWINGS SHALL NOT BE USED FOR SHOP

DRAWINGS. ELECTRONIC FILES ARE NOT AVAILABLE FOR USE BY SUBCONTRACTORS.

SOILS AND STRUCTURES SHALL BE PROVIDED (2) COPIES OF ALL STRUCTURAL SHOP

DRAWINGS FOR REVIEW PRIOR TO CONSTRUCTION FOR CONFORMANCE TO THE DESIGN

CONCEPT ONLY . WE WILL RETURN (1) COPY WITH OUR RED-MARKED COMMENTS IN A

MINIMUM OF (5) BUSINESS DAYS TIME FROM RECEIVING OUR COPIES. NO WORK SHALL BE

PERFORMED WITHOUT REVIEWED SHOP DRAWINGS.

FRAMING CONDITIONS NOT SPECIFICALLY DETAILED OR INDICATED SHALL BE FRAMED

SIMILAR TO DETAILS SHOWN FOR THE RESPECTIVE MATERIAL OR CONDITION.

STRUCTURAL NOTES

CONCRETE

1. ALL CONCRETE HAS BEEN DESIGNED AND SHALL BE BUILT IN ACCORDANCE WITH THE

LATEST EDITION OF ACI 318

2. ALL CONCRETE TO HAVE A 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI.

3. THE USE OF CHLORIDE ACCELERATORS IN ANY CONCRETE MIX DESIGN IS NOT PERMITTED.

4. CONCRETE EXPOSED TO FREEZE THAW CYCLES OR DEICING CHEMICALS SHALL BE AIR

ENTRAINED WITH AIR CONTENT PER ACI TABLE 19.3.3.1 EXPOSURE CLASS F3 AND SHALL

HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI.

5. ALL COLD WEATHER CONCRETE SHALL BE CONSTRUCTED AND PLACED PER ACI 306R.

6. ALL REINFORCING STEEL BARS TO BE ASTM A615 GRADE 60 DEFORMED AND ALL

DEFORMED WELDED WIRE FABRIC TO BE ASTM A185. ALL REINFORCING TO BE PLACED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 318 AND CRSI SPECIFICATIONS.

7. CONCRETE COVER FOR REINFORCING (UNLESS NOTED OTHERWISE):

A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"

B. EXPOSED TO EARTH OR WEATHER:

#6 THRU #18 BARS = 2"

#5 BARS AND 5/8" WIRE AND SMALLER = 1-1/2"

C. NOT EXPOSED TO EARTH OR WEATHER:

1. SLABS, WALLS AND JOISTS

#14 AND #18 BARS = 1-1/2"

#11 AND SMALLER BARS = 3/4"

2. BEAMS, GIRDERS AND COLUMNS:

PRINCIPAL REINFORCEMENT, TIES, STIRRUPS AND SPIRALS = 1-1/2"

8. MINIMUM CLEAR SPACE BETWEEN PARALLEL BARS IN A LAYER INCLUDING SPLICE BARS,

SHALL NOT BE LESS THAN:

A. FOR COLUMNS & PEDESTALS:

1. THE DIAMETER OF THE BAR TIMES 1.5

2. 1-1/2"

3. 1.33 TIMES THE MAXIMUM AGGREGATE SIZE.

B. FOR ALL OTHER BARS:

1. THE DIAMETER OF THE BAR

2. 1"

3. 1.33 TIMES THE MAXIMUM AGGREGATE SIZE.

9. ALL FILL REQUIRED SHALL BE COMPACTED AND TESTED TO A MINIMUM OF 95% OF ITS

MAXIMUM DENSITY AS DETERMINED BY ASTM D1557.

10. ALL NEW CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OF REMOVING

FORMWORK. CURING SHALL BE EITHER A MOIST CURE METHOD OF THE USE OF A CURING

COMPOUND.

11. PROVIDE CORNER BARS THAT MATCH CONTINUOUS REINFORCEMENT SIZE AND QUANTITY

AT ALL INTERSECTIONS AND CORNERS OF FOOTINGS AND WALLS.

12. FOOTINGS SHALL BE PLACED ON SOLID BEARING REGARDLESS OF THE ELEVATION SHOWN

ON THE DRAWINGS. IF THE SOIL CONDITIONS ARE QUESTIONABLE, REFER TO SOILS AND

STRUCTURES FOR DIRECTION.

13. AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 POUNDS PER SQUARE FOOT WAS USED

FOR DESIGN PURPOSES.

14. ALL EXPOSED EXTERNAL CORNERS OF FOUNDATIONS TO BE CHAMFERED 3/4" BY 45

DEGREES UNLESS NOTED OTHERWISE.

15. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL CONCRETE HAS REACHED ITS

28-DAY COMPRESSIVE STRENGTH, AND THE WALLS MUST BE ADEQUATELY BRACED W/

TEMPORARY BRACING AND/OR FLOOR SLAB IS INSTALLED.

16. INSTALL RIGID INSULATION ON ALL PERIMETER FOUNDATION WALLS, REFER AND

COORDINATE WITH ARCHITECTURAL DRAWINGS.

17. THE WELDING OF REINFORCING STEEL BARS IS NOT PERMITTED, INCLUDING BUT NOT

LIMITED TO TACK WELDS, BUTT WELDS, GROOVE WELDS, ETC.

18. CONTRACTOR SHALL SUBMIT MIX DESIGNS FOR APPROVAL TO SOILS & STRUCTURES FOR

ALL CAST-IN-PLACE CONCRETE INCLUDING FOUNDATIONS, WALLS, AND FLOOR SLABS.

EXCLUDES PAVING OR OTHER EXTERIOR CONCRETE BY OTHERS.

CONCRETE

REINFORCING STEEL

LAP SPLICES

SIZE TOP BARS OTHER BARS

#3 24" 21"

#4 33" 27"

#5 42" 33"

#6 51" 39"

#7 72" 54"

#8 81" 63"

#9 93" 72"

#10 102" 81"

#11 114" 87"

SOIL SPECIAL INSPECTION

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED

VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

----- X

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH

AND HAVE REACHED PROPER MATERIAL.

----- X

PERFORM CLASSIFICATION AND TESTING OF CONTROLLED

FILL MATERIALS.

----- X

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESS DURING PLACEMENT AND COMPACTION OF

CONTROLLED FILL.

X -----

PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

PROPERLY.

----- X

CONCRETE SPECIAL INSPECTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE

INSPECT REINFORCEMENT, INCLUDING PRESTRESSING

TENDONS, AND VERIFY PLACEMENT.

----- X ACI 318: 20, 25.2, 25.3, 26.6.1-26.6.3 1908.4

REINFORCING BAR WELDING:

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A706;

B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5

16"; AND

C. INSPECT ALL OTHER WELDS.

X

X

X

AWS D1.4

ACI 318: 26.6.4

3 INSPECT ANCHORS CAST IN CONCRETE. ----- X ACI 318: 17.8.2 -----

INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS.

B.MECHANICAL AND ADHESIVE ANCHORS NOT DEFINED IN 4.A.

X

X

ACI 318: 17.8.2.4

ACI 318: 17.8.2

5 VERIFY USE OF REQUIRED DESIGN MIX. ----- X ACI 318: CH. 19, 26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS,

AND DETERMINE THE TEMPERATURE OF THE CONCRETE.

X -----

ASTM C 172

ASTM C 31

ACI 318: 26.4, 26.12

1908.10

INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

X ----- ACI 318: 26.5 1908.6, 1908.7, 1908.8

VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES.

----- X ACI 318: 26.5.3-26.5.5 1908.9

9 INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. ----- X ACI 318: 26.8 -----

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED.

----- X ACI 318: 26.11.1.2(b) -----

12.

13.

14.

15.

TYP.

50'-4"

1 2 3 4

N O R

TH

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

FOUNDATION PLAN

AREA NOT IN SCOPE

EXISTING 1-STORY PRE-ENGINEERED

METAL BUILDING

5'-0"

'-0

'-1

11"

S301

S301

W

T

.O .F

'-0

W

T

.O .F

'-0

S301

11"

NEW 6" CONC. SLAB-ON-GRADE, REINFORCED

WITH 6X6 W2.9XW2.9 WWF PLACED 2" FROM

TOP OF SLAB. PROVIDE 10 MIL VAPOR BARRIER

OVER 12" MIN. OF COMPACTED MDOT CLASS II

GRANULAR FILL OR MDOT 6AA AGGREGATED FILL

COMPACTED PER CONCRETE NOTE #9.

W18

B.O.F. = MATCH EXIST.

W18 T.O.F. = 97'-0"

PROVIDE CONTROL JOINTS AT A

MAX SPACING OF 14'-0" O.C. EA.

WAY PER DETAIL 5/S301, TYP.

SHEET NO.

S-101

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LEGEND

MARK

W18

FOOTING SCHEDULE

DIMENSIONS

LENGTH

CONT.

WIDTH

1'-6"

THICKNESS

12"

REINFORCING

(2) #5 BARS CONT.

TOP OF WALL 8" BELOW FINISHED FLOOR

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DETAIL

1/S301

F.F. = FINISHED FLOOR = 100'-0"

T.O.W. = TOP OF WALL = 100'-0" U.N.O.

T.O.F. = TOP OF FOOTING = 97'-0" U.N.O.

B.O. FTG.

MATCH EXIST.

8"

T.O.W 99'-4"

FIN. FLOOR

100'-0"

SCALE: 3/4" = 1'-0"S101

2 FOUNDATION WALL @ EXIST.

(2) #5 BARS CONT.

TOP & BOTTOM

#5 DOWELS FULL HEIGHT

@ 48" O.C. W/6" HOOK

RIGID INSULATION,

SEE ARCH.

CONCRETE FLOOR

SLAB, SEE PLAN

EPOXY #5 BARS 8" INTO EXIST.

FTG. @ 12" O.C. USING HILTI

HIT-HY 200 ADHESIVE

2" EXPANSION

MATERIAL

C L R8

M

IN

EXSISTING BUILDING

FND. WALL & FTG.

18"

24"

4" DOWEL

@ 12" O.C.

18"

24"

SLOPE

FIN. FLOOR

100'-0" 24"

18"

B.O. FTG.

96'-0"

T.O. WALL

99'-4"

T.O.F.

SEE PLAN

SCALE: 3/4" = 1'-0"S101

3 EXTERIOR FROST FREE SLAB

C L

R (2) #5 BARS CONT.

TOP & BOTTOM

2" EXPANSION

MATERIAL.

8" CONCRETE

WALL

4" DOWEL

@ 12" O.C.

4" DOWEL

@ 12" O.C.

CONC. FLOOR

SLAB, SEE PLAN

RIGID INSULATION,

SEE ARCH.

5" VERTICAL DOWEL

@ 48" O.C. W/6" HOOK,

ALT. HOOK DIRECTION

CONT. WALL FTG.

(SEE FTG. SCHEDULE

FOR SIZE & REINF.)

(2) #5 BARS CONT.

TOP & BOTTOM

11" EXT.

FND. WALL

T.O. WALL

99'-4"

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

TYPICAL TRENCH DETAIL4

S101

100'-0"

FIN. FLOOR

CONC. FLOOR

SLAB, SEE PLAN

M

IN

8" MIN 8" MIN

TRENCH DRAIN,

BY OTHERS

C L R

(3) #4 CONT.

#4 @ 18" O.C.

8" SAW CUT MIN. 14 SLAB DEPTH

SAWCUT WITHIN 8 HOURS OF POURING

TYP. CONTROL JOINT

NOTE: CONTROL JOINTS TO BE

SPACED AT MAX, 14'-0" O.C.

4"Ø X 2'-0" SMOOTH DOWELS @

12" O.C. CENTERED IN SLAB.

EXTEND 12" INTO SLAB

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

SLAB DETAILS5

S101

TYP. CONSTRUCTION JOINT

C L R

C

L R

10 MIL VAPOR

BARRIER

10 MIL VAPOR

BARRIER

MIN. 12" COMPACTED

AGGREGATE OR GRANULAR FILL

MIN. 12" COMPACTED

AGGREGATE OR GRANULAR FILL

EDGE EACH SIDE W/ 18" RADIUS

CONC. FLOOR

SLAB, SEE PLAN

CONC. FLOOR

SLAB, SEE PLAN

GRADE

T.O.F

SEE PLAN

FIN. FLOOR

100'-0"

SCALE: 3/4" = 1'-0"S101

1 TYP. FOUNDATION WALL

11"

METAL STUD WALL, METAL PANEL

& ANCHORAGE BY OTHERS

2" EXPANSION

MATERIAL

CONCRETE FLOOR

SLAB, SEE PLAN

#5 DOWELS FULL HEIGHT

@ 48" O.C. W/6" HOOK

ALT. HOOK DIRECTION

(2) #5 BARS CONT.

TOP & BOTTOM

RIGID INSULATION,

SEE ARCH.

WALL FOOTING, SEE

SCHEDULE FOR SIZE &

REINFORCEMENT

SHEET NO.

S-401

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