DNR Storage_Struc Note 1_12.8.21.pdf

GENERAL STRUCTURAL NOTES

1. ALL CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF MIOSHA, THE MICHIGAN

BUILDING CODE, LATEST EDITION, AND THE LOCAL GOVERNING CODE, LATEST EDITIONS, AND ALL

REQUIREMENTS SPECIFIED IN THE CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR

SHOWN ON THE DRAWINGS. THIS SHALL NOT BE CONSTRUED TO MEAN THAT ANY REQUIREMENTS SET

FORTH ON THE DRAWING MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE

REQUIREMENTS OR BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.

PRE-ENGINEERED BUILDING DESIGN LOADS:

LIVE LOADS:

ROOF LIVE LOAD 20 PSF

MEZZANINE LIVE LOAD 125 PSF (LIGHT STORAGE)

ROOF SNOW LOADS

GROUND SNOW Pg 60 PSF

EXPOSURE FACTOR Ce 0.9

THERMAL FACTOR Ct 1.2

WIND DESIGN DATA

BASIC WIND SPEED (3-SECOND GUST) 115 MPH

WIND EXPOSURE B

INTERNAL PRESSURE COEFFICIENT +/- 0.18

EARTHQUAKE DESIGN DATA

SEISMIC IMPORTANCE FACTOR 1.0

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SHORT PERIOD (Ss) 0.049g

1-SECOND PERIOD (S1) 0.030g

SITE CLASS D

2. PRIOR TO SUBMITTING PROPOSAL, VERIFY ALL CONDITIONS GOVERNING OR AFFECTING THE STRUCTURAL

WORK. OBTAIN AND VERIFY ALL DIMENSIONS TO ENSURE THE PROPER FIT AND LOCATION OF THE

STRUCTURAL WORK, TAKE ADDITIONAL DIMENSIONS AS REQUIRED, REPORT TO THE ENGINEER ANY AND

ALL CONDITIONS WHICH MAY INTERFERE WITH OR OTHERWISE AFFECT OR PREVENT THE PROPER

EXECUTION AND COMPLETION OF THE WORK, FAMILIARIZE YOURSELF WITH THE ACTUAL CONDITIONS OF

THE STRUCTURAL WORK, ACCESS TO THE SITE, AVAILABLE STORAGE SPACE, FACILITIES AND

OBSTRUCTIONS THAT MAY BE ENCOUNTERED DURING THE PROGRESS OF WORK.

3. CONTRACTOR TO FURNISH ALL NECESSARY LABOR, MATERIAL, EQUIPMENT AND FACILITIES TO FURNISH, FABRICATE AND PERFORM THE REQUIRED STRUCTURAL WORK.

4. ALL WORK SHOWN ON THESE DRAWINGS MAY BE CHECKED BY AN INDEPENDENT TESTING AGENCY

RETAINED BY OWNER TO ENSURE COMPLIANCE WITH THE REQUIREMENTS SHOWN ON THE DRAWINGS. THE

CONTRACTOR SHALL PROVIDE ACCESS AS REQUIRED FOR TESTING PURPOSES.

5. CONTRACTOR SHALL MAKE ALL NECESSARY FIELD VISITS FOR INSPECTION, MEASUREMENTS AND

VERIFICATION OF EXISTING CONDITION OF BUILDING.

6. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS.

SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATION, AND/OR THE GENERAL STRUCTURAL

NOTES, THE STRICTEST PROVISION AS DETERMINED BY THE ENGINEER SHALL GOVERN.

7. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY

COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND

SEQUENCE, AND TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING

ERECTION. THIS INCLUDES THE ADDITION OF TEMPORARY BRACING, GUYS AND/OR TIE-DOWNS AS

NECESSARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE

PROJECT.

8. WORK THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, SITE AND

ELECTRICAL DRAWINGS.

9. USE OF ENGINEERING DRAWINGS AS ERECTION DRAWINGS BY THE CONTRACTOR IS STRICTLY PROHIBITED.

SITE PREPARATION

1. AT THE START OF EARTHWORK OPERATIONS, ALL SURFACE VEGETATION SHALL BE CLEARED AND THE

EXISTING TOPSOIL AND ANY OTHER ORGANIC SOILS SHALL BE REMOVED IN THEIR ENTIRETY FROM BELOW

THE PROPOSED BUILDING AND PAVEMENT AREAS. EXISTING RANDOM CONCRETE AND OTHER DEBRIS SHALL

BE REMOVED FROM WITHIN THE BUILDING AREA.

2. THE SUB-GRADE SHOULD BE THOROUGHLY PROOF-ROLLED WITH A HEAVY RUBBER-TIRED VEHICLE SUCH AS

A LOADED SCRAPER OR LOADED DUMP TRUCK. ANY AREAS THAT EXHIBIT EXCESSIVE PUMPING AND

YIELDING DURING PROOF-ROLLING SHOULD BE STABILIZED BY AERATION, DRYING AND COMPACTION IF

WEATHER CONDITIONS ARE FAVORABLE, OR REMOVAL AND REPLACEMENT WITH ENGINEERED FILL.

3. ALL EXCAVATIONS ARE SUBJECT TO THE APPROVAL OF THE OWNER'S REPRESENTATIVE, WHO SHALL BE

CONSULTED WHEN POOR SOIL, WATER, OBSTRUCTIONS, PIPING, EXISTING FOOTINGS, EXCAVATIONS, ETC., ARE ENCOUNTERED.

BACKFILLING

1. MATERIAL FOR BACKFILL OR ENGINEERED FILL REQUIRED TO ACHIEVE DESIGN GRADES SHOULD CONSIST OF

NON-ORGANIC SOILS. THE ON-SITE SOILS THAT ARE FREE OF ORGANIC MATTER AND DEBRIS MAY BE USED FOR

ENGINEERED FILL WITH ENGINEER'S APPROVAL.

2. BACKFILL MATERIAL SHALL BE COMPACTED TO 95% OF ITS' MAXIMUM DENSITY AS DETERMINED BY THE

MODIFIED PROCTOR METHODS (ASTM D1557), IN LIFTS NOT EXCEEDING 12-INCHES IN LOOSE THICKNESS.

3. FROZEN MATERIAL SHALL NOT BE USED AS FILL, NOR SHALL FILL BE PLACED ON FROZEN SUB-GRADE.

4. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS UNTIL BASEMENT FLOOR LEVEL AND FIRST FLOOR

LEVEL SLABS ARE IN PLACE AND HAVE REACHED 75% OF THEIR SPECIFIED DESIGN STRENGTH. SHORE AND

BRACE WALLS AS REQUIRED IF BACKFILLING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO PLACEMENT OF

FLOOR SLABS.

5. PLACE BACKFILL AGAINST BOTH SIDES OF GRADE BEAMS AND FOUNDATIONS AT EQUAL ELEVATIONS OF FILL, EXCEPT AS SHOWN ON THE DRAWINGS.

6. CRUSHED SLAG USED AS BACKFILL SHALL BE AGED, ENVIRONMENTALLY-SAFE PROCESSED BLAST FURNACE

SLAG.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATION:

* WIDE FLANGE AND WT SHAPES - A992

* HSS RECT. - A500 GRADE C (fy = 46 KSI)

* HSS ROUND - A500 GRADE C (fy = 42 KSI)

* PIPE - A53 GRADE B (fy = 35 KSI)

* HP SHAPES - A572 GR. 50

* ALL OTHER SHAPES AND PLATES - A36

2. THE FABRICATOR/ERECTOR SHALL SUBMIT TO THE ENGINEER FOR REVIEW, ENGINEERED AND CHECKED

DRAWINGS SHOWING SHOP FABRICATION DETAILS, FIELD ASSEMBLY DETAILS AND ERECTION DIAGRAMS FOR

ALL STRUCTURAL STEEL.

3. BEAM CONNECTIONS SHALL BE STANDARD TWO ANGLE WEB CONNECTIONS CAPABLE OF SUPPORTING 50%

OF THE ALLOWABLE UNIFORM LOAD FROM THE ALLOWABLE LOADS ON BEAM TABLES IN THE AISC CODE, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.

4. ALL CONNECTIONS NOT SPECIFICALLY DETAILED, SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR.

DETAILING SHALL BE PERFORMED USING RATIONAL ENGINEERING DESIGN AND STANDARD PRACTICE IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE GENERAL DETAILS SHOWN ON THE DRAWINGS ARE

APPROXIMATE ONLY AND DO NOT INDICATE THE REQUIRED NUMBER OF BOLTS OR WELD SIZES, UNLESS

SPECIFICALLY NOTED.

5. ALL CONNECTIONS SHALL BE SHOP WELDED IN ACCORDANCE WITH LATEST AWS SPECIFICATION USING

E7OXX ELECTRODES AND FIELD BOLTED WITH ASTM A325 OR A490 BOLTS. ALL A325 AND A490 BOLTS ARE TO

BE INSTALLED IN ACCORDANCE WITH THE LATEST "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH

STRENGTH BOLTS."

6. EXCEPT AS NOTED ON THE DRAWINGS, STRUCTURAL STEEL BOLTS SHALL BE ASTM A325, 3/4" DIAMETER. ALL

VERTICAL BOLTS ARE TO BE INSTALLED "HEAD UP" UNLESS SPECIFICALLY NOTED. IF A BOLT CANNOT BE

INSTALLED "HEAD UP", THE THREAD IS TO BE "SPOILED" AFTER THE BOLT HAS BEEN PROPERLY TIGHTENED

AND THEN INSPECTED BY THE TESTING AGENCY.

7. HIGH STRENGTH BOLT INSTALLATION SHALL CONFORM TO THE REQUIREMENTS OF AISC AND THE

"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS." PROVIDE FULLY PRETENSIONED

JOINTS AT CONNECTIONS OF BRACING, WHERE BOLTS ARE IN TENSION, ARE SUBJECT TO LOAD REVERSALS

OR FATIGUE, AND AT MOMENT CONNECTIONS. PROVIDE SLIP-CRITICAL JOINTS AT CONNECTIONS SUBJECT TO

FATIGUE AND LOAD REVERSALS, OVERSIZED HOLES, SLOTTED HOLES AND WHERE SLIP AT THE FAYING

SURFACES WOULD BE DETRIMENTAL TO THE PERFORMANCE OF THE STRUCTURE. ALL OTHER CONNECTIONS

MAY HAVE SNUG-TIGHTENED CONNECTIONS UNLESS OTHERWISE NOTED.

8. ALL SIMPLE SHEAR CONNECTIONS SHALL BE CAPABLE OF END ROTATION PER THE REQUIREMENTS OF THE

AISC 360 SECTION J1.2.

9. ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554 GR. 36.

10. CONTRACTOR SHALL REFERENCE ARCHITECTURAL DRAWINGS FOR MISC. SHAPES AND PLATES WHICH

SHALL BE SHOP-WELDED TO THE STRUCTURAL FRAMING SECTIONS TO MINIMIZE FIELD WELDING.

11. ALL FLOOR AND ROOF OPENINGS, UNLESS OTHERWISE NOTED, ARE TO BE FRAMED WITH L5X3X1/4 (LLV).

VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH THE TRADE INVOLVED.

12. PROVIDE L4X4X1/4 SEATS AT COLUMN WEBS, WHERE REQUIRED FOR SUPPORT OF ROOF AND FLOOR DECKS.

13. ALL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER UP. PROVIDE CAMBERS AS INDICATED ON

THE DRAWINGS.

14. ALL STIFFENER PLATES AND BEARING STIFFENERS ARE TO BE PROVIDED IN PAIRS.

15. SHEAR CONNECTORS SHALL BE MANUFACTURED BY NELSON STUD WELDING, DIV. OR ENGINEER APPROVED

SUBSTITUTE, AND WELDED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.

16. ALL STEEL TO RECEIVE ONE SHOP COAT OF PAINT. OMIT PAINT AT HOLES FOR SLIP CRITICAL-TYPE

CONNECTIONS, AT STRUCTURAL STEEL TO BE FIREPROOFED, ENCASED OR IN CONTACT WITH CONCRETE, AND ON TOP FLANGE OF BEAMS RECEIVING SHEAR CONNECTORS.

17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL ERECTION PROCEDURES AND

SEQUENCES WITH RELATION TO TEMPERATURE DIFFERENTIALS, ESPECIALLY WITH RESPECT TO

STRUCTURAL STEEL FRAMING INTO CONCRETE WALLS, BEAMS OR COLUMNS.

18. PROVIDE TEMPORARY BRACING AS REQUIRED TO ENSURE STABILITY OF THE STRUCTURE UNDER FULL

DESIGN LOADS UNTIL THE PERMANENT BRACING IS IN PLACE. CONTRACTOR SHALL PROVIDE NECESSARY

SHORING WHERE REQUIRED DURING CONSTRUCTION.

19. SHOP AND FIELD TESTING OF WELDS AND OR BOLTS SHALL BE AS FOLLOWS:

A. ALL WELDS SHALL BE VISUALLY INSPECTED. 5% AT RANDOM SHALL BE MEASURED.

B. FILLET WELDS FOR BEAM AND GIRDER SHEAR CONNECTION PLATES (10% AT RANDOM) SHALL BE

CHECKED BY MAGNETIC PARTICLE IN ACCORDANCE WITH ASTM E709 FOR FINAL PASS ONLY.

C. ULTRASONICALLY TEST 100% OF ALL FULL-PENETRATION WELDS IN ACCORDANCE WITH AWS D1.1 -

SECTION, PART 'F', “ULTRASONIC TESTING (UT) OF GROOVE WELDS”.

D. CHECK BY CALIBRATED TORQUE WRENCH, 25% OF BOLTS IN EACH FULLY PRETENSIONED CONNECTION

JOINT OR SLIP-CRITICAL CONNECTION JOINT, BUT NOT LESS THAN TWO (2) BOLTS PER CONNECTION.

E. ULTRASONICALLY TEST 100 % OF ALL PARTIAL-PENETRATION COLUMN SPLICE WELDS IN ACCORDANCE

WITH AWS D1.1 - SECTION, PART 'F', “ULTRASONIC TESTING (UT) OF GROOVE WELDS”.

F. CHECK 100% OF CONTINUITY PLATE FILLET WELDS BY MAGNETIC PARTICLE ON LAST LAYERS IN

ACCORDANCE WITH ASTM E709.

G. THE OWNER'S TESTING AGENCY SHALL PERFORM ALL SHOP AND FIELD INSPECTION AND TESTING AS

OUTLINED ABOVE.

H. THE STRUCTURAL STEEL FABRICATOR AND ERECTOR SHALL SCHEDULE ALL WORK TO ALLOW THE

ABOVE TESTING REQUIREMENTS TO BE COMPLETED.

21. STRUCTURAL STEEL SHALL NOT BE ALTERED IN THE FIELD FROM THAT SHOWN ON THE DESIGN DRAWINGS.

MISMATCHED HOLES SHALL BE REAMED TO LARGER DIAMETER AND PROPERLY SIZED BOLTS AND WASHERS

USED FOR FINAL HOLE SIZE. CUTTING, BURNING OR WELDING NOT SHOWN ON DESIGN DRAWINGS SHALL NOT

BE PERFORMED WITHOUT THE PRIOR WRITTEN APPROVAL OF THE ENGINEER.

22. ALL STRUCTURAL STEEL SHALL BE DETAILED, SHOP PRIME PAINTED OR HOT-DIPPED GALVANIZED, PIECE

MARKED, FURNISHED, FABRICATED AND ERECTED ACCORDING TO THE AISC "SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS", LATEST EDITION AND TO THE AISC "CODE OF STANDARD PRACTICE".

HOT DIP GALVANIZED FINISH FOR ALL STEEL MEMBERS EXPOSED TO THE WEATHER.

23. NON-SHRINK GROUT SHALL CONFORM TO "CORPS OF ENGINEERS SPECIFICATION FOR NON-SHRINK GROUT", CRD-C 621-LATEST EDITION. GROUT SHALL BE PREMIXED, NON-SHRINK, NON-CATALYZED NATURAL

AGGREGATE GROUT FOR: (1) COLUMN LEVELING PLATES, WHICH ARE NOT BOLTED DOWN BEFORE COLUMN

ERECTION, (2) ITEMS SET INTO CONCRETE BLOCKOUTS, DEPRESSIONS, OR TOPPINGS, AND (3) OTHER

STRUCTURAL LOAD BEARING APPLICATIONS. THE SEVEN-DAY COMPRESSIVE FOR THE SPECIFIED

CONSISTENCY SHALL BE AT LEAST, 7,000 PSI PLASTIC, 6,000 PSI FLOWABLE, AND 5,000 PSI FLUID

CONSISTENCY.

ROUGH CARPENTRY

1. ALL APA RATED WOOD STRUCTURAL PANELS SHALL BE THE THICKNESS AND GRADE SHOWN ON THE

STRUCTURAL DRAWINGS.

2. ALL WOOD STRUCTURAL PANELS SHALL BEAR THE APA TRADEMARK. ALL PLYWOOD PANELS SHALL BE

MANUFACTURED IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD PS-1. ALL WOOD-BASED

STRUCTURAL-USE PANELS SHALL BE MANUFACTURED IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD

PS-2 OR APA PRP-108.

3. THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THAT SET

FORTH IN THE MICHIGAN BUILDING CODE (2015) FASTENING SCHEDULE, SECTION 2304.10.1.

4. BEARING WALL STUDS SHALL BE KILN DRIED TO 19% MC, SPF #1 OR #2 OR BETTER.

5. NON-LOAD BEARING STUDS SHALL BE KILN DRIED TO 19% MC, STUD GRADE OR BETTER.

6. JOISTS, RAFTERS & HEADERS SHALL HAVE Fb OF 1250 PSI AND ELASTIC MODULUS OF 1,400,000 PSI OR BETTER.

7. LVL SHALL HAVE Fb OF 2600 PSI AND ELASTIC MODULUS OF 2,000,000 PSI OR BETTER.

8. WALL PLATES AND BLOCKING SHALL BE KILN DRIED TO 19% MC, SPF #1 OR #2 OR BETTER.

9. ALL FRAMING, BLOCKING, PLATES, ETC. THAT COME INTO CONTACT WITH CONCRETE OR MASONRY, AND ARE

EXPOSED TO THE WEATHER, SHALL BE PRESSURE TREATED.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301- LATEST REVISION, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING", EXCEPT AS MODIFIED BY STRUCTURAL

REQUIREMENTS NOTED ON THE DRAWINGS.

2. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH (f 'c) AS NOTED BELOW:

A. INTERIOR FOOTINGS AND FOUNDATIONS: 4000 psi

B. INTERIOR SLAB ON GRADE: 4000 psi

C. INTERIOR SUPPORTED SLABS: 4000 psi

D. EXTERIOR CONCRETE EXPOSED TO WEATHER: 4500 psi

E. EXTERIOR FOUNDATIONS NOT EXPOSED TO WEATHER: 4000 psi

F. GRADE WALLS: 4000 psi

3. ALL EXTERIOR CONCRETE INCLUDING WALLS SHALL BE AIR-ENTRAINED 5% +/- 1%.

4. ALL EXTERIOR CONCRETE EXPOSED TO WEATHER SHALL HAVE A MAXIMUM WATER TO CEMENT RATIO OF (W/C)

0.45.

5. UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER SHALL BE:

CONCRETE CAST AGAINST EARTH 3-INCHES

CONCRETE EXPOSED TO EARTH OR WEATHER 2-INCHES

CONCRETE NOT EXPOSED TO EARTH OR WEATHER 3/4-INCHES

6. ALL REINFORCING SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 (fy = 60,000 psi)

7. WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS AND SHALL CONFORM TO ASTM A185 (FY = 75 KSI)

AND HAVE A MINIMUM SIDE AND END LAP OF 8 INCHES.

8. THE CONTRACTOR SHALL SUBMIT THE CONCRETE MIX DESIGN(S) TO THE ENGINEER FOR REVIEW. PROPORTION

MIX DESIGNS AS DEFINED IN ACI 301 SECTION 4. THE SUBMITTAL SHALL INCLUDE AS A MINIMUM CEMENT TYPE

AND SOURCE, CEMENT CUBE STRENGTH, AGGREGATE GRADATIONS, WATER TESTS, AD-MIXTURE CATALOG

INFORMATION AND CYLINDER STRENGTH TEST RESULTS FOR THE CONCRETE. THE MIX DESIGN HISTORICAL

RESULTS SHALL ALSO BE SUBMITTED IF APPROPRIATE.

9. ALL REINFORCEMENT TO BE DETAILED, FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:

"DETAILS AND DETAILING OF CONCRETE REINFORCEMENT", ACI 315 - LATEST REVISION AND "MANUAL OF

ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES", ACI 315R - LATEST

EDITION.

10. THE CONTRACTOR SHALL PREPARE AND SUBMIT REINFORCEMENT SHOP DRAWINGS TO THE ENGINEER FOR

REVIEW PRIOR TO FABRICATION. THE SHOP DRAWINGS SHALL CLEARLY SHOW ALL REINFORCEMENT LENGTHS

AND BENDS, LOCATIONS OF ALL BARS, VIBRATION AND CONSTRUCTION JOINTS. THE DRAWINGS SHALL ALSO

INDICATE ALL OPENINGS, SLEEVES, CURBS AND CONCRETE DIMENSIONS IN ACCORDANCE WITH ACI 315.

11. LAPS, ANCHORAGES AND SPLICES SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318-LATEST EDITION, CHAPTER 25. LOCATIONS AND SPLICES SHALL BE IN ACCORDANCE WITH THE CONSTRUCTION JOINT LOCATIONS, DETAILS AND AS SHOWN ON THE REINFORCING STEEL SHOP DRAWINGS.

12. PROVIDE DOWELS OF SAME SIZE AND SPACING AS VERTICAL REINFORCEMENT AT ALL COLUMNS AND WALLS.

13. UNLESS OTHERWISE SHOWN OR NOTED, AS A MINIMUM, PROVIDE TWO #5 BARS (ONE EACH FACE) AROUND

UNFRAMED OPENINGS IN SLABS AND WALLS. PLACE BARS PARALLEL TO SIDES OF OPENINGS AND EXTEND

THEM 24 INCHES BEYOND CORNERS.

14. HORIZONTAL WALL REINFORCEMENT SHALL BE CONTINUOUS WITH LAPS COMPLYING WITH THE REQUIREMENTS

OF ACI 318-LATEST EDITION CHAPTER 25. UNLESS DETAILED OTHERWISE. CORNER BARS SHALL BE PROVIDED

AT ALL CHANGE IN WALL DIRECTIONS AND SHALL BE OF THE SAME SIZE AND SPACING AS THE HORIZONTAL

STEEL. EACH CORNER BAR LEG TO PROVIDE A LAP COMPLYING WITH THE REQUIREMENTS OF ACI 318-LATEST

EDITION CHAPTER 25. SPLICE UNLESS DETAILED OTHERWISE. EXTEND ALL HORIZONTAL WALLS REINFORCING

THROUGH PIERS.

15. ALL CONSTRUCTION JOINTS SHALL BE FURNISHED WITH KEYWAY CENTERED ON MEMBERS. WHERE THE SIZE OF

KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY DEPTH SHALL BE 10% OF THE CROSS SECTION DIMENSION OF

THE MEMBER - MINIMUM 3/4".

16. ANCHOR BOLTS (FURNISHED BY STRUCTURAL STEEL CONTRACTOR) SHALL BE SET USING A TEMPLATE TO

WITHIN 1/8" TOLERANCE IN ANY PLAN DIRECTION IN PIERS, FOOTINGS AND FOUNDATION WALLS, WITH THE

MINIMUM PROJECTION AND EMBEDMENT LENGTHS AS INDICATED ON THE DRAWINGS.

17. PROVIDE 3/4" CHAMFER STRIP AT ALL EXPOSED CORNERS OF CONCRETE WALLS AND PIERS.

18. LOCATE ALL SLEEVES, OPENINGS, EMBEDDED ITEMS, ETC., AS INDICATED ON THE DRAWINGS. THE CONCRETE

CONTRACTOR SHALL CHECK WITH ALL OTHER TRADES TO MAKE SURE THE SLEEVES, OPENINGS AND

EMBEDDED ITEMS THAT ARE TO BE PROVIDED AND SET BY THEM ARE IN PLACE PRIOR TO PLACING OF

CONCRETE IN THE AREA INVOLVED.

19. ALL INTERIOR SLABS ON GRADE SHALL BE PLACED ON A VAPOR BARRIER WITH A MINIMUM OF 4-INCHES CLEAN

SAND. MINIMUM REINFORCEMENT SHALL BE IN ACCORDANCE WITH ENGINEERING DATA REPORT CRSI NUMBER

37, "REINFORCING STEEL IN SLAB ON GRADE" OR AS DETAILED. ALL EXTERIOR SLABS ON GRADE SHALL BE

PLACED ON A MINIMUM OF 4-INCHES CLEAN SAND. MINIMUM REINFORCEMENT SHALL BE IN ACCORDANCE WITH

ACI 318 SECTION 24.4 - SHRINKAGE AND TEMPERATURE REINFORCEMENT, OR AS DETAILED.

20. CONTRACTORS SHALL OBTAIN APPROVAL FROM THE ENGINEER, PRIOR TO PLACING OPENINGS OR SLEEVES, NOT SHOWN ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBERS, ROOF, WALLS OR FOUNDATIONS.

REVIEW ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR BASES, OPENINGS, SLEEVES, ANCHORS, INSERTS, CONDUITS, RECESSES AND OTHER DEVICES IN CONCRETE WORK BEFORE CASTING

CONCRETE.

21. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR STEEL COLUMNS AND BEAMS AS REQUIRED AND /

OR AS CALLED FOR IN THE SPECIFICATIONS EVEN IF NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL

AFTER STEEL ERECTION TO SEAL OPENINGS.

22. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB RECESSES AND/OR FLOOR FINISH MATERIALS.

23. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING SHALL CONFORM

TO AWS D1.4 SPECIFICATION, LATEST EDITION.

24. CONCRETE CONTRACTOR SHALL INCLUDE IN HIS ESTIMATE ADDITIONAL CONCRETE QUANTITY AS REQUIRED TO

COMPENSATE FOR DEFLECTIONS OF METAL DECK AND TO PROVIDE A LEVEL CONCRETE SURFACE. REFER TO

STRUCTURAL STEEL AND METAL DECK NOTES FOR ADDITIONAL CONSIDERATIONS.

25. THE CONCRETE SHALL BE THOROUGHLY COMPACTED BY VIBRATION SUPPLEMENTED BY SPADING, PUDDLING

OR AGITATION, TO PREVENT HONEYCOMBING AND TO ENSURE THE ELIMINATION OF VOIDS. VIBRATION MUST BE

DIRECT ACTION IN THE CONCRETE AND NOT AGAINST FORMS OR REINFORCEMENT. HONEYCOMBING, VOIDS

AND LARGE AIR POCKETS WILL NOT BE ACCEPTABLE.

26. LOCATIONS OF CONTRACTION JOINTS ARE SHOWN ON THE PLAN DRAWING. THE JOINTS SHOWN MAY SERVE

AS CONSTRUCTION JOINTS IF CONVENIENT FOR THE CONSTRUCTION SEQUENCE. THE LOCATION OF ANY

ADDITIONAL CONSTRUCTION JOINTS PROPOSED BY THE CONTRACTOR SHALL BE SUBJECT TO APPROVAL BY

THE ENGINEER. ALL CONCRETE SLABS AND WALLS WITH CONSTRUCTION JOINTS SHALL BE PLACED PER ACI

302.1R.

27. THE USE OF WATER-SOLUBLE CHLORIDE ION SHALL NOT BE USED UNLESS APPROVED BY THE ENGINEER. AS AN

ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX DESIGN FOR APPROVAL TWO

WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN SHALL BE REVIEWED FOR

CONFORMANCE TO '02 UBC.

FOOTINGS & FOUNDATIONS

1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES, AND FIELD

MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO THE ENGINEER.

2. PROVIDE ALL NECESSARY SHEETING, SHORING, BRACING, ETC. AS REQUIRED FOR EXCAVATIONS TO

PROTECT SIDES OF EXCAVATIONS AND ADJACENT STRUCTURES.

3. CONTRACTOR SHALL COMPLY FULLY WITH THE REQUIREMENTS OF MIOSHA, OTHER REGULATORY AGENCIES

AND THE OWNER'S SITE-SPECIFIC SAFETY PLAN AND REGULATIONS FOR SAFETY PROVISIONS.

4. BOTTOM OF FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES, FOOTINGS

ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A MINIMUM NET ALLOWABLE

BEARING CAPACITY OF 2000 PSF.

5. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED OTHERWISE

ON THE DRAWINGS.

6. NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB-GRADE CONTAINING FREE WATER, FROST

OR ICE. SHOULD WATER OR FROST, HOWEVER SLIGHT, ENTER A FOOTING EXCAVATION AFTER SUB-GRADE

APPROVAL, THE SUB-GRADE SHALL BE RE-INSPECTED BY THE TESTING LABORATORY AFTER REMOVAL OF

WATER OR FROST.

7. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR ICE FROM

PENETRATING ANY FOOTING OR SLAB SUB-GRADE BEFORE AND AFTER PLACING OF CONCRETE UNTIL THE

CONCRETE HAS REACHED ITS' DESIGN STRENGTH.

8. ALL FOUNDATION BEARING SOILS SHALL BE INSPECTED BY A QUALIFIED GEOTECHNICAL ENGINEER. THE

TESTING SHALL INCLUDE, BUT NOT BE LIMITED TO, IDENTIFICATION OF SOILS AT AND BELOW THE

FOUNDATION BEARING LEVEL, AND THE ALLOWABLE BEARING CAPACITY.

9. CONTRACTOR SHALL FURNISH ALL REQUIRED DEWATERING EQUIPMENT TO MAINTAIN A DRY EXCAVATION

UNTIL BACKFILL IS COMPLETE.

10. THE FOUNDATION DESIGN IS BASED ON THE SOILS INVESTIGATION REPORT PREPARED BY PREIN & NEWHOF, DATED JUNE 18, 2019.

FABRICATION AND ERECTION

1. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISC 303-10

“CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES”.

2. ALL HOLES SHALL BE DRILLED OR PUNCHED. NO BURNING OF HOLES WILL BE PERMITTED. SLOTTED HOLES

MUST HAVE STRAIGHT AND SMOOTH SIDES.

3. HOLES SHALL BE SIZED SUCH THAT THEY ARE

"LARGER IN DIAMETER THAN THE SPECIFIED FASTENER.

4. ALL STRUCTURAL MATERIAL INCLUDING BEAMS, ANGLES AND PLATES TO BE FIELD MEASURED AND FIELD

FABRICATED.

5. IN PLANNING THE METHOD OF ERECTION AND DISTRIBUTION OF MATERIAL BEFORE AND DURING ERECTION, THE

CONTRACTOR SHALL MAKE FULL ALLOWANCE FOR ANY OBSTRUCTIONS ENCOUNTERED WHICH MAY RESULT

FROM WORK PERFORMED BY OTHER TRADES, AS WELL AS THE OPERATIONS OF THE OWNER.

6. IT SHALL BE UNDERSTOOD THAT THERE WILL BE NO EXTRA CHARGE BY THE CONTRACTOR ON ACCOUNT OF

ANY OBSTRUCTIONS NOW ON THE SITE OF THE BUILDING.

7. FURNISH AND INSTALL ANY AND ALL NECESSARY TEMPORARY BRACING TO SQUARE AND PLUMB UP ALL WORK, AS REQUIRED, BEFORE BOLTING OR WELDING.

8. IN CASES WHERE MEMBERS DO NOT FIT OR HOLES DO NOT MATCH, THE HOLES SHALL BE REAMED OUT AND

THE NEXT LARGER SIZE BOLT INSERTED. IF THE CONNECTION REQUIRES NEW HOLES, THEN NEW HOLES SHALL

BE DRILLED. NO SUCH CORRECTIONS SHALL BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER'S RESIDENT

ENGINEER. BURNING OF HOLES IS STRICTLY PROHIBITED.

PRE-ENGINEERED METAL BUILDING

1. METAL BUILDING SHALL BE DESIGNED IN ACCORDANCE WITH THE "METAL BUILDING MANUFACTURERS

ASSOCIATION DESIGN PRACTICES MANUAL"

2. METAL BUILDING SUPPLIER SHALL FURNISH COMPLETE SET OF DRAWINGS SHOWING PROPOSED FRAMING

SYSTEM INCLUDING LOCATIONS OF ALL PRIMARY AND SECONDARY FRAMING ELEMENTS, INCLUDING

LOCATIONS OF RIGID MOMENT RESISTING FRAMES AND BRACED FRAMES.

3. METAL BUILDING SUPPLIER SHALL FURNISH A DRAWING SHOWING THE COLUMN CENTER LINE DIMENSIONS

AND SIZES, LOCATION AND PATTERN OF ANCHOR RODS. THIS DRAWING SHALL INCLUDE CERTIFIED

FOUNDATION REACTIONS. FOUNDATION DESIGN AND DRAWINGS SHALL BE REVIEWED TO ENSURE THE

DESIGN IS IN ACCORDANCE WITH THE FINAL BUILDING DESIGN, DIMENSIONS AND FOUNDATION REACTIONS.

S

S T

R U

C T

U R

A L

G

E N

E R

N

O T

E S

D E

P A

R T

M E

T

F

N

A T

U R

R

S

O U

R C

E S

S T

A T

E

O

F

M

I C

H I G

A N

D E

S I G

N

A

D

C

N

S T

R U

C T

I O

N

D

I V

I S

I O

N

B B

R M

R

R

W G

N A

E R

A

R

E V

P

E R

M I T

K W

G

D N

R

M

U L

T I D

I V

I S

I O

N

S

T O

R A

G

F

C

I L

I T

Y

G A

Y L O

R D

M

I

THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2019

B

I D

S

AutoCAD SHX Text

TUEBOR

AutoCAD SHX Text U

AutoCAD SHX Text S

AutoCAD SHX Text Q

AutoCAD SHX Text U

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text C

AutoCAD SHX Text I

AutoCAD SHX Text U

AutoCAD SHX Text P

AutoCAD SHX Text I

AutoCAD SHX Text S

AutoCAD SHX Text R

AutoCAD SHX Text C

AutoCAD SHX Text S

AutoCAD SHX Text N

AutoCAD SHX Text I

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text M

AutoCAD SHX Text I

AutoCAD SHX Text S

AutoCAD SHX Text

KAB

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text U

AutoCAD SHX Text P

AutoCAD SHX Text L

AutoCAD SHX Text S

AutoCAD SHX Text B

AutoCAD SHX Text U

AutoCAD SHX Text I

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text E

AutoCAD SHX Text I

AutoCAD SHX Text M

AutoCAD SHX Text L

AutoCAD SHX Text A

AutoCAD SHX Text P

AutoCAD SHX Text A

AutoCAD SHX Text M

AutoCAD SHX Text C

AutoCAD SHX Text M

AutoCAD SHX Text M

AutoCAD SHX Text U

AutoCAD SHX Text U

AutoCAD SHX Text N

AutoCAD SHX Text

PRELIMINARY

AutoCAD SHX Text

CONSTRUCTION

AutoCAD SHX Text

FINAL RECORD

AutoCAD SHX Text

DATE

AutoCAD SHX Text

ISSUED FOR

AutoCAD SHX Text

INDEX CODE

AutoCAD SHX Text

PROJECT

AutoCAD SHX Text

IDENTIFICATION NO.

AutoCAD SHX Text

SHEET

AutoCAD SHX Text

DESIGNED

AutoCAD SHX Text

DRAWN

AutoCAD SHX Text

CHECKED

AutoCAD SHX Text

APPROVED

AutoCAD SHX Text

DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

AutoCAD SHX Text

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

AutoCAD SHX Text

ROBERT C. HALL, RA, NCARB, DIRECTOR

AutoCAD SHX Text

SHEET TITLE:

AutoCAD SHX Text C