511-21325CAK_03 Stru.pdf

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FIELD WELD SYMBOL

S

S

L-P

L-P

DEPTH OF PENETRATION

OR SIZE IN INCHES

WELD ALL AROUND

SYMBOL

R

LENGTH OF WELD IN INCHES

PITCH (CENTER TO

CENTER SPACING) OF

WELDS IN INCHES

SPECIFICATION, PROCESS,

OR OTHER REFERENCE

TAIL (OMITTED WHEN

REFERENCE IS NOT USED)

WELD SYMBOL

REFERENCE LINE

WELD SYMBOL NOMENCLATURE

S000

X SCALE: X" = 1'-0"

TITLE

VIEW TITLE

SECTION MARKER

DETAIL CALLOUT

ELEVATION MARKER

DETAIL NO

DETAIL NO

DRAWING NO DRAWING NO

ELEVATION

NO

DRAWING SYMBOLS

S000 X

S000

BREAK MARKER

S000 X

NORTH ARROW

(SHOWN IN KEYPLAN)

VIEWING DIRECTION

DETAIL NO

DRAWING NO

ELEVATION NOTATION

FOOTING STEPHI

LOW

SPAN DIRECTION SYMBOL

ELEV

REF

SLAB STEP

W24X55 [#]40k

BEAM SIZE

MOMENT CONNECTION SYMBOL

BEAM END REACTION

IN KIPS TYP

TOP OF STEEL ELEVATION

IF DIFFERENT FROM TYPICAL

FOR LEVEL SHOWN ON PLANS

(X'-YY") 40k

NUMBER OF

REQUIRED

SHEAR STUDS

C = (X'-Y")

CAMBER

AXIAL FORCE

IN KIPS

M=5k-ft A=11k

MOMENT FORCE

IN KIP-FT

BEAM

BRACE TYP

BEAM LEGENDGENERAL

A. GOVERNING CODES

a. BUILDING CODE 2015 MICHIGAN BUILDING CODE

b. GENERAL DESIGN LOADS ASCE 7-10

c. CONCRETE ACI 318-14

d. STEEL FRAMING AISC 360-10 & AISC 341-10

e. COLD-FORMED STEEL FRAMING AISI S100-12

f. WOOD AWC NDS-2015 & SDPWS-08

g. MASONRY TMS 402-2013

B. RISK CATEGORY II

C. ROOF

a. DEAD LOAD

• ROOFING, INSULATION AND DECK 04 PSF

• STEEL FRAMING 05 PSF

• MECH, ELECT, AND PLUMBING 06 PSF

• CEILING 01 PSF

• MISC 02 PSF

• TOTAL ROOF DEAD LOAD 18 PSF

b. LIVE LOAD 20 PSF

D. GROUND FLOOR (SLAB-ON-GRADE)

a. LIVE LOAD 100 PSF

E. SNOW LOADS

a. GROUND SNOW LOAD Pg 35 PSF

b. FLAT ROOF SNOW LOAD Pf 24.5 PSF

F. WIND LOADS

a. WIND VELOCITY 115 MPH

b. EXPOSURE CATEGORY C

c. ENCLOSURE CLASSIFICATION ENCLOSED

G. SEISMIC DESIGN DATA

a. SEISMIC DESIGN CATEGORY A

b. SEISMIC IMPORTANCE FACTOR 1.0

c. SEISMIC SITE CLASS (SOILS) D

d. SEISMIC RESISTING SYSTEM

• STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

EXCLUDING CANTILEVER COLUMN SYSTEM

e. RESPONSE MODIFICATION FACTOR 3.0

f. DEFLECTION AMPLIFICATION FACTOR 3.0

g. EARTHQUAKE SPECTRAL RESPONSE

• ACCELERATION AT SHORT PERIODS Ss = 0.065

h. EARTHQUAKE SPECTRAL RESPONSE

• ACCELERATION, PERIOD = 1 SECOND S1 = 0.04

i. DESIGN 5% DAMPED, SPECTRAL RESPONSE

• ACCELERATION AT SHORT PERIODS SDS = 0.069

j. DESIGN 5% DAMPED, SPECTRAL RESPONSE

ACCELERATION, PERIOD = 1 SECOND SD1 = 0.064

k. SEISMIC BASE SHEAR V = 0.023 Wx

l. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

STRUCTURAL DESIGN CRITERIA

1. FOUNDATION DESIGN IS BASED ON GEOTECHNICAL REPORT, DATED DECEMBER 03, 2021 AND ADDENDA PREPARED BY SME, INC. REPORT # 088039. SOIL BEARING PRESSURE NOT TO EXCEED 3000 PSF FOR FOOTINGS WITHIN BUILDING FOOTPRINT. REFER TO GEOTECHNICAL REPORT FOR ALL PROJECT REQUIREMENTS PERTAINING TO EARTHWORK, INCLUDING BUT NOT LIMITED TO, EXCAVATION, BACKFILLING, COMPACTION, AND

MATERIALS.

2. FOUNDATION SYSTEM - CONCRETE WALLS, SLABS-ON-GRADE AND SPREAD FOOTINGS.

3. EXTERIOR CONSTRUCTION SHALL BE FOUNDED BELOW FINISHED GRADE AT A MINIMUM DEPTH OF 3'-6", UNLESS

NOTED OTHERWISE.

4. FOUNDATION UNITS SHALL BE CENTERED UNDER SUPPORTED STRUCTURAL MEMBERS, UNLESS NOTED

OTHERWISE ON THE DRAWINGS.

5. REFER TO THE GEOTECHNICAL REPORT FOR ACCEPTABLE FOUNDATION BACKFILL AND SLAB-ON-GRADE

SUBGRADE MATERIAL. DO NOT PLACE FILL UNTIL SUBMITTAL FOR FILL MATERIAL IS APPROVED BY

ARCHITECT/ENGINEER.

6. REFER TO THE GEOTECHNICAL REPORT FOR BACKFILL AND FILL REQUIREMENTS.

7. ALL FOUNDATION ELEMENTS ARE TO BE PLACED ON UNDISTURBED APPROVED NATIVE SOIL OR ON 1'-0" MINIMUM

APPROVED COMPACTED STRUCTURAL FILL. STRUCTURAL FILL SHALL EXTEND 1'-0" MINIMUM BEYOND THE FOUNDATION ELEMENT AND THEN DOWNWARD TO NATURAL SOILS AT A SLOPE OF 2 HORIZ. TO 1 VERT.

8. REFER TO GEOTECHNICAL REPORT FOR COMPACTION REQUIREMENTS FOR BACKFILL AND FILL MATERIALS.

9. EACH PRIME CONTRACTOR SHALL PROVIDE ALL TRENCHING WORK REQUIRED FOR ITS CONTRACT, INCLUDING

TRENCH EXCAVATION, AND BACKFILL (WITH ACCEPTABLE FILL, SEE GEOTECHNICAL REPORT) TO WITHIN 1'-0" OF FINISH GRADE/FLOOR. ALL TRENCHING WORK WITHIN THE BUILDING FOOTPRINT SHALL BE COORDINATED WITH THE GENERAL CONTRACTOR. GENERAL CONTRACTOR MUST ACCEPT, IN WRITING, THE QUALITY OF THE TRENCH BACKFILL OF OTHER PRIME CONTRACTORS BEFORE BEGINNING WORK OVER THE TOP OF THE TRENCH.

10. EXCAVATION AND BACKFILL OPERATIONS SHALL BE MAINTAINED IN A DRY CONDITION. SURFACE AND INFILTRATING WATER SHALL BE REMOVED BY SITE GRADING AND PUMPING FROM SUMPS AS REQUIRED.

11. NO FOUNDATION CONCRETE SHALL BE PLACED IN WATER OR ON FROZEN SUBGRADE MATERIAL.

12. PROTECT IN-PLACE FOUNDATIONS AND SLABS FROM FROST PENETRATION UNTIL THE PROJECT IS COMPLETED.

13. THE CONTRACTOR IS RESPONSIBLE FOR EXCAVATION SAFETY. EXCAVATIONS MUST BE PERFORMED IN

ACCORDANCE WITH THE CURRENT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS.

14. PROVIDE TEMPORARY OR PERMANENT SUPPORTS WHETHER SHORING, SHEETING OR BRACING SO THAT NO

HORIZONTAL MOVEMENT OR VERTICAL SETTLEMENT OCCURS TO EXISTING STRUCTURES, STREETS OR UTILITIES

ADJACENT TO THE PROJECT SITE.

FOUNDATION NOTES

CAST-IN-PLACE CONCRETE

DEFLECTION CRITERIA

FRAMING ELEMENT

ALLOWABLE DEFLECTION

LOADING

ROOF MEMBER

DEAD+LIVE

LIVE

DEFLECTION LIMIT

L/180 L/240

1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE ACI-318 "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE."

2. ALL CONCRETE SHALL BE CONTROLLED CONCRETE, PROPORTIONED, MIXED AND PLACED IN THE PRESENCE OF A

REPRESENTATIVE OF AN APPROVED TESTING AGENCY.

3. PRIOR TO PLACEMENT OF CONCRETE, A FIELD REPRESENTATIVE SHALL BE INFORMED A MINIMUM OF 24 HOURS IN ADVANCE OF PLACEMENT, TO ALLOW FOR INSPECTION OF REINFORCING STEEL, AND PREPARATION FOR TAKING CONCRETE SAMPLES. INDEPENDENT TESTING IS REQUIRED FOR ALL CONCRETE PLACEMENTS. CONCRETE TO BE SAMPLE IN ACCORDANCE WITH ACI 318 AND APPLICABLE ASTM TESTING PROCEEDURES. QUANTITY OF SPECIMENS, FREQUENCY OF SAMPLING AND CYLINDER COMPRESSION TESTING SCHEDULE TO BE DETERMINED BY ACI 318, OWNERS REQUIREMENTS, AND / OR LOCAL JURISDICTION REQUIREMENTS, WHICHEVER IS MORE STRINGENT.

4. UNLESS NOTED OTHERWISE, STRUCTURAL CONCRETE SHALL HAVE THE FOLLOWING STRENGTH, AND DURABILITY

REQUIREMENTS:

EXPOSURE CLASS AIR MIN 28 DAY MAX W/C

TYPE F S W C CONTENT COMP STRENGTH RATIO

INT SLAB-ON-GRADE F0 S0 W0 C0 1.0% - 3.0% 4000 PSI 0.40

EXT SLAB-ON-GRADE F2 S0 W0 C1 4.5% - 7.5% 4500 PSI 0.40

FDN/RETAINING WALLS F2 S0 W0 C1 4.5% - 7.5% 4500 PSI 0.42

FOOTINGS/PIERS F0 S1 W0 C1 1.0% - 3.0% 4000 PSI 0.50

5. ALL CONCRETE EXPOSED TO THE WEATHER IN THE FINISHED PROJECT SHALL BE AIR ENTRAINED PER ACI 318

BASED ON AGGREGATE SIZE, OR PER EXPOSURE CLASS, WHICHEVER IS MORE STRINGENT.

6. UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (144 PCF +/-) WITH ALL CEMENT CONFORMING TO ASTM C150/C595, TYPE I / II. MAXIMUM AGGREGATE SIZE SHALL BE 1-1/2" FOR FOOTINGS AND 3/4"

FOR WALLS AND SLABS, CONFORMING TO ASTM C33.

7. CONTRACTOR SHALL SUBMIT A CONCRETE MIX DESIGN IN ACCORDANCE WITH ACI 318 FOR EACH TYPE OF CONCRETE APPLICABLE TO THE PROJECT PRIOR TO THE PLACEMENT OF CONCRETE FOR APPROVAL. THE ADDITION OF WATER AT THE PLANT OR IN THE FIELD GREATER THAN THE SPECIFIED WATER CONTENT IS PROHIBITED.

ADMIXTURE PRODUCT DATA SHALL BE SUBMITTED FOR APPROVAL.

8. THE USE OF HIGH EARLY STRENGTH CONCRETE MAY BE REQUESTED BY THE CONTRACTOR. MIX DESIGN DATA

USING FIELD CURED SPECIMENS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL.

9. ALL FORMWORK TO BE CONSTRUCTED IN ACCORDANCE WITH ACI-347 "GUIDE TO FORMWORK FOR CONCRETE" WITHIN TOLERANCE LIMITS DEFINED IN ACI-117 "SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION

AND MATERIALS."

10. CONCRETE FOR FOOTINGS IS TO BE POURED ON THE SAME DAY AS THE SUBGRADE PREPARATION IS APPROVED BY

THE INDEPENDENT INSPECTION AGENCY / GEOTECHNICAL ENGINEER.

11. CONCRETE SHALL NOT BE POURED OVER STANDING WATER, SATURATED OR FROZEN SOILS.

12. STRUCTURAL STEEL BELOW GRADE SHALL BE ENCASED IN CONCRETE WITH A MINIMUM COVER OF 2".

13. REVIEW ALL ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR LOCATIONS AND

ELEVATIONS OF ALL SLAB PENETRATIONS, FLOOR DRAINS, EQUIPMENTS PADS, TRENCHES, CHASES, ANCHOR BOLTS, ETC. ALL SLOTS, SLEEVES AND OTHER EMBEDDED ITEMS SHALL BE SET BEFORE CONCRETE IS PLACED.

REFER TO APPLICABLE DRAWINGS FOR SIZES AND LOCATIONS.

14. PLUMBING LINES AND ELECTRICAL CONDUITS ARE TO BE PLACED BELOW (NOT WITHIN) THE SLAB ON GRADE.

VERTICAL PENETRATIONS ARE PERMITTED.

15. UTILITY PIPING SHALL NOT PASS THROUGH FOOTINGS. TOP OF UTILITY PIPING MUST BE ATLEAST 12" BELOW BOTTOM OF WALL FOOTINGS OR ABOVE OR OTHERWISE FOOTINGS MUST BE LOWERED. COORDINATE LOCATIONS WITH CIVIL AND MEP DRAWINGS. ALL PIPE PENETRATIONS THROUGH FOUNDATION WALLS SHALL BE SLEEVED.

PROVIDE SCHEDULE 40 PVC PIPE SLEEVES TWO SIZES LARGER THAN PROPOSED PIPE OR CONDUIT. DO NOT CUT

OR BEND MAIN REINFORCING STEEL AT SLEEVE LOCATIONS.

16. OPENINGS IN SLABS AND WALLS LESS THAN 12" DIAMETER ROUND OR 12" SQUARE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL DRAWINGS. OPENINGS SHOWN ON STRUCTURAL DRAWINGS SHALL NOT BE REVISED WITHOUT

PRIOR WRITTEN APPROVAL OF THE ARCHITECT.

17. ANY CUTTING/CORING OF CONCRETE IS PROHIBITED UNLESS APPROVED BY THE EOR.

18. CONTRACTOR SHALL PROVIDE THE FOLLOWING CONTRACTION AND ISOLATION JOINTS IN SLABS ON GRADE.

• ISOLATION JOINTS AT COLUMNS SHALL BE 1/2" PREFORMED JOINT FILLER, DIAMOND SHAPED, AS INDICATED ON

THE TYPICAL DETAILS.

• UNLESS NOTED OTHERWISE ON DRAWINGS, PROVIDE CONTRACTION JOINTS AT COLUMN LINES AND ADDITIONALLY AS REQUIRED SO THAT THE SPACING DOES NOT EXCEED 12 FEET AND THE AREA BOUNDED BY

JOINTS LENGTH TO WIDTH RATIO NOT EXCEED 1.5 TO 1.

• BEGIN SAW CUTTING ONCE CONCRETE HAS HARDENED SUFFICIENTLY TO PREVENT DISLODGEMENT OF AGGREGATES. SAW CUTS ARE TO BE 1/4 SLAB DEPTH (1" MINIMUM) AND SHALL BE MADE WITHIN 12 HOURS OF

PLACING THE SLAB.

• AFTER CONCRETE PLACED FOR SLABS INSIDE THE BUILDING HAS CURED AND IS READY FOR PLACEMENT OF FLOOR FINISHES, ALL CONTROL JOINTS SHALL BE FILLED WITH AN APPROVED JOINT FILLER.

19. PROVIDE CONSTRUCTION AND CONTROL JOINTS IN CONCRETE WALLS. DO NOT EXCEED 65 FEET BETWEEN JOINTS AND NOT WITHIN 5 FEET OF A CORNER. COORDINATE JOINT LOCATIONS WITH BRICK VENEER CONTROL JOINT

LOCATIONS, SEE ARCHITECTURAL DRAWINGS.

20. PROVIDE 1/2" PREFORMED JOINT FILLER AND CAULK WHERE ALL HORIZONTAL CONCRETE SURFACES MEET ANY

VERTICAL SURFACES.

21. PROVIDE 3/4" x 3/4" CHAMFER AT ALL EDGES OF EXPOSED CONCRETE COLUMNS, PIERS AND WALLS.

22. THE CONTRACTOR SHALL PROTECT THE CONCRETE FROM THE FOLLOWING IMMEDIATELY AFTER PLACEMENT:

• PREMATURE DRYING.

• HOT WEATHER, REFER TO ACI-305R "HOT WEATHER CONCRETING"

• COLD WEATHER / FREEZING, REFER TO ACI-306R "COLD WEATHER CONCRETING"

23. BEGIN THE SELECTED CURING METHOD OF CONCRETE SLABS WITHIN TWO HOURS AFTER SURFACE FINISHING OPERATIONS ARE COMPLETED. CURING METHOD SHALL REMAIN IN PLACE UNTIL THE CONCRETE HAS REACHED A

MINIMUM OF 75% OF THE REQUIRED 28 DAY COMPRESSIVE STRENGTH.

24. THE CONTRACTOR SHALL FINISH CONCRETE FLATWORK TO THE FOLLOWING RANDOM TRAFFIC FLOOR FINISH

TOLERANCES (ACI-117 4.8.5) WHEN MEASURED IN ACCORDANCE WITH ASTM E1155:

• SLAB ON GRADE

SPECIFIED OVERALL FF = 35 / FL = 25

MINIMUM LOCAL FF = 21 / FL = 15

* - LEVELNESS F-NUMBERS APPLY ONLY TO SLABS ON GRADE AND ELEVATED SLABS-ON-DECK THAT ARE

SHORED AT THE TIME OF TESTING.

1. DETAILING, FABRICATION, AND INSTALLATION OF REINFORCEMENT SHALL CONFORM TO ACI-318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," AND THE MOST RECENT ADDITIONS OF SP-66 "ACI DETAILING

MANUAL" AND THE CRSI "MANUAL OF STANDARD PRACTICE."

2. STEEL REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL CONFORM TO THE FOLLOWING:

BARS, TIES, AND STIRRUPS ASTM A615 GRADE 60 (MIN. YIELD STRESS FY = 60 KSI)

WELDED WIRE FABRIC (WWF) ASTM A185

3. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR APPROVAL. PROVIDE AND SCHEDULE ON SHOP

DRAWINGS THE NECESSARY ACCESSORIES TO HOLD REINFORCEMENT SECURELY IN POSITION.

4. ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. IF REQUIRED, ADDITIONAL BARS, STIRRUPS, OR CHAIRS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS.

• MAXIMUM OF 4'-0" OC SPACING FOR CHAIRS IN SLABS.

5. MINIMUM CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL BE AS

FOLLOWS:

• UNFORMED SURFACES CAST AGAINST AND PERMANENTLY IN CONTACT WITH EARTH 3.0"

6. FORMED SURFACES IN CONTACT WITH EARTH OR EXPOSED TO WEATHER

#6 THROUGH #18 BARS 2.0"

#5 BARS, 5/8" WIRE AND SMALLER 1.5"

• FORMED SURFACES NOT IN CONTACT WITH EARTH OR EXPOSED TO WEATHER

WALLS, SLABS, JOISTS

#14 AND #18 BARS 1.5"

#11 BARS AND SMALLER 1.0"

• BEAMS, GIRDERS AND COLUMNS:

PRINCIPAL REINFORCEMENT, TIES, STIRRUPS OR SPIRALS 1.5"

7. WHERE CONTINUOUS REINFORCEMENT IS SPECIFIED IT SHALL BE EXTENDED CONTINUOUSLY AROUND CORNERS AND LAPPED AT NECESSARY SPLICES OR HOOKED AT DISCONTINUOUS ENDS. LAP SHALL BE CLASS B TENSION LAP SPLICES PER ACI 318, UNLESS NOTED OTHERWISE ON PLANS. STAGGER REINFORCING LAP SPLICES A

MINIMUM OF 6 FEET.

8. REINFORCEMENT SHALL BE CONTINUOUS THROUGH THE FOLLOWING, UNLESS NOTED OTHERWISE:

• CONSTRUCTION JOINTS

• FOUNDATION WALL REINFORCEMENT SHALL BE CONTINUOUS THROUGH COLUMN PIERS

• WALL FOOTING REINFORCEMENT SHALL BE CONTINUOUS THROUGH COLUMN FOOTINGS

9. WHERE REINFORCEMENT IS NOT SHOWN ON DRAWINGS PROVIDE REINFORCEMENT IN ACCORDANCE WITH APPLICABLE DETAILS AS DETERMINED BY THE ARCHITECT. IN NO CASE SHALL REINFORCEMENT BE LESS THAN

THE MINIMUM REINFORCEMENT PERMITTED BY THE APPLICABLE CODES.

10. WHERE REINFORCEMENT IS REQUIRED IN SECTION, REINFORCEMENT IS CONSIDERED TYPICAL WHEREVER THE

SECTION APPLIES.

11. DOWELS FROM FOOTINGS INTO WALLS AND PIERS SHALL MATCH BAR SIZE AND NUMBER, UNLESS NOTED

OTHERWISE.

12. WELDED WIRE FABRIC

• SHALL BE IN FLAT SHEETS

• LAP SHEETS ONE AND ONE-HALF SPACES (6" MINIMUM) AND WIRE TOGETHER AT 3'-0" OC MAX.

• SUPPORT SHEETS WITH APPROVED SLAB BOLSTERS OR CHAIRS AT NOT MORE THAN 4'-0" OC IN EACH

DIRECTION AT THE PROPER ELEVATION.

• SEE NOTES, TYPICAL DETAILS AND PLANS FOR MATERIAL, SIZE AND LOCATION.

13. REINFORCEMENT SHALL NOT BE TACK WELDED.

14. PROVIDE 2 - #4 x 3'-0" LONG TOP BARS AT ALL RE-ENTRANT CORNERS IN SLAB-ON-GRADE CONSTRUCTION.

15. INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AND A FIELD REPRESENTATIVE SHALL BE INFORMED A

MINIMUM OF 24 HOURS IN ADVANCE OF CONCRETE PLACEMENT, TO ALLOW FOR INSPECTION OF THE

REINFORCING STEEL.

CONCRETE REINFORCEMENT

1. ALL WORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE REQUIREMENTS OF THE GOVERNING LOCAL MUNICIPAL CODES AND SPECIFICATIONS (INCLUDING SUPPLEMENTS) FOR THIS TYPE OF CONSTRUCTION. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE GOVERNING CODES AND

REFERENCED STANDARDS LISTED BELOW.

2. THE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS AND ALL OTHER APPLICABLE DISCIPLINE DRAWINGS. ANY CONFLICT BETWEEN NOTES, DETAILS, AND SPECIFICATIONS, THE MOST RIGID REQUIREMENTS SHALL GOVERN.

3. THE CONTRACTOR SHALL NOT MAKE DEVIATIONS FROM THE DESIGN DOCUMENTS WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT AND/OR ENGINEER OF RECORD (EOR). CHANGES BY THE CONTRACTOR, DUE TO CONTRACTOR PROPOSED ALTERNATIVES OR TO CORRECT CONTRACTOR ERRORS/OMISSIONS, MUST BE SUBMITTED TO THE ARCHITECT/E.O.R FOR APPROVAL. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS INCLUDING ENGINEERING FEES FOR REVIEW, OBSERVATIONS, STRUCTURAL CALCULATIONS, AND REVISIONS.

THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL SUBSTITUTIONS THROUGH

THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES.

4. THE STRUCTURE IS DESIGNED AS SELF SUPPORTING AFTER THE BUILDING IS FULLY COMPLETED. THE CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION METHODS, PROCEDURES AND SEQUENCES, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS. TEMPORARY BRACING, SHEETING, SHORING/ETC., TO ENSURE THE STRUCTURAL STABILITY OF THE NEW STRUCTURE, EXISTING STRUCTURES, SIDEWALKS, AND UTILITIES, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE LOCAL JURISDICTION. LOADS GREATER THAN THE INDICATED DESIGN LIVE LOADS SHALL NOT BE PLACED ON THE STRUCTURE. ALL CONSTRUCTION PROCESSES SHALL MEET ALL APPLICABLE OSHA

REQUIREMENTS.

5. CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER FREE AND HARMLESS OF ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THE PROJECT, EXCEPT FOR

LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE ENGINEER.

6. ALL SECTIONS AND DETAILS, WHETHER EXPLICITLY CUT ON PLAN OR NOT, SHALL BE CONSIDERED TYPICAL AND SHALL APPLY AT SIMILAR CONDITIONS. SIGNIFICANT ADJUSTMENTS ACCOUNTING FOR VARYING CONDITIONS IN THE FIELD SHOULD BE SUBMITTED TO ARCHITECT AND/OR EOR FOR APPROVAL AND BE RESOLVED PRIOR TO

BEGINNING WORK.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK AND COORDINATION INVOLVED TO PROVIDE OPENINGS, CHASES, EQUIPMENT PADS, HANGERS, INSERTS, SLEEVES, ETC. INDICATED ON ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS

SHALL NOT BE REVISED WITHOUT APPROVAL FROM THE ARCHITECT AND/OR EOR.

8. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS AND INFORMATION NOT SHOWN.

WORKING DIMENSIONS SHALL NOT BE SCALED FROM STRUCTURAL PLANS, SECTIONS, OR DETAILS. ANY REFERENCE TO WATERPROOFING AND FIREPROOFING ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE

ONLY, SEE ARCHITECTURAL DRAWINGS FOR SPECIFIC REQUIREMENTS.

9. CONTRACTOR SHALL VISIT THE SITE AND VERIFY EXISTING CONDITIONS AND UTILTIES PRIOR TO STARTING ANY CONSTRUCTION. STRUCTURAL MEMBER INFORMATION INDICATED AS EXISTING (EXIST) ON DRAWINGS WAS OBTAINED DURING LIMITED FIELD OBSERVATIONS AND/OR FROM LIMITED DRAWINGS IF AVAILABLE. ACTUAL CONDITIONS MAY DIFFER FROM THAT WHICH IS INDICATED ON PLAN. IF FIELD CONDITIONS VARY FROM THOSE SHOWN ON CONTRACT DOCUMENTS, THE CONTRACTOR IS TO CONTACT THE ARCHITECT IMMEDIATELY. ALL FIELD DIMENSIONS ARE TO BE VERIFIED AND NOTED AS SUCH ON SHOP DRAWING PRIOR TO FABRICATION OF

ANY NEW STRUCTURAL MEMBERS.

10. THESE DRAWINGS DO NOT DEFINE THE ENTIRE SCOPE OF THE CONTRACTOR OR SUBCONTRACTOR CONTRACTS. REFER TO ALL APPLICABLE ARCHITECTURAL, STRUCTURAL, AND OTHER DISCIPLINE DRAWINGS

AS REQUIRED.

MEMBER DEPTH:

(EXAMPLE: 6" = 600 X

1/100 INCHES)

ALL MEMBER DEPTHS ARE

TAKEN AS 1/100 INCHES

600 S

STYLE:

(EXAMPLE: STUD OR JOIST

SECTION = S)

S = STUD OR JOIST SECTIONS

T = TRACK SECTIONS

U = CHANNLE SECTIONS

F = FURRING CHANNEL

SECTIONS

162 - 54

FLANGE WIDTH:

(EXAMPLE: 1 5/8" = 1.62 X

1/100 INCHES)

ALL FLANGE WIDTHS ARE

TAKEN AS 1/100 INCHES

MATERIAL THICKNESS:

(EXAMPLE: 0.054" = 54 MILS & 1

MIL = 1/1000 INCHES)

43 = 18 GAGE

54 = 16 GAGE

68 = 14 GAGE

97 = 12 GAGE

LIGHT GAGE METAL FRAMING PRODUCT IDENTIFICATION

ACCORDING TO STEEL STUD MANUFACTURERS ASSOCIATION FOUR PART IDENTIFICATION CODE SYSTEM

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LBS POUNDS

LG LONG

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LS LONG SLOTTED

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LVL LAMINATED VENEER LUMBER

LW LIGHT WEIGHT

MAX MAXIMUM

MC MISCELLANEOUS CHANNEL

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL, ELECTRICAL,

PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NW NORMAL WEIGHT

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

PAF POWDER ACTUATED

FASTENER

PC PRECAST

Pd DRIFTED SNOW LOAD

PEMB PRE ENGINEERED METAL

BUILDING

Pf FLAT ROOF SNOW LOAD

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINIER FOOT

PLYWD PLYWOOD

PMEJ PREMOLDED EXPANSION JOINT

PMF PREMOLDED FILLER

Ps SLOPED ROOF SNOW LOAD

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESSURE TREATED

PTD PAINTED

R RISER

R= BEAM END SHEAR REACTION

RD ROOF DRAIN

REF REFER - REFERENCE

REINF REINFORCING

REQ'D REQUIRED

REV REVISION

RO ROUGH OPENING

SCH SCHEDULE

SCL STRUCTURAL COMPOSITE

LUMBER

SF SQUARE FEET

SIM SIMILAR

SOG SLAB ON GRADE

SPEC SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STL STEEL

STRUCT STRUCTURAL

SYS SYSTEM

T TREAD

T&B TOP AND BOTTOM

T/ TOP OF

T= TENSION FORCE

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TOSL TOP OF SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V.I.F. VERIFY IN FIELD

VERT VERTICAL

W WIDE

W SNOW DRIFT WIDTH

W/ WITH

W/O WITHOUT

WCJ WALL CONTRACTION JOINT

WD WOOD

WF WIDE FLANGE

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

@ AT

A= AXIAL FORCE

AB ANCHOR BOLT

ABV ABOVE

ADJ ADJACENT

ADJST ADJUSTABLE

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

ALUM ALUMINUM

APPROX APPROXIMATE

ARCH ARCHITECTURAL

B/ BOTTOM OF

B/W BETWEEN

BLDG BUILDING

BLK BLOCKING

BM BEAM

BOC BOTTOM OF CONCRETE

BOT BOTTOM

BRG BEARING

C CHANNEL

C= COMPRESSION FORCE

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT

PENETRATION

CL CENTER LINE

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COORD COORDINATE

CY CUBIC YARD

DBL DOUBLE

DEG DEGREE

DET DETAIL

DIA - Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DWGS DRAWINGS

DWL DOWEL

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EOD EDGE OF DECK

EOP EDGE OF PLATE

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F'c CONCRETE COMPRESSIVE

STRENGTH

FD FLOOR DRAIN

FF FINISH FLOOR

FLR FLOOR

FND FOUNDATION

FT FEET

FTG FOOTING

Fy YIELD STRESS

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

HI HIGH

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL

SECTION

HVAC HEATING - VENTILATION - AIR

CONDITIONING

ID INSIDE DIAMETER

IJ ISOLATION JOINT

INS INSULATION

INSUL INSULATION

INT INTERIOR

INV INVERT

JT JOINT

k KIPS

K-FT KIP-FOOT

L ANGLE

ABBREVIATIONS

1. STRUCTURAL STEEL SHALL CONFORM TO AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", AND SHALL COMPLY WITH ALL LOCAL LAWS AND ORDINANCES. WHERE CONFLICTING REQUIREMENTS OCCUR, THE

MORE STRINGENT SHALL APPLY.

2. PROVIDE NEW MATERIAL CONFORMING TO THE FOLLOWING REQUIREMENTS FOR ALL STRUCTURAL STEEL:

A. MEMBER GRADE

a. SHAPES ASTM A992 - GRADE 50

b. PLATES, ANGLES, CHANNELS ASTM A36

c. STEEL JOISTS SJI "K AND LH SERIES"

d. STEEL TUBES ASTM A500, GRADE C

e. HIGH STRENGTH BOLTS (MIN 3/4" DIAMETER) ASTM A325

• NUTS ASTM A563

• WASHERS ASTM F436

f. ANCHOR RODS ASTM F1554, GRADE 36

g. WELDING ELECTRODE E70XX

h. METAL DECK WELDING ELECTRODE E60XX MIN

3. A QUALITY CONTROL PROGRAM OF SHOP AND FIELD TESTING AND INSPECTION SHALL BE PERFORMED ON STRUCTURAL STEEL FABRICATION, ERECTION, AND CONNECTIONS IN ACCORDANCE WITH THE SPECIFICATIONS.

SCHEDULE WORK AND PROVIDE ACCESS TO ALLOW THE TESTING REQUIREMENTS TO BE COMPLETED.

4. PERFORM ALL WELDING USING CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL" COMPLY WITH AISC SPECIFICATION SECTION J2 FOR MINIMUM FILLET WELD SIZE, BUT DO NOT USE LESS THAN A 3/16 INCH FILLET UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.

5. SUBMIT ENGINEERED AND CHECKED SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR REVIEW SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF MICHIGAN. SHOW SHOP FABRICATION DETAILS, FIELD ASSEMBLY DETAILS, AND ERECTION DIAGRAMS FOR ALL STRUCTURAL STEEL. SCHEDULE SUBMISSIONS TO

ALLOW 10 WORKING DAYS FOR ENGINEER'S REVIEW PRIOR TO FABRICATION.

6. DESIGN AND DETAILING OF THE CONNECTIONS IS THE RESPONSIBILITY OF THE FABRICATOR. USE RATIONAL ENGINEERING DESIGN AND STANDARD PRACTICE FOR THE CRITERIA SET FORTH IN THE CONTRACT DOCUMENTS. THE DETAILS SHOWN ON THE DRAWINGS ARE CONCEPTUAL AND DO NOT INDICATE THE

REQUIRED WELD SIZES OR NUMBER OF BOLTS UNLESS SPECIFICALLY NOTED.

7. SHOP CONNECTIONS TO BE 3/4" BOLTED OR WELDED. FIELD CONNECTIONS TO BE HIGH STRENGTH BOLTED OR WELDED. BOLTED CONNECTIONS ARE SHEAR/BEARING CONNECTIONS, AND SHALL BE INSTALLED TO THE SNUG TIGHT CONDITION (REFERENCE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 BOLTS).

8. FABRICATE ALL BEAMS WITH THE NATURAL CAMBER UP. PROVIDE ANY ADDITIONAL CAMBER SHOWN ON THE

STRUCTURAL DRAWINGS.

9. DO NOT FIELD CUT ANY STRUCTURAL STEEL WITHOUT THE PRIOR REVIEW AND ACCEPTANCE OF THE ARCHITECT/ENGINEER. CLEARLY INDICATE ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW ANY MEMBER

OPENINGS REQUIRED BY OTHER TRADES.

10. ERECTION PROCEDURES, SEQUENCES AND COORDINATION OF WORK WITH OTHER TRADES IS THE RESPONSIBILITY OF THE CONTRACTOR. PROVIDE ANY ADDITIONAL STEEL REQUIRED FOR ERECTION PURPOSES AT NO COST TO THE OWNER. REMOVE THIS ADDITIONAL STEEL UNLESS DIRECTED OTHERWISE BY THE

ARCHITECT IN WRITING.

11. PROVIDE TEMPORARY BRACING AND SHORING AS REQUIRED FOR THE SAFETY, STABILITY AND ALIGNMENT OF THE STRUCTURE. LEAVE TEMPORARY BRACING IN PLACE FOR AS LONG AS NECESSARY. PERFORM FINAL BOLTING AND WELDING ONLY ON THOSE PORTIONS OF THE STRUCTURE THAT HAVE BEEN ALIGNED AND

PLUMBED WITHIN THE SPECIFIED TOLERANCES.

12. AFTER FABRICATION, CLEAN STEEL OF ALL RUST, LOOSE MILL SCALE, DIRT, OIL, GREASE OR OTHER FOREIGN

MATERIALS.

13. STRUCTURAL STEEL CONTRACTOR SHALL VERIFY ALL ROOF OPENINGS AS TO SIZE AND LOCATION WITH HVAC

AND PLUMBING CONTRACTOR BEFORE FABRICATION OF SUPPORT FRAMES.

14. PROVIDE ANGLE FRAMES AROUND ALL OPENINGS OVER 1'-0" SQUARE ON ROOF AREAS THAT ARE STEEL

FRAMED.

15. STEEL ITEMS EMBEDDED IN CONCRETE AND MASONRY ARE TO BE PROVIDED BY STRUCTURAL STEEL CONTRACTOR AND INSTALLED BY GENERAL CONTRACTOR, UNLESS DIRECTED OTHERWISE BY THE GENERAL

CONTRACTOR.

16. ALL STEEL SHALL RECEIVE ONE COAT OF PRIMER, UNLESS NOTED OTHERWISE. ALL STEEL EXPOSED TO VIEW IN THE FINISHED WORK SHALL RECEIVE ONE COAT OF PRIMER AND TWO COATS OF FINISH PAINT.

17. STEEL ITEMS INDICATED TO BE GALVANIZED SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A123

OR ASTM A153, AS APPLICABLE. REPAIR DAMAGE AND WELD AREAS WITH ZINC RICH PAINT.

18. FOR ALL HUNG LINTELS AND SUPPORTS, PROVIDE VERTICAL AND HORIZONTAL ADJUSTMENTS.

19. STRUCTURAL STEEL IN CONTACT WITH SOIL, INCLUDING COLUMN BASES, ANCHOR RODS AND BASE PLATES, SHALL BE COATED WITH BITUMINOUS MASTIC.

STRUCTURAL STEEL

1. DESIGN OF CONCRETE UNIT MASONRY SYSTEMS SHALL COMPLY WITH THE REQUIREMENTS OF TMS 402

"BUILDING CODE FOR MASONRY STRUCTURES".

2. CONSTRUCTION OF CONCRETE UNIT MASONRY SYSTEMS SHALL COMPLY WITH THE REQUIREMENTS OF TMS 602

"SPECIFICATION FOR MASONRY STRUCTURES".

3. ALL REINFORCED CONCRETE MASONRY UNIT SYSTEMS SHALL BE INSPECTED IN ACCORDANCE WITH THE

SPECIAL INSPECTION SCHEDULE PROVIDED.

4. CONCRETE MASONRY UNITS SHALL CONFORM TO C90 AND SHALL BE NORMAL WEIGHT UNITS.

5. COMPRESSIVE STRENGTH OF MASONRY SHALL BE DETERMINED BY THE UNIT STRENGTH METHOD AS SET

FORTH IN TMS 602. THE NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL (f'm) SHALL BE 2500

PSI AT 28 DAYS.

6. MORTAR SHALL COMPLY WITH ASTM C270. MORTAR FOR CMU IN EXTERIOR BUILDING WALLS, BEARING WALLS, SHEAR WALLS AND MASONRY IN CONTACT WITH THE EARTH SHALL BE PORTLAND CEMENT/LIME MIX, TYPE M OR

S. TYPE N MORTAR MAY BE USED FOR ALL OTHER APPLICATIONS.

7. GROUT SHALL COMPLY WITH ASTM C476. THIS MIX SHALL CONTAIN NO ADMIXTURES. GROUT SHALL BE MIXED TO A SLUMP OF 8 TO 11 INCHES AS DETERMED BY TEST METHOD C143. ALL GROUT SHALL BE FINE GROUT. THE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF GROUT SHALL EQUAL OR EXCEED f'm. THE COMPRESSIVE

STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C1019.

8. STEEL REINFORCING BARS SHALL COMPLY WITH ASTM A615 GRADE 60. SHOP FABRICATE REINFORCING BARS

WHICH ARE SHOWN TO BE BENT OR HOOKED.

9. ALL BOND BEAMS, REINFORCED CELLS, AND CELLS WITH EXPANSION BOLTS, EMBED PLATES, OR OTHER ANCHORS, AND ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID. GROUT PROCEDURE SHALL COMPLY WITH

TMS 602.

10. WIRE JOINT REINFORCEMENT, TIES AND ANCHORS SHALL COMPLY WITH ASTM A82. SHEET STEEL TIES AND ANCHORS SHALL COMPLY WITH ASTM A366. ALL MASONRY ACCESSORIES SHALL BE CORROSION RESISTANT.

11. SUBMIT SHOP DRAWINGS INDICATING SIZE, LOCATION, AND DIMENSIONS OF REINFORCING STEEL FOR ALL

REINFORCED MASONRY WALLS.

12. PROVIDE REINFORCING STEEL DOWELS OF THE SAME SIZE AND SPACING AS THE VERTICAL REINFORCING FROM THE SUPPORTING STRUCTURE. DOWELS SHALL HAVE STANDARD HOOKS IN ACCORDANCE WITH ACI 318.

13. REINFORCED CONCRETE MASONRY WALLS SHALL HAVE HORIZONTAL JOINT REINFORCING SPACED AT 16" OC AND IN TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 2 FEET BEYOND THE JAMB ON EACH SIDE OF THE OPENINGS, IN ADDITION TO THE REINFORCING SHOWN ON THE DETAIL DRAWINGS. ALL REINFORCING INCLUDING BOND BEAMS SHALL BREAK AT CONTROL JOINTS, EXCEPT THE TOP

MOST BOND BEAM WHICH SHALL BE CONTINUOUS IN EVERY WALL.

14. PROVIDE 2-COURSE SOLID MASONRY BEARING FOR LOOSE LINTELS.

15. USE LOW LIFT GROUTING TECHNIQUE, PLACE GROUT IN LIFTS UP TO FOUR FEET. CONSOLIDATE GROUT AT THE

TIME OF PLACEMENT. POURS UP TO 12" MAY BE CONSOLIDATED BY PUDDLING. POURS OVER 12" SHALL BE

CONSOLIDATED BY MECHANICAL VIBRATION.

16. DO NOT APPLY UNIFORM FLOOR OR ROOF LOADING FOR AT LEAST 12 HOURS AFTER BUILDING MASONRY WALLS

OR COLUMNS. DO NOT APPLY CONCENTRATED LOADS FOR AT LEAST 3 DAYS.

17. REMOVE GROUT OR MORTAR ON FACE OF MASONRY IMMEDIATELY. KEEP CAVITIES FREE FROM MORTAR

DROPPINGS.

18. PROVIDE SHORING FOR ALL HUNG AND LOOSE STEEL LINTELS. SHORE AFTER LINTEL HAS BEEN ADJUSTED AND BEFORE MASONRY HAS BEEN PLACED. MASONRY LINTELS ARE TO BE BUILT ON SHORED SUPPORTS. SHORING TO REMAIN IN PLACE FOR A MINIMUM OF THREE (3) DAYS AFTER MASONRY OVER LINTEL IS COMPLETE.

19. PROTECT MASONRY FROM FREEZING WHEN AIR TEMPERATURE IS 40 DEGREES F AND FALLING. REFER TO TMS

602 FOR COLD WEATHER CONSTRUCTION REQUIREMENTS.

20. PROTECT MASONRY FROM EXCESSIVE HEAT WHEN AIR TEMPERATURE IS 100°F AND RISING. REFER TO TMS 602

FOR HOT WEATHER CONSTRUCTION REQUIREMENTS.

21. HOT ROLLED STEEL ITEMS EMBEDDED IN MASONRY WALLS, INCLUDING STEEL LINTELS, ARE FURNISHED BY THE STEEL CONTRACTOR AND INSTALLED BY THE MASONRY CONTRACTOR, UNLESS DIRECTED OTHERWISE BY THE GENERAL CONTRACTOR. WALL REINFORCING AND TIES ARE FURNISHED AND INSTALLED BY THE MASONRY

CONTRACTOR.

22. PROVIDE PLASTIC BAR POSITIONING DEVICES FOR ALL VERTICAL MASONRY REINFORCING BARS, TO ASSURE THAT BARS ARE FIRMLY HELD IN POSITION IN THE MIDDLE OF BLOCK CELLS. SPACE AT A MAXIMUM OF 4'-0" OC

VERTICAL.

23. PROVIDE VERTICAL REINFORCING BARS AS INDICATED ON DRAWINGS, AND 1-#5 VERT IN FULLY GROUTED CELLS WITHIN 16" OF AN OPENING OR CORNER, AT ALL CORNERS, DOOR JAMBS AND OTHER OPENINGS. EXTEND

REINFORCING AT JAMBS AND OPENINGS A MINIMUM OF 3'-0" PAST TOP OF OPENING.

24. PROVIDE CONTROL JOINTS IN CMU WALLS AS SHOWN ON SHEET S101.

25. LAP ALL REINFORCING BARS AS FOLLOWS:

CONCRETE MASONRY

ADHESIVE SET ANCHORS AND REINFORCING BARS

1. CONSTRUCTION ADHESIVE FOR SETTING POST-INSTALLED ANCHORS OR REINFORCING BARS IN HARDENED

CONCRETE OR MASONRY SHALL BE A TWO-COMPONENT, HIGH STRENGTH, STANDARD SET PRODUCT AS MANUFACTURED BY HILTI, POWERS OR SIMPSON. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S

INSTRUCTIONS.

2. ALTERNATE MANUFACTURERS OF EQUIVALENT PRODUCTS MAY BE CONSIDERED: SUBMIT SUPPORTING DOCUMENTATION SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

3. ADHESIVE ANCHOR DESIGN IS BASED ON DRY CONCRETE, WITH BORE HOLE FREE OF DUST, WATER AND DEBRIS.

MINIMUM CONCRETE AGE AT TIME OF INSTALLATION IS 21 DAYS.

4. ANCHORS SHALL BE INSPECTED IN ACCORDANCE WITH CHAPTER 17 OF THE MICHIGAN BUILDING CODE.

POST INSTALLED ANCHORS

1. ALL POST INSTALLED AND SPECIALTY ANCHORS, INSTALLATION, AND INSPECTIONS SHALL BE IN ACCORDANCE

WITH ALL GOVERNING LOCAL MUNICIPAL REGULATIONS, ACI 318, IBC CH 17, RELEVANT ICC-ESR REPORTS AND ALL

ANCHORS SHALL BE PREQUALIFIED PER ACI 355 TESTING.

2. ALL POST INSTALLED ANCHORS (IN CONCRETE OR MASONRY) ARE TO BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURE'S PRINTED INSTALLATION INSTRUCTION (MPII) AS INCLUDED IN THE ANCHOR PACKAGING AND THE APPLICABLE ICC-ESR REPORT INCLUDING, BUT NOT LIMITED TO, DRILL BIT TYPE AND SIZE, PROPER CLEANING AND HOLE PREPARATION, INSTALLATION TORQUE, EMBEDMENT DEPTHS, CONCRETE TEMPERATURE

RANGES, CONCRETE AGE, MOISTURE CONDITION, ETC.

3. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE EOR. SUBSTITUTION REQUEST FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITTING BY THE EOR PRIOR TO USE. THE CONTRACTOR SHALL PROVIDE SIGNED AND SEALED CALCULATIONS, FROM A PROFESSIONAL ENGINEER REGISTERED IN THE LOCAL JURISDICTION, DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER

CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.

4. ALL ANCHORS SHALL MEET THE MINIMUM EMBEDMENT, SPACING, EDGE DISTANCES AND SIDE THICKNESS CRITERIA ESTABLISHED BY THE RELEVANT ICC-ES REPORT. THE ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO THE EDGE OF CONCRETE OR

MASONRY SURFACE.

5. EXCEPT WHERE INDICATED ON THE DRAWINGS, THE FOLLOWING POST-INSTALLED ANCHORS ARE APPROVED AS PROVIDED BY HILTI, INC. SUBSTITUTION OF THESE ANCHORS AND/OR USE OF ANY OTHER SPECIALTY ANCHORS

SHALL BE SUBMITTED TO THE EOR FOR APPROVAL.

A. MECHANICAL ANCHORS - CRACKED AND UNCRACKED CONCRETE

• HILTI KWIK HUS EZ AND EZ-I SCREW ANCHORS PER ICC ESR-3027

• HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917

• HILTI KWIK BOLT 3 EXPANSION ANCHORS PER ICC ESR-2302 (UNCRACKED CONCRETE ONLY)

• HILTI HDA UNDERCUT ANCHORS PER ICC ESR-1546

• HILTI HSL-3 EXPANSION ANCHORS PER ICC ESR-1545

B. MECHANICAL ANCHORS - SOLID GROUTED MASONRY

• HILTI KWIK BOLT 3 EXPANSION ANCHOR PER ICC ESR-1385

C. ADHESIVE ANCHORING - CRACKED AND UNCRACKED CONCRETE

• HILTI HIT-HY 200 SAFE SET SYSTEM WITH HAS-E ROD, HIT-Z ROD, OR REBAR PER ICC ESR-3187

• HILTI HIT-HY 500 V3 SAFE SET SYSTEM WITH HAS-E ROD, HIT-Z ROD, OR REBAR PER ICC ESR-3814

D. ADHESIVE ANCHORING - MASONRY

• HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM WITH HAS-E ROD OR REBAR PER ICC ESR-4143

• PROVIDE APPROPRIATELY SIZED SCREEN TUBES IN HOLLOW AND MULTI-WYTHE MASONRY

APPLICATIONS

6. ALL ANCHORS TO BE INSTALLED USING EPOXY SHALL BE DRILLED AND CLEANED WITH THE PROPER EQUIPMENT AND PROCEEDURES AS INDICATED IN THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).

7. EPOXY CARTRIDGES SHALL UTILIZE THE CORRECT MIXING NOZZLE AS SUPPLIED BY THE MANUFACTURER. THE CONTRACTOR SHALL NOT RE-USE, MODIFY (CUT) OR REMOVE THE MIXING INSERT FROM THE MIXING NOZZLE.

8. ALL EPOXY ANCHORS THAT ARE TO BE INSTALLED HORIZONTALLY OR UPWARDLY INCLINED (OVERHEAD) ARE TO BE INSTALLED WITH HILTI "PISTON-PLUG" ACCESSORY REGARDLESS OF THE EPOXY MANUFACTURER OR MODEL.

USING AN EXTENSION TUBE AND RETAINING CAP IS NOT AN ACCEPTABLE METHOD AND SHALL BE REJECTED BY

THE INSPECTOR.

9. THE ANCHOR MANUFACTURER SHALL MAKE A REPRESENTATIVE AVAILABLE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED ON THE STRUCTURAL DRAWINGS. TRAINING SHALL BE AT THE CONTRACTOR'S REQUEST AND AT NO ADDITIONAL CHARGE TO THE CONTRACTOR OR OWNER.

THE ANCHOR MANUFACTURE'S REPRESENTATIVE SHALL BE PRESENT DURING THE INITIAL INSTALLATION OF EACH

TYPE OF ANCHOR TO REVIEW AND APPROVE THE CONTRACTOR'S INSTALLATION PROCEDURES.

10. EXISTING REINFORCING BARS IN THE CONCRETE OR MASONRY MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS INDIDCATED ON THE STRUCTURAL DRAWINGS. UNLESS NOTED OTHERWISE, THE REINFORCING BARS MAY NOT BE CUT. THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS (IF AVAILABLE) AND SHALL TAKE STEPS TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS USING NON-DESTRUCTIVE TESTING (FERROSCAN, GPR, X-RAY, OR OTHER APPROVED METHOD).

11. ALL ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED (OVERHEAD) TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL. CERTIFICATION SHALL INCLUDE WRITTEN AND PERMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR AN APPROVED EQUIVALENT. THE CONTRACTOR SHALL SUBMIT CERTIFICATES FOR

RECORD PRIOR TO INSTALLATION OF ANCHORS.

12. THE OWNER'S TESTING AGENCY SHALL OBSERVE THE INITIAL INSTALLATION OF EACH ANCHOR TYPE AND DURING CONSTRUCTION AT INTERVALS IN ACCORDANCE WITH THE IBC CH 17 AND ACI 318. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR VERTICALLY INCLINED (OVERHEAD) TO SUPPORT SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY OBSERVED BY THE SPECIAL INSPECTOR. THE SPECIAL INSPECTOR SHALL PROVIDE

WRITTEN REPORTS TO THE EOR.

13. ALL ANCHOR RODS, WASHERS, AND NUTS TO HAVE THE FOLLWOING CORROSION PROTECTIONS:

• INTERIOR, NON-CORROSIVE CONDITION - ZINC COATED PER ASTM B633

• EXPOSED TO WEATHER OR IN CONTACT WITH PT LUMBER OR CORROSIVE INDUCING ELEMENTS -

MECHANICALLY DEPOSITED ZINC COATING PER ASTM B695 OR HOT-DIP GALVANIZED (HDG) PER ASTM A153

NEAR SALT WATER OR EXTERIOR CORROSIVE ENVIRONMENTS - STAINLESS STEEL AISI 316

1. STEEL DECK SHALL CONFORM TO THE MOST RECENT EDITION "SPECIFICATION FOR DESIGN OF LIGHT GAGE COLD-FORMED STRUCTURAL MEMBERS (AISI)", "SPECIFICATION FOR STRUCTURAL STEEL FOR BUILDINGS (AISC 360)", "STRUCTURAL WELDING CODE - STEEL (AWS D1.1)", AND "STRUCTURAL WELDING CODE - SHEET STEEL

(AWS D1.3)".

2. STEEL DECK CROSS SECTIONS ARE ONLY REPRESENTED DIAGRAMMATICALLY ON THE DRAWINGS.

3. STEEL DECK FLOOR PANELS SHALL BE COMPOSITE PANELS FORMED FROM STEEL SHEETS CONFORMING TO

ASTM A1008 OR A653, Fy = 33 KSI. ROOF DECK SHALL CONFORM TO ASTM A653, Fy = 33 KSI, AND SHALL BE

GALVANIZED CONFORMING TO ASTM A924 WITH A G60 COATING.

4. SUBMIT SIGNED AND SEALED SHOP DRAWINGS INDICATING LOCATION, GAGE AND SIZE OF EACH PIECE OF DECKING. CLEARLY SHOW ATTACHMENT DETAILS TO STRUCTURAL FRAMING, SIDE LAP CONNECTION DETAILS, LOCATION OF SHORING AND SUPPLEMENTARY SUPPORT STEEL AS REQUIRED.

5. WELD DECKING TO STRUCTURAL STEEL BY CERTIFIED WELDERS USING PREQUALIFIED PROCEDURES. THE ERECTOR SHALL ESTABLISH A WELDING PROCEDURE FOR THE PUDDLE WELD OF STEEL DECKING TO THE STRUCTURAL STEEL FOR THE PARTICULAR GAGES USED. PRIOR TO THE START OF ERECTION OF THE STEEL DECK, QUALIFY EACH WELDER USING THIS PROCEDURE AS WITNESSED BY THE OWNER'S TESTING

LABORATORY.

6. DECK FASTENERS SHALL BE MECHANICAL FASTENERS AS NOTED ON S101. REFER TO MANUFACTURER'S

INSTRUCTIONS FOR INSTALLATION.

7. PROVIDE SHEET METAL CLOSURES AT ALL OPENINGS AND EDGES AND CONTINUOUS DECK CLOSURES AT ALL DECK ENDS. PROVIDE COLUMN CLOSURES, RIDGE AND VALLEY PLATES, CANT STRIPS, RECESSED DRAIN SUMP PANS, ETC. PROVIDE SUPPLEMENTAL FRAMING AT OPENINGS AS REQUIRED FOR SUPPORT OF METAL DECK.

8. PLACE METAL DECK OVER A MINIMUM OF THREE (3) SPANS IN THE DIRECTION INDICATED; USE SINGLE SPANS

ONLY WHERE REQUIRED BY FRAMING GEOMETRY.

9. DECK IS NOT DESIGNED FOR ANY HANGING LOADS. HANG ALL DUCTWORK, PIPING, ETC. DIRECTLY FROM STRUCTURAL STEEL WORK OR SUPPLEMENTAL MEMBERS. CONSULT EOR IF HANGING OF LOADS IS DESIRED.

10. ALL ROOF OPENINGS LARGER THAN 12" X 12" SHALL BE FRAMED ON FOUR SIDES. REFER TO DETAILS.

STEEL DECK

1. ALL EXISTING CONDITIONS TO BE FIELD VERIFIED. EXISTING STRUCTURAL ELEMENTS INDICATED ON THESE

PLANS (SIZES, DIMENSIONS, ELEVATIONS) ARE REFERENCED FROM THE EXISTING STRUCTURAL DRAWINGS FOR 'ONE UNIT ARMORY' PREPARED BY 'EBERLE M SMITH ASSOC., INC' DATED PROJECT DATE 07/15/1952 / 'ARMORY

MODIFICATIONS' PREPARED BY 'SOILS & STRUCTURES' DATED PROJECT DATE 05/02/2014.

2. CONTRACTOR SHALL VISIT THE SITE AND VERIFY EXISTING CONDITIONS AND UTILITIES PRIOR TO STARTING ANY

CONSTRUCTION.

3. THE GENERAL CONTRACTOR SHALL REPORT ALL DISCREPANCIES BETWEEN ASSUMPTIONS AND ACTUAL FIELD

CONDITIONS TO THE ARCHITECT/ENGINEER IMMEDIATELY.

4. WHERE EXISTING WORK IS TO BE CUT, MODIFIED, REINFORCED, REMOVED, ETC. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING, BRACING, NEEDLING, AS REQUIRED TO COMPLETE THE WORK. THE CONTRACTOR SHALL REPAIR AND PATCH ALL AREAS THAT ARE ALTERED OR DAMAGED DURING THE PROCESS.

EXISTING CONDITIONS

1. THIS PROJECT REQUIRES SPECIAL INSPECTIONS IN ACCORDANCE WITH [IBC SECTION 1704] AND ANY LOCAL

PROVISIONS DEEMED NECESSARY BY THE BUILDING OFFICIAL.

2. INSPECTIONS AND TESTING SHALL BE PERFORMED AT THE OWNERS EXPENSE. THE OWNER, THROUGH THE CONTRACTOR, SHALL HIRE AN INDEPENDENT QUALIFIED INSPECTOR, APPROVED BY THE BUILDING OFFICIAL, TO PERFORM ALL THE NECESSARY INSPECTIONS. THE E.O.R. IS NOT RESPONSIBLE TO PERFORM OR OBTAIN THE INSPECTION SERVICES AS PART OF THE DESIGN SERVICE. THE ARCHITECT, WITH INPUT FROM THE EOR, IS RESPONSIBLE FOR PREPARING AND SUBMITTING THE 'STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE

WITH [IBC SECTION 1705].

3. THE INSPECTION AGENCY SHALL REVIEW THE TEST PROCEDURES AND INSPECTIONS WITH THE EOR, CONTRACTOR, AND OWNER PRIOR TO CONDUCTING TESTS AND INSPECTIONS.

4. INSPECTORS SHALL BE GIVEN ADEQUATE NOTICE OF ALL PHASES OF CONSTRUCTION BY THE CONTRACTOR AND PROVIDE THE INSPECTOR ALL SCHEDULED CONSTRUCTION ACTIVITIES REQUIRING SPECIAL INSPECTIONS.

5. SITE VISITS AND FIELD REPORTS ISSUED BY THE EOR ARE TO ASCERTAIN GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS AND ARE NOT TO BE CONSTRUED AS MEETING SPECIAL INSPECTION REQUIREMENTS.

6. THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH REPORTS TO THE BUILDING OFFICIAL, ARCHITECT, AND E.O.R. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING ALL REQUIRED SPECIAL INSPECTIONS AND CORRECTIONS OF ANY DISCREPANCIES SHALL BE SUBMITTED AT THE

COMPLETION OF CONSTRUCTION.

7. THE SPECIAL INSPECTION ITEMS LISTED BELOW IS NOT COMPREHENSIVE OF ALL TESTING REQUIRED BY THE REFERENCED BUILDING CODE OR BUILDING OFFICIAL. ALL REQUIRED TESTING AND TEST PROCEDURES SHALL BE REVIEWED BY THE OWNER, PSC, EOR, AND SPECIAL INSPECTION AGENCY PRIOR TO PERFORMING ANY

CONSTRUCTION ACTIVITIES.

SPECIAL INSPECTIONS

1. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS ON THE CONTRACT DOCUMENTS MUST BE SUBMITTED TO THE EOR BY THE CONTRACTOR/OWNER. IF THE CONTRACTOR/OWNER FAILS TO SUBMIT THE SHOP DRAWINGS, BERGMANN WILL NOT BE RESPONSIBLE FOR THE STRUCTURAL CERTIFICATION OF THIS PROJECT.

2. SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR PRIOR TO BEING SUBMITTED FOR APPROVAL AND ANY DISCREPANCY, DEVIATION, OR OMISSION FROM THE CONTRACT DRAWINGS TO BE NOTED IN WRITING. BY SUBMITTING DRAWINGS TO THE EOR FOR REVIEW, THE CONTRACTOR CERTIFIES ALL MATERIALS, DIMENSIONS, CONDITIONS, AND QUANTITIES AS SHOWN AND/OR CORRECTED ARE VERIFIED.

3. SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT/ EOR PRIOR TO THE FABRICATION OR COMMENCEMENT OF WORK. THE REQUIRED REVIEW PERIOD SHALL BE A MINIMUM OF (10) BUSINESS DAYS.

4. REPRODUCTION OF CONTRACT DOCUMENTS WILL NOT BE ACCEPTED AS SHOP DRAWINGS. SHOP DRAWINGS WILL

BE RETURNED IN PDF FORMAT ONLY.

5. REVIEW OF SHOP DRAWING SUBMITTALS IS LIMITED TO CHECKING FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE CONSTRUCTION DOCUMENTS. APPROVAL, CORRECTIONS, AND COMMENTS MADE ON THE SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT DRAWINGS

AND SPECIFICATIONS.

6. SUBMITTAL REVIEW IS LIMITED TO ITEMS THAT ARE INDICATED AS BEING SUBMITTED FOR APPROVAL. CHANGES TO PREVIOUSLY REVIEWED ELEMENTS MUST BE CLOUDED AND ARE NOT REVIEWED UNLESS SPECIFICALLY REQUESTED. SUBMITTALS LABELED 'FOR RECORD', 'FOR FIELD USE' OR SIMILAR WILL NOT BE REVIEWED.

7. NON-STRUCTURAL COMPONENT SUBMITTALS ARE REVIEWED FOR EFFECT TO BUILDING SUPERSTRUCTURE ONLY.

ALL LOADS TO SUPERSTRUCTURE TO BE INCLUDED IN THE SUBMITTAL.

8. DELEGATED DESIGN SUBMITTALS ARE REVIEWED AND APPROVED FOR GENERAL COMPLIANCE WITH THE DESIGN

CRITERIA ONLY.

9. THE FOLLOWING DELEGATED DESIGN ITEMS ARE NOT IN THE EOR SCOPE OF WORK AND ARE TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE LOCAL JURISDICTIONS. SHOP DRAWINGS AND CALCULATIONS TO

BE SUBMITTED FOR APPROVAL:

• STEEL CONNECTIONS NOT INDICATED ON CONTRACT DOCUMENTS

SHOP DRAWING / DELEGATED DESIGN

BAR SIZE

2000 PSI 2500 PSI 3000 PSI

f'm

13" 20" 38"

12" 18" 34"

12" 16" 31"

LAP LENGTH FOR 8" CMU WITH

REINFORCEMENT CENTERED

7 52" 47" 42" 8 79" 71" 65" 9 103" 92" 84"

1. BERGMANN ASSOCIATES IS ACTING AS A SPECIALTY STRUCTURAL COMPONENT ENGINEER, ONLY DESIGNING THE COLD-FORMED STEEL FRAMING OF THE PROJECT IN THE AREAS INDICATED. BERGMANN TAKES FULL RESPONSIBILITY FOR THE DESIGN OF THE STRUCTURAL COLD-FORMED STEEL FRAMING AND THEIR ATTACHMENTS TO THE SUPPORTING STRUCTURAL ELEMENTS OF THE BUILDING AS SHOWN IN THESE DRAWINGS. BERGMANN TAKES NO RESPONSIBILITY FOR THE DESIGN OF ANY SUPPORTING STRUCTUAL ELEMENTS OR COLD-FORMED STEEL IN OTHER PORTIONS OF THE PROJECT. IT IS ASSUMED THAT ALL SUPPORTING STRUCTURAL ELEMENTS HAVE BEEN DESIGNED BY THE PROJECT ENGINEER OF RECORD (EOR) AND/OR ARCHITECT OF RECORD (AOR) TO WITHSTAND THE FORCES IMPOSED BY THE STRUCTURAL COLD- FORMED STEEL FRAMING. BERGMANN EXPECTS THAT THIS COMPONENT SUBMITTAL WILL BE REVIEWED BY THE

EOR AND/OR THE AOR FOR THE CONFORMANCE WITH THE OVERALL PROJECT REQUIREMENTS.

2. SECTION PROPERTIES ARE ASSUMED TO BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" 2012 EDITION WITH SUPPLEMENTS. THE CONTRACTOR IS TO VERIFY THAT THE MATERIALS INSTALLED MEET OR

EXCEED THESE DESIGN VALUES.

3. ALL COLD-FORMED STEEL FRAMING HAS BEEN DESIGNED FOR UNIFORM LATERAL LOADS AND GRAVITY LOADS

INDICATED.

4. THE CONTENTS OF THIS SUBMITTAL SHOW THE APPLICATION OF COLD-FORMED STEEL FRAMING COMPONENTS.

THE FRAMING CONTRACTOR IS TO REFER TO THE PROJECT CONTRACT DOCUMENTS FOR ADDITIONAL

REQUIREMENTS.

5. DIMENSIONS SHOWN HEREIN ARE FOR ENINGEERING PURPOSES ONLY AND MUST BE REVIEWED FOR THE PURPOSE OF APPROVAL. ALL CONDITIONS ARE SUBJECT TO SUCH APPROVAL, AND TO FIELD VERIFICATION

PRIOR TO FABRICATION AND ERECTION.

6. FOR SPECIFIC REQUIREMENTS AND WARRANTY INFORMATION ON SYSTEMS OR MATERIALS CONNECTED AND APPURTENANT TO THE COLD-FORMED STEEL FRAMING INCLUDING CLADDING, SHEATHING, ROOFING, WINDOWS, DOORS, CAULKING AND FLASHING, REFER TO THE MANUFACTURERS' DATA. THIS SUBMITTAL

ASSUMES NO RESPONSIBILITY FOR THE PROPER CONSTRUCTION OR FUNCTION OF THE TOTAL

ARCHITECTRUAL ASSEMBLY. THE COORDINATION OF ARCHITECTURAL AND/OR STRUCTURAL BUILDING

COMPONENTS IS NOT UNDER THE SCOPE OF THIS SUBMITTAL OR CONTRACT.

7. THIS SUBMITTAL DOES NOT TAKE PRECEDENCE OVER THE CONTRACT DOCUMENTS WITH REGARD TO MINIMUM KSI, THICKNESS, DEPTH, FLANGE WIDTH, OR SPACING, UNLESS APPROVED BY THE EOR AND/OR AOR.

8. ALL STEEL STUDS, JOISTS, TRACKS, BRACING OR BRIDGING AND ACCESSORIES SHALL CONFORM TO ASTM C955 METALLIC COATED CP 60, AND HAVE THE FOLLOWING MATERIALS STRENGTHS UNLESS OTHERWISE NOTED:

A. 16 GA AND HEAVIER - Fy = 50 KSI B. 18 GA AND LIGHTER - Fy = 33 KSI

9. ALL SELF-DRILLING AND SELF-TAPPING SCREWS SHALL CONFORM TO ASTM C1513. SCREW PENETRATION THROUGH JOINED MATERIALS SHALL NOT BE LESS THAN THREE (3) EXPOSED THREADS. SELECT SCREWS WITH AN ADEQUATE CUTTING TIP TO ACCOMMODATE THE TOTAL THICKNESS TO BE DRILLED. MAINTAIN A MINIMUM OF 1/2" DISTANCE FROM EDGE OF STEEL TO CENTERLINE OF SCREW AND A MINIMUM OF 3/4" BETWEEN SCREWS.

10. CUT ALL COLD FORMED STEEL FRAMING MEMBERS WITH SAWS OR SHEARS. FLAME CUTTING IS NOT

PERMITTED.

11. ALL STUDS AND JOISTS SHALL BE INSTALLED AS INDICATED ON THE DRAWINGS.

12. INSTALLATION TOLERANCES FOR PLUMBNESS, LEVELNESS, STUD SPACING, AND SQUARENESS OF LOAD

BEARING WALLS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM C-1007.

13. SEAT ALL SINGLE AND MULTIPLE MEMBER METAL STUDS SECURELY IN ALL TRACKS. STUD ENDS MUST BE

SQUARE CUT.

14. SPLICING OF COLD FORMED STEEL FRAMING OTHER THAN TRACK COMPONENTS IS PROHIBITED.

15. PERFORM WELDING OF ALL LIGHT GAGE STEEL FRAMING IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL

WELDING CODE - SHEET STEEL" AND AWS D19.0 "WELDING ZINC-COATED STEEL".

16. ALL STUD WALLS AND JOISTS SHALL BE BRACED AGAINST ROTATION BY THE INSTALLATION OF MECHANICAL

BRIDGING AT A MAXIMUM SPACING OF 4'-0" ON CENTER FOR WALLS, UNLESS OTHER SPACING IS INDICATED.

INSTALLATION OF BRIDGING MUST BE COMPLETED BEFORE ANY LOADS ARE APPLIED TO THE SYSTEM. ALL BRIDGING SHALL BE TERMINATED AT JAMBS, CORNER STUDS OR COLUMNS. BRIDGING ENDS SHALL NOT HANG

LOOSE. STUDS SHALL BE BRACED AGAINST ROTATION.

17. FRAMING SHALL BE ALIGNED WITH STUDS IN ACCORDANCE WITH AISI S200 SECTION C1.

18. ALL JOISTS SHALL HAVE WEB STIFFENERS AT REACTION POINTS AND CONCENTRATED LOADS.

19. ALL SCREW CONNECTIONS ARE BASED ON NASPEC SECTION E4, WHICH OUTLINES THE AISI SPECIFICATION

PROVISIONS FOR SCREW CONNECTIONS.

20. FOR SCREWS A MINIMUM OF 1.5 X SCREW DIAMETER CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF

STEEL MEMBERS. A MINIMUM OF 3.0 X SCREW DIAMETER ON-CENTER SPACING MUST BE MAINTAINED BETWEEN

ADJACENT SCREWS.

21. TOUCH UP WELDS WITH ZINC-RICH PAINT (ASTM A-780). APPLY TO BOTH SIDES OF STUDS.

22. ANY SUBSTITUTION OF FASTENERS WITH EQUIVALENT PROPERTIES MUST BE SUBMITTED TO BERGMANN FOR

REVIEW AND APPROVAL PRIOR TO INSTALLATION.

23. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THAT FASTENERS ARE INSTALLED ACCORDING TO

THE MANUFACTURER'S INSTRUCTIONS. IT IS ALSO THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY AND

ENSURE THE QUALITY OF FASTENER CONNECTIONS.

24. THE FOLLOWING ANCHORS ARE APPROVED. DIAMETER MINIMUM EDGE DISTANCES AND FASTENER SPACING

PER DETAILS.

ANCHOR TYPE APPROVED ANCHOR BASE MATERIAL

PAF 'HILTI' X-U CONCRETE OR STEEL

SCREWS 'ITW BUILDEX' TEKS COLD-FORMED STEEL

SCREW ANCHOR 'HILTI' KWIK-CON II CONCRETE

COLD FORMED STEEL FRAMING (SPECIALITY)

STEEL JOISTS AND JOIST GIRDERS (MBC TABLE 1705.2.3)

STEEL (MBC 1705.2)

PERIODIC

END CONNECTIONS

BRIDGING X

STRUCTURAL STEEL PER AISC 360 QUALITY ASSURANCE INSPECTION REQUIREMENTS

CONTINUOUS

NOTES:

1. INSPECTION AND TESTING SHALL BE PERFORMED BY AN INDEPENDENT INSPECTION

AND TESTING AGENCY AT THE OWNER'S EXPENSE

2. ALL TESTING AND INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE 2015

MICHIGAN BUILDING CODE (MBC)

CONCRETE CONSTRUCTION (MBC TABLE 1705.3)

CAST IN ANCHORS

REINFORCING STEEL WELDING - SEE MBC TABLE 1705.3

POST INSTALLED ANCHORS, MECHANICAL AND OTHER ADHESIVE X

INSPECTION OF REINFORCING STEEL X

X

X

VERIFY MIX…