09 751.21042.TAP_Milliken Nature Center at Park Arch_CD Drawings - 05 Structural.pdf

STRUCTURAL DESIGN CRITERIA

1. GOVERNING CODE MICHIGAN BUILDING CODE (MBC), 2015 EDITION

2. BUILDING RISK CATEGORY II

3. DESIGN SOIL BEARING PRESSURE 2000 PSF

4. MATERIAL STRENGTHS

STRUCTURAL STEEL:

ASTM A992 (Fy = 50 KSI) - ROLLED STEEL SHAPES UNLESS NOTED ON THE

DRAWINGS.

ASTM A36 (Fy = 36 KSI) - ROLLED STEEL PLATES, CHANNELS, ANGLES, BARS, AND RODS AS NOTED ON THE DRAWINGS.

ASTM A500, GRADE C - RECTANGULAR AND ROUND HSS

REINFORCING STEEL:

ASTM A615, GRADE 60

CONCRETE:

4000 PSI FOR ALL CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE.

5. DEAD LOADS

ROOF

METAL ROOFING 3 PSF

INSULATION AND COVER BOARD 9 PSF

HANGING M/E/P ALLOWANCE 5 PSF

CEILING/MISCELLANEOUS 5 PSF

FRAMING 5 PSF

FUTURE PV ARRAY ALLOWANCE 12 PSF

TOTAL ROOF DEAD LOAD 39 PSF

6. DESIGN SNOW LOAD AND SNOW DRIFTING PARAMETERS ARE AS FOLLOWS:

GROUND SNOW LOAD (Pg) 60 PSF

FLAT ROOF SNOW LOAD (Pf) 46 PSF + DRIFT

SNOW EXPOSURE FACTOR (Ce) 0.9

SNOW THERMAL FACTOR (Ct) 1.2

SNOW LOAD IMPORTANCE FACTOR 1.0

7. WIND LOAD DESIGN PARAMETERS ARE AS FOLLOWS:

BASIC WIND SPEED (V), (3 SECOND GUST) 115 MPH

WIND EXPOSURE CATEGORY D

INTERNAL PRESSURE COEFFICIENT ±0.18

8. SEE TABLE FOR COMPONENTS AND CLADDING LOAD CRITERIA. ALL ARCHITECTURAL AND

STRUCTURAL COMPONENTS SHALL CONFORM WITH THE MICHIGAN BUILDING CODE AND

ASCE 7 FOR COMPONENTS AND CLADDING DESIGN.

ROOF PRESSURES (PSF)

WALL PRESSURES (PSF)

NOTES:

- END ZONE WIDTH IN FEET = 10% OF LEAST HORIZONTAL DIMENSION OR .4h

WHICHEVER IS SMALLER BUT NOT LESS THAN EITHER, 4% OF LEAST HORIZONTAL

DIMENSION OR 3'-0"

h=MEAN ROOF HEIGHT, IN FEET, EXCEPT THAT EAVE HEIGHT SHALL BE USED FOR

ROOF ANGLES < 10

9. SEISMIC LOAD DESIGN PARAMETERS ARE AS FOLLOWS:

SOIL SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATION

(Ss) 4.8 %

(S1) 2.5 %

DESIGN SPECTRAL RESPONSE ACCELERATION

(Sds) 5.3 %

(Sd1) 3.7 %

SEISMIC DESIGN CATEGORY A

SEISMIC IMPORTANCE FACTOR (Ie) 1.0

SEISMIC LATERAL FORCE RESISTING SYSTEM - ORDINARY PRECAST SHEAR WALLS

RESPONSE MODIFICATION FACTOR (R) 3

DEFLECTION AMPLIFICATION FACTOR (Cd) 3

SEISMIC DESIGN METHOD EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC RESPONSE COEFFICIENT (Cs) 0.0177

SEISMIC DESIGN STRUCTURE WEIGHT (W) 347 KIPS

SEISMIC DESIGN BASE SHEAR (V) 6.2 KIPS

GENERAL CONDITIONS

1. COORDINATE WITH ALL DRAWINGS FOR PERTINENT INFORMATION RELATED TO THE

STRUCTURAL WORK. ANY CHANGES TO THE STRUCTURAL SYSTEMS SHALL BE RE-DESIGNED

BY A REGISTERED PROFESSIONAL ENGINEER AT NO COST TO THE OWNER OR A/E AND

SUBMITTED TO THE A/E FOR REVIEW. SUBMITTAL SHALL BE ACKNOWLEDGED IN WRITING

BEFORE BEGINNING CONSTRUCTION

2. EQUIPMENT FRAMING LOADS, OPENINGS, AND STRUCTURE, IN ANY WAY RELATED TO HVAC,

PLUMBING, PROCESS, ELECTRICAL, ELEVATOR, OR ESCALATOR REQUIREMENTS ARE SHOWN

FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE PERTINENT

TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST RELATED

TO VARIATION IN THESE REQUIREMENTS SHALL BE BORNE BY THE APPROPRIATE

CONTRACTOR.

3. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION

PROCEDURE AND SEQUENCES TO ENSURE THE SAFETY OF THE BUILDING AND ITS

COMPONENTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION

OF TEMPORARY BRACING, SHORING, GUYS, OR TIE-DOWNS THAT MAY BE NECESSARY.

4. THE STRUCTURE HAS BEEN DESIGNED FOR THE UNIFORM LOADS INDICATED IN ADDITION TO

THE CONCENTRATED LOADS REQUIRED BY THE BUILDING CODE. THE STRUCTURAL DESIGN

IS BASED SOLELY ON THE BUILDING IN ITS COMPLETED STATE. CONTRACTORS AND THEIR

SUB-CONTRACTORS SHALL TAKE NECESSARY PRECAUTIONS TO WITHSTAND ALL

HORIZONTAL AND VERTICAL LOADINGS THAT MAY BE ENCOUNTERED DURING

CONSTRUCTION PRIOR TO COMPLETION OF THE BUILDING. SUCH CONSTRUCTION

LOADINGS INCLUDE, BUT ARE NOT LIMITED TO, LOADS FROM CRANES, LIFTS, DOLLIES, AND

HOISTS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EVALUATION OF THE IMPACT

OF SUCH LOADS ON THE STRUCTURE AND PROVIDING TEMPORARY SHORING, BRACING, OR

REINFORCEMENT AS REQUIRED.

5. SEE THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON THE

STRUCTURAL DRAWINGS. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL CONFORM TO THOSE

SHOWN ON THE ARCHITECTURAL DRAWINGS. REPORT ALL DISCREPANCIES TO THE A/E FOR

RESOLUTION BEFORE PROCEEDING.

6. THE CONTRACTOR SHALL SUPPORT, BRACE, AND SECURE EXISTING STRUCTURES AS

REQUIRED. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF EXISTING

STRUCTURES DURING CONSTRUCTION. FIELD VERIFY ALL EXISTING DIMENSIONS WHICH

AFFECT THE NEW CONSTRUCTION PRIOR TO FINAL DETAILING AND FABRICATION OF NEW

STRUCTURAL ELEMENTS.

CAST-IN-PLACE CONCRETE

1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE PROJECT MANUAL AND

AMERICAN CONCRETE INSTITUTE CODES AND STANDARDS, INCLUDING, BUT NOT LIMITED

TO, ACI 301, ACI 315, AND ACI 318.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 DELIVERED IN FLAT SHEETS.

3. THE CONTRACTOR SHALL REVIEW ALL DRAWINGS FOR SIZE AND LOCATION OF ALL

EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, OPENINGS, ETC. REQUIRED BY OTHER

TRADES. RECONCILE THEIR EXACT SIZES AND LOCATIONS BEFORE PROCEEDING WITH THE

WORK. ALL ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR TO PLACEMENT OF

CONCRETE. SECURE THE APPROVAL OF THE STRUCTURAL ENGINEER PRIOR TO PLACING

OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT CORE DRILL THROUGH

BEAMS, JOISTS, GIRDERS, OR WALLS. NO CONDUIT SHALL BE PLACED IN CONCRETE SLABS

OR BEAMS UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

4. BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL THE FLOOR CONSTRUCTION AT THE

FIRST FLOOR HAS BEEN COMPLETED TO BRACE THE WALL. AT THE CONTRACTORS OPTION,

WALLS MAY BE BRACED AND BACKFILL INSTALLED. ANY SUCH BRACING SHALL BE SOLELY

THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL REMAIN IN PLACE UNTIL THE FIRST

FLOOR IS COMPLETED AND CONTINUOUSLY CONNECTED TO THE WALL.

5. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF

REQUIRED, IS NOT INCLUDED. USE STANDARD 90° BAR HOOK UNO.

6. PROVIDE HORIZONTAL CONTROL/CONSTRUCTION JOINTS IN SLABS AND VERTICAL

CONTROL/CONSTRUCTION IN WALLS AS SHOWN ON THE DRAWINGS. CONTRACTOR SHALL

SUBMIT ALTERNATE AND ADDITIONAL CONSTRUCTION JOINT LOCATIONS AND DETAILS TO

THE A/E FOR APPROVAL PRIOR TO CONSTRUCTION. AT LEAST 48 HOURS SHALL ELAPSE

BETWEEN CASTING OF ADJOINING UNITS. REINFORCEMENT SHALL BE CONTINOUS ACROSS

CONSTRUCTION JOINTS UNLESS DETAILED OTHERWISE ON THE DRAWINGS. SUBMIT ALL

CONSTRUCTION JOINT LOCATIONS WITH THE REINFORCING SHOP DRAWINGS.

7. WHERE CONSTRUCTION JOINTS ARE REQUIRED BUT ARE NOT INDICIATED ON THE DRAWINGS, THEY SHALL BE LOCATED AT THE MID-SPAN OF BEAMS, SLABS AND WALLS, AND SHALL BE

SUBJECT TO REVIEW BY THE A/E. UNO OR SHOWNG ON THE DRAWINGS, PROVIDE A

CONTINUOUS SHEAR KEY IN SLABS AND WALLS, AND A MINIMUM OF (2) CONTINOUS

HORIZONTAL KEYS IN BEAMS AND EACH JOIST. THE MINIMUM KEY SIZE SHALL BE 1-1/2"

DEEP X 1/3 THE DEPTH OR WIDTH OF THE MEMBER. AT COMPOSITE CONCRETE SLABS ON

STEEL DECK, SUPPORTED BY STEEL BEAMS AND GIRDERS, CONSTRUCTION JOINTS PARALLEL

TO BEAMS SHALL BE PLACED MID-WAY BETWEEN BEAMS NEAREST TO THE COLUMN

CENTERLINE AND CONSTRUCTION JOINTS PARALLEL TO GIRDERS SHALL BE PLACED 4 TO 6

FEET FROM THE GIRDER CENTERLINE. AT NON-COMPOSITE CONCRETE SLABS ON STEEL

DECK, SUPPORTED BY STEEL BEAMS AND GIRDERS, CONSTRUCTION JOINTS SHALL BE

PLACED AT MID-SPAN OF DECK AND MID-WAY BETWEEN GIRDERS. REFERENCE ACI 302 FOR

GUIDELINES AND ADDITIONAL INFORMATION.

8. THE CONTRACTOR SHALL PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CORNERS OF

COLUMNS, BEAMS, AND WALLS UNO INDICATED ON THE ARCHITECTURAL DRAWINGS.

MINIMUM CLEARANCES FOR REINFORCING STEEL SHALL CONFORM WITH THE TYPICAL

REINFORCING BAR CLEARANCE TABLE.

9. THE HARDENED CONCRETE OF HORIZONTAL CONSTRUCTION JOINTS SHALL BE DAMPENED

AND THEN THOROUGHLY COVERED WITH A COAT OF CEMENT GROUT OF SIMILAR

PROPORTIONS TO THE MORTAR IN THE CONCRETE. THE FRESH CONCRETE SHALL BE PLACED

BEFORE THE GROUT HAS ATTAINED ITS INITIAL SET.

10. THE HARDENED CONCRETE OF CONSTRUCTION JOINTS SHALL BE THOROUGHLY COATED

WITH A BONDING AGENT (SIKA ARMATEC 110 OR EQUAL).

11. WELDING OF REINFORCING STEEL IS NOT PERMITTED.

12. COMPLY WITH THE ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL

FINISHES OR TREATMENTS TO EXPOSED CONCRETE.

13. PROVIDE 6X6-W1.4XW1.4 WELDED WIRE FABRIC IN ALL TOPPING SLABS, UNO.

14. LAP WELDED WIRE FABRIC 1 SPACE (2 CROSS WIRES) + 2" AT ALL EDGES AND ENDS OF

SHEETS.

15. REINFORCING BAR LAP SPLICES AND ANCHORAGE LENGTHS SHALL CONFORM WITH

"MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE"

16. PROVIDE A BOND-BREAKER AT MASONRY BEARING OF ALL CAST-IN-PLACE CONCRETE

SLABS, JOISTS, AND BEAMS.

ZONE 1

27.4, -67.3

25.1, -65.0

23.4, -63.3

21.7, -61.6

21.7, -61.6

ZONE 2

27.4, -112.9

25.1, -97.0

23.4, -85.0

21.7, -73.0

21.7, -73.0

ZONE 3

27.4, -170.0

25.1, -131.4

23.4, -102.2

21.7, -73.0

21.7, -73.0

AREA

INTERIOR ZONE

60.7, -65.7

58.0, -63.1

54.4, -59.5

52.5, -57.7

45.5, -50.6

EDGE ZONE

60.7, -80.8

58.0, -74.9

54.4, -68.4

52.5, -64.0

45.5, -50.6

AREA

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR DESIGN,

FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS".

2. THE STRUCTURE WAS DESIGNED USING LRFD APPROACH PER THE AISC "STEEL

CONSTRUCTION MANUAL"

3. WELDED CONNECTIONS SHALL CONFORM TO THE AWS D1.1.

4. ALL STRUCTURAL STEEL, BOLTS, ETC., SHALL BE DOMESTICALLY PRODUCED.

5. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE

"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AS

APPROVED BY THE COUNCIL ON RIVETED AND BOLTED JOINTS, UNO. USE BEARING-TYPE

BOLTS WITH THREADS INCLUDED IN THE SHEAR PLANE. ANCHOR BOLTS SHALL CONFORM TO

ASTM F-1554, GRADE 36, OR AS SPECIFIED ON THE DRAWINGS.

6. WELDING ELECTRODES SHALL BE E70XX (LOW HYDROGEN) OR BETTER, FOR WELDING

SYMBOLS WITH NO LENGTH DIMENSION GIVEN, THE WELDING SHALL BE CONTINUOUS

BETWEEN ABRUPT CHANGES IN DIRECTION. WELDS NOT OTHERWISE NOTED SHALL BE 1/4" IN

SIZE.

7. IN GENERAL, IT IS THE INTENT OF THESE PLANS AND SPECIFICATIONS THAT ALL SHOP

CONNECTIONS BE WELDED AND ALL FIELD CONNECTIONS BE BOLTED EXCEPT WHERE NOTED

OTHERWISE.

8. ALL BOLTS SHALL BE TIGHTENED TO A "SNUG-TIGHT" CONDITION, UNO. BOLTS IN MOMENT

CONNECTIONS SHALL BE DESIGNED "SLIP-CRITICAL" WITH A CLASS "A" FAYING SURFACE.

9. UNLESS NOTED OTHERWISE, TYPICAL BEAM SHEAR CONNECTIONS SHALL BE DETAILED WITH

STANDARD DOUBLE ANGLE OR SHEAR PLATE CONNECTIONS, USING A325 BOLTS.

NON-COMPOSITE BEAM CONNECTIONS SHALL BE DESIGNED TO DEVELOP 55% OF THE

TOTAL LOAD CAPACITY DERIVED FROM THE AISC STEEL CONSTRUCTION MANUAL

MAXIMUM UNIFORM LOAD TABLES.

10. VERIFY THE EXACT SIZE AND LOCATION OF ALL OPENINGS PRIOR TO FABRICATION OF STEEL

FRAMING MEMBERS.

11. PROVIDE A NON-METALLIC, NON-SHRINK GROUT UNDER ALL COLUMN BASE PLATES AND

BEAM BEARINGS.

12. ALL STEEL EXPOSED TO WEATHER, EXPOSED TO EARTH, EXPOSED TO VIEW OUTSIDE THE

BUILDING ENVELOPE, OR DENOTED ON THE DRAWINGS TO BE GALVANIZED, SHALL BE HOT-

DIPPED GALVANIZED AFTER FABRICATION. GALVANIZING SHALL BE REMOVED PER AWS

D-19.0, "WELDING ZINC-COATED STEEL", PRIOR TO FIELD WELDING. WELDS SHALL BE

TOUCHED-UP WITH TWO COATS OF ZINC-RICH PAINT BRUSH APPLIED USING ZRC

GALVANIZING COMPOUND OR EQUAL. PROVIDE VENT/DRAINAGE HOLES IN HSS MEMBERS

(MINIMUM 3/4 DIAMETER, BOTTOM SIDE OF HORIZONTAL MEMBERS, WITHIN 2" OF BASE

FOR VERTICAL MEMBERS) PRIOR TO GALVANIZING.

13. ALL STEEL WITHIN UNCONDITIONED AREAS OUTSIDE THE BUILDING ENVELOPE (E.G.

EXTERIOR SOFFITS, CANOPIES, ETC) BUT NOT EXPOSED TO VIEW SHALL BE PRIMED AND

PAINTED UNLESS NOTED OTHERWISE.

STEEL DECK

1. STEEL DECK FABRICATION AND ERECTION SHALL CONFORM TO THE STEEL DECK INSTITUTE

SPECIFICATIONS.

2. DECK SHALL INCLUDE ANY MISCELLANEOUS CLOSURE PIECES, METAL SCREEDS, ROOF

CURBS, DRAIN SUMP PANS, REINFORCING AROUND OPENINGS, ETC. REQUIRED TO MAKE A

COMPLETE JOB. MISCELLANEOUS ITEMS SHALL BE GALVANIZED AND SHALL BE NO THINNER

THAN 18 GAGE.

3. DUE ALLOWANCE SHALL BE MADE FOR DEFLECTION OF UNSHORED SLABS. NO ADDITIONAL

PAYMENTS WILL BE MADE FOR EXTRA CONCRETE USED TO FINISH SURFACES TO REQUIRED

ELEVATIONS.

4. ROOF DECK SHALL BE PRIME PAINTED, UNO.

5. NO LOAD SHALL BE HUNG FROM STEEL ROOF DECK.

PRECAST CONCRETE

1. PRECAST CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE AND

THE PRECAST/PRESTRESSED CONCRETE INSTITUTE CODES AND STANDARDS LISTED IN THE

PROJECT MANUAL, EXCEPT AS MODIFIED THEREIN.

2. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS (f'c) SHALL BE 5,000 PSI.

3. REINFORCING BARS SHALL BE ASTM A615, fy = 60,000 PSI, UNO.

4. PRECAST MEMBERS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE LOADS GIVEN IN

THESE DRAWINGS.

5. THE PRECAST MANUFACTURER SHALL COORDINATE SIZE AND LOCATION OF ALL OPENINGS

IN PRECAST MEMBERS WITH ALL OTHER TRADES.

6. ALL OPENINGS LARGER THAN 10" SQUARE OR ROUND SHALL BE PROVIDED BY THE PRECAST

MANUFACTURER, SMALLER OPENINGS MAY BE FIELD CUT OR CORED BY THE TRADES

REQUIRING THE OPENINGS ONLY AFTER WRITTEN APPROVAL FROM THE PRECAST

MANUFACTURER.

7. PROVIDE CAST-IN DOVETAIL SLOTS IN PRECAST WALL PANELS FOR ANCHORING OF BRICK

VENEER WHERE PRESENT. SEE ARCHITECTURAL DRAWINGS FOR ALL LOCATIONS OF BRICK

VENEER.

FOUNDATIONS

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE SUBSURFACE

INVESTIGATION REPORT BY SME DATED AUGUST 17, 2021. THE CONTRACTOR SHALL

BECOME FAMILIAR WITH THE SURVEY AND SUBSURFACE INVESTIGATION REPORT PRIOR TO

BIDDING AND BEFORE BEGINNING CONSTRUCTION.

2. THE SUBSURFACE INVESTIGATION IS FOR INFORMATIONAL PURPOSES ONLY AND SHALL NOT

BE CONSIDERED PART OF THE CONTRACT DOCUMENTS. FURTHERMORE, NO WARRANTY IS

MADE BY THE OWNER WITH REGARD TO COMPLETENESS AND ACCURACY OF SUBSURFACE

INVESTIGATION DATA, STATEMENTS, AND INTERPRETATIONS GIVEN IN REPORT.

3. NOTIFY THE A/E AS SOON AS POSSIBLE OF ANY UNUSUAL SOIL CONDITIONS OR SOIL

CONDITIONS AT VARIANCE WITH TEST BORINGS, SUCH AS UNEXPECTED SPRING OR

SEEPAGE WATER, MATERIAL DIFFERING FROM TEST BORINGS, OR SOIL OF QUESTIONABLE

BEARING CAPACITY.

4. SET FOUNDATIONS AT THE ELEVATIONS SHOWN ON THE DRAWINGS ON FIRM SUBGRADE

PREPARED PER THE EARTHWORK SPECIFICATIONS. VERIFY THAT EACH FOOTING PLACED IS

BEARING ON MATERIAL WITH THE DESIGN BEARING CAPACITY PER THE SUBSURFACE

INVESTIGATIVE REPORT.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND FINAL

CLEARANCE OF ANY REQUIRED NEEDLING, UNDERPINNING, SHORING, OR BRACING OF

EXISTING STRUCTURES.

SLAB AND METAL DECK LEGEND

R1 DENOTES SPAN DIRECTION FOR 1-1/2" x 20 GAUGE WIDE RIB

METAL ROOF DECK. FASTEN TO SUPPORTING MEMBERS WITH

5/8" PUDDLE WELDS IN 36/4 PATTERN. INSTALL #10 SELF-

DRILLING SCREW SIDELAP FASTENERS @24" MAX SPACING

BETWEEN SUPPORTS.

1 2 3 4 5 7

A A

B

C

E

F

G

D

1 1

SNOW DRIFT SCHEDULE

DRIFT Wd Pd NOTES

1 8' - 6" 46 PSF

NOTES:

1. SNOW DRIFT VALUES INDICATED ARE IN ADDITION TO FLAT ROOF SNOW LOAD.

2. ONLY DRIFTS ON NEW CONSTRUCTION OR DRIFTS ON EXISTING CONSTRUCTION CAUSED

OR IMPACTED BY NEW CONSTRUCTION ARE...

FLAT ROOF SNOW LOAD PER GENERAL NOTESP

P

ROOF LINEWd d f

CONCRETE REINFORCING CLEAR COVER REQUIREMENTS

CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND

CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#5 BAR AND SMALLER

#6 BAR AND LARGER

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLABS, JOISTS, AND WALLS (NOT LARGER THAN #11 BAR)

BEAMS, COLUMNS, PIERS

NOTE:

CLEAR COVER DIMENSIONS LISTED ARE CODE-REQUIRED MINIMUMS. PROVIDE GREATER

COVER WHERE SPECIFICALLY REQUIRED BY DETAILS.

3"

1-1/2"

2"

3/4"

1-1/2"

USE THIS TABLE FOR A615 GRADE 60 REINFORCING WHEN CONCRETE CLEAR COVER AND

CLEAR SPACING IS AT LEAST db AND CODE MINIMUM STIRRUPS ARE PROVIDED OR IF

MINIMUM STIRRUPS ARE NOT PROVIDED, CLEAR SPACING IS AT LEAST 2db.

CONCRETE MINIMUM LAP SPLICE AND

ANCHORAGE DIMENSION TABLE

(4000 PSI CONCRETE) (3000 PSI CONCRETE)

TOP BARS OTHER BARS TOP BARS OTHER BARSBAR SIZE BAR SIZE

DEVELOPMENT LENGTH

#3

#4

#5

#6

#7

#8

#10

#9

#11

#3

#4

#5

#6

#7

#8

#10

#9

#11

15"

20"

25"

30"

44"

50"

63"

56"

12"

16"

19"

23"

34"

38"

49"

43"

54"

18"

23"

29"

35"

50"

57"

73"

65"

81"

14"

18"

22"

27"

39"

44"

56"

50"

62"

NOTES:

• LAP LENGTHS SHALL BE 1.3 TIMES DEVELOPMENT LENGTH.

• FOR EPOXY COATED REINFORCING MULTIPLY THE TABLE VALUES ABOVE BY 1.5.

• (MC) DENOTES MECHANICAL COUPLER DEVELOPING 125% OF THE BAR YIELD STRENGTH.

NO OTHER SPLICE WILL BE ACCEPTED.

• WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP DIMENSION OF THE SMALLER

BAR OR THE ANCHORAGE DIMENSION OF THE LARGER BARS. USE WHICHEVER DIMENSION

IS LARGER.

• TOP BARS SHALL BE DEFINED AS BEAM AND SLAB HORIZONTAL REINFORCEMENT SO

PLACED THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE

TOP REINFORCEMENT. HORIZONTAL REINFORCING IN WALLS SHALL BE CONSIDERED TOP

BARS.

DEVELOPMENT LENGTH

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3/32" = 1'-0"

SNOW DRIFT PLAN ISSUED FOR DATE

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REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS (MBC SECTION 1705.6)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED PROPERLY.

X

X

X

X

X

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION (MBC SECTION 1705.3)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS AND VERIFY

PLACEMENT.

2. REINFORCING BAR WELDING (PERMITTED ONLY WHEN SPECIFICALLY SHOWN IN THE

DETAILS OR WITH PERMISSION IN WRITING BY THE ENGINEER):

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706

B. INSPECT SINGLE-PASS FILLET WELDS UP TO AND INCLUDING 5/16"

C. INSPECT ALL OTHER WELDS

3. INSPECT ANCHORS CAST IN CONCRETE

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

B. ALL OTHER ANCHORS POST-INSTALLED IN HARDENED CONCRETE

5. VERIFY USE OF REQUIRED MIX DESIGN.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THE CONCRETE.

7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

9. INSPECT PRESTRESSED CONCRETE FOR:

A. APPLICATION OF PRESTRESSING FORCES; AND

B. GROUTING OF BONDED PRESTRESSING TENDONS.

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

11. VERIFY IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF CONCRETE

MEMBER BEING FORMED.

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

EXCEPTIONS - THE ABOVE SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR THE FOLLOWING BUILDING ELEMENTS:

1. ISOLATED SPREAD FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

2. NONSTRUCTURAL SLABS SUPPORTED DIRECTLY ON THE GROUND.

REQUIRED SPECIAL INSPECTIONS PRIOR TO WELDING OF STRUCTURAL STEEL (AISC 360 N5.4)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

2. WPS AVAILABLE

3. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

4. MATERIAL IDENTIFICATION (TYPE/GRADE)

5. WELDER IDENTIFICATION SYSTEM

6. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

A. JOINT PREPARATIONS

B. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

C. CLEANLINESS (CONDITION OF STEEL SURFACES)

D. TACKING (TACK WELD QUALITY AND LOCATION)

E. BACKING TYPE AND FIT (IF APPLICABLE)

7. CONFIGURATION AND FINISH OF ACCESS HOLES

8. FIT-UP OF FILLET WELDS

A. DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

B. CLEANLINESS (CONDITION OF STEEL SURFACES)

C. TACKING (TACK WELD QUALITY AND LOCATION)

X

X

X

X

X

X

X

X

REQUIRED SPECIAL INSPECTIONS DURING WELDING OF STRUCTURAL STEEL (AISC 360 N5.4)

SPECIAL INSPECTION TASK

1. CONTROL AND HANDLING OF WELDING CONSUMABLES

A. PACKAGING

B. EXPOSURE CONTROL

2. NO WELDING OVER CRACKED TACK WELDS

3. ENVIRONMENTAL CONDITIONS

A. WIND SPEED WITHIN LIMITS

B. PRECIPITATION AND TEMPERATURE

4. WPS FOLLOWED

A. SETTINGS ON WELDING EQUIPMENT

B. TRAVEL SPEED

C. SELECTED WELDING MATERIALS

D. SHIELDING GAS TYPE/FLOW RATE

E. PREHEAT APPLIED

F. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

G. PROPER POSITION (F, V, H, OH)

5. WELDING TECHNIQUES

A. INTERPASS AND FINAL CLEANING

B. EACH PASS WITHIN PROFILE LIMITATIONS

C. EACH PASS MEETS QUALITY REQUIREMENTS

6. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

X

X

X

X

X

X

REQUIRED SPECIAL INSPECTIONS AFTER WELDING OF STRUCTURAL STEEL (AISC 360 N5.4)

SPECIAL INSPECTION TASK

1. WELDS CLEANED

2. SIZE, LENGTH, AND LOCATION OF WELDS

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA

A. CRACK PROHIBITION

B. WELD/BASE-METAL FUSION

C. CRATER CROSS SECTION

D. WELD PROFILES

E. WELD SIZE

F. UNDERCUT

G. POROSITY

4. ARC STRIKES

5. k-AREA

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES

7. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

8. REPAIR ACTIVITIES

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

10. NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE APPROVAL OF THE EOR

X

X

X

X

X

X

X

X

X

X

REQUIRED SPECIAL INSPECTIONS PRIOR TO BOLTING OF STRUCTURAL STEEL (AISC 360 N5.6)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

3. CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

4. CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

(REQUIRED ONLY FOR PRETENSIONED OR SLIP-CRITICAL JOINTS)

7. PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

X

X

X

X

X

X

X

REQUIRED SPECIAL INSPECTIONS DURING BOLTING OF STRUCTURAL STEEL (AISC 360 N5.6)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED.

2. JOINT BROUGHT INTO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING

OPERATION.

3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING.

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES (REQUIRED ONLY FOR PRETENSIONED OR SLIP-CRITICAL JOINTS)

X

X

X

X

REQUIRED SPECIAL INSPECTIONS AFTER BOLTING OF STRUCTURAL STEEL (AISC 360 N5.6)

SPECIAL INSPECTION TASK

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X -

OTHER REQUIRED SPECIAL INSPECTIONS OF STRUCTURAL STEEL (AISC 360 N5.7 AND N5.8)

SPECIAL INSPECTION TASK

1. VISUALLY INSPECT EXPOSED CUT SURFACES OF GALVANIZED STRUCTURAL STEEL MAIN MEMBERS AND EXPOSED CORNERS OF

RECTANGULAR HSS FOR CRACKS SUBSEQUENT TO GALVANIZING.

2. DURING PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL, VERIFY AND DOCUMENT THE

DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO

THE CONCRETE PRIOR TO PLACEMENT OF CONCRETE.

3. INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPLICABLE, TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON

THE CONSTRUCTION DOCUMENTS. THIS INCLUDES SUCH ITEMS AS BRACES, STIFFENERS, MEMBER LOCATIONS, AND THE CORRECT

APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

REQUIRED NONDESTRUCTIVE TESTING OF WELDED JOINTS IN STRUCTURAL STEEL (AISC 360 N5.5)

TESTING TASK

1. ULTRASONIC TESTING OF COMPLETE-JOINT-PENETRATION (CJP) GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION

LOADING IN BUTT, T- AND CORNER JOINTS, IN MATERIAL 5/16" THICK OR GREATER

A. ULTRASONIC TESTING SHALL BE PERFORMED ON 10% OF SUCH WELDS IN STRUCTURES IN RISK CATEGORY II

B. ULTRASONIC TESTING SHALL BE PERFORMED ON 100% OF SUCH WELDS IN STRUCTURES IN RISK CATEGORY III OR IV

C. REFER TO AISC 360 SECTION N5.5 FOR CONDITIONS WHERE THE RATE OF ULTRASONIC TESTING IS PERMITTED TO BE REDUCED

D. REFER TO AISC 360 SECTION N5.5 FOR CONDITIONS WHERE THE RATE OF ULTRASONIC TESTING IS REQUIRED TO BE INCREASED

PERFORM OBSERVE

PERFORM OBSERVE

PERFORM OBSERVE

REQUIRED SPECIAL INSPECTIONS PRIOR TO STEEL DECK PLACEMENT (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH

CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND

BASE METAL THICKNESS

2. DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES

X

X

REQUIRED SPECIAL INSPECTIONS AFTER STEEL DECK PLACEMENT (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH

CONSTRUCTION DOCUMENTS

2. VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT

COMPLY WITH THE CONSTRUCTION DOCUMENTS

3. DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK

ACCESSORIES

X

X

X

REQUIRED SPECIAL INSPECTIONS PRIOR TO WELDING OF STEEL DECK (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE

2. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

3. MATERIAL IDENTIFICATION (TYPE/GRADE)

4. CHECK WELDING EQUIPMENT

X

X

X

X

REQUIRED SPECIAL INSPECTIONS DURING WELDING OF STEEL DECK (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. USE OF QUALIFIED WELDERS

2. CONTROL AND HANDLING OF WELDING CONSUMABLES

3. ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE)

4. WPS FOLLOWED

X

X

X

X

REQUIRED SPECIAL INSPECTIONS AFTER WELDING OF STEEL DECK (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND

PERIMETER WELDS

2. WELDS MEET VISUAL ACCEPTANCE CRITERIA

3. VERIFY REPAIR ACTIVITIES

4. DOCUMENT ACCEPTANCE OR REJECTION OF WELDS

X

X

X

X

REQUIRED SPECIAL INSPECTIONS PRIOR TO MECHANICAL FASTENING OF STEEL DECK (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL

FASTENERS

2. PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION

3. PROPER STORAGE FOR MECHANICAL FASTENERS

X

X

X

REQUIRED SPECIAL INSPECTIONS DURING MECHANICAL FASTENING OF STEEL DECK (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. FASTENERS ARE POSITIONED AS REQUIRED

2. FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S

INSTRUCTIONS

X

X

REQUIRED SPECIAL INSPECTIONS AFTER MECHANICAL FASTENING OF STEEL DECK (SDI QA/QC)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS

2. CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS

3. CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS

4. VERIFY REPAIR ACTIVITIES

5. DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS

X

X

X

X

X

GENERAL NOTES REGARDING SPECIAL INSPECTIONS AND TESTS

1. SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE BUILDING OFFICIAL THAT ARE IDENTIFIED IN SECTION 110 OF THE

MICHIGAN BUILDING CODE. SPECIAL INSPECTIONS DO NOT RELIEVE THE CONTRACTOR FROM COMPLYING WITH THE CONTRACT

DOCUMENTS.

2. CONTINUOUS SPECIAL INSPECTION IS DEFINED AS SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT

CONTINUOUSLY WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED.

3. PERIODIC SPECIAL INSPECTION IS DEFINED AS SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT

WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. THE FREQUENCY OF THESE SPECIAL INSPECTION TASKS

SHALL BE ADEQUATE TO DETERMINE THAT WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS.

4. WHERE A SPECIAL INSPECTION TASK IS NOTED AS "OBSERVE," THE SPECIAL INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM

BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. THE FREQUENCY OF THESE SPECIAL INSPECTION TASKS

SHALL BE ADEQUATE TO DETERMINE THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS.

5. WHERE A SPECIAL INSPECTION TASK IS NOTED AS "PERFORM," THE TASK SHALL BE PERFORMED FOR EACH MEMBER, JOINT, OR

ELEMENT PRIOR TO FINAL ACCEPTANCE.

6. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON EMPLOYED OR RETAINED BY AN APPROVED AGENCY AND APPROVED BY THE

BUILDING OFFICIAL AS HAVING THE COMPETENCE NECESSARY TO INSPECT A PARTICULAR TYPE OF CONSTRUCTION REQUIRING

SPECIAL INSPECTION.

7. PRIOR TO THE START OF CONSTRUCTION, THE APPROVED SPECIAL INSPECTION AGENCY SHALL SUBMIT WRITTEN DOCUMENTATION

TO THE BUILDING OFFICIAL DEMONSTRATING THE COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING OF THE SPECIAL

INSPECTORS WHO WILL PERFORM THE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION.

8. THE CONSTRUCTION OR WORK FOR WHICH SPECIAL INSPECTION OR TESTING IS REQUIRED SHALL REMAIN ACCESSIBLE AND EXPOSED

FOR SPECIAL INSPECTION OR TESTING PURPOSES UNTIL COMPLETION OF REQUIRED SPECIAL INSPECTIONS OR TESTS. SEE

SPECIFICATION FOR ADDITIONAL REQUIREMENTS, INCLUDING CONTRACTOR'S RESPONSIBILITY TO PROVIDE ACCESS FOR SPECIAL

INSPECTIONS AND CONTRACTOR'S RESPONSIBILITY TO PROVIDE DUE NOTICE TO SPECIAL INSPECTOR PRIOR TO THE TIME THAT

SPECIAL INSPECTION IS REQUIRED.

9. SPECIAL INSPECTION AGENCY SHALL KEEP RECORDS OF SPECIAL INSPECTIONS AND TESTS AND SHALL SUBMIT REPORTS OF SPECIAL

INSPECTIONS AND TESTS TO THE BUILDING OFFICIAL AND TO THE ENGINEER. REPORTS SHALL INDICATE THAT WORK INSPECTED OR

TESTED WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND TO THE ENGINEER PRIOR TO THE

COMPLETION OF THAT PHASE OF THE WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS, AND

CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS AND TESTS, SHALL BE SUBMITTED TO THE BUILDING OFFICIAL.

10. WHERE SPECIAL INSPECTION OF STRUCTURAL MEMBERS OR ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A

FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION.

11. SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR

REGISTERED AND APPROVED BY THE BUILDING OFFICIAL TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. UPON THE

COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR THE

OWNER'S AUTHORIZED AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN

COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

F

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EDGE ANGLE OR BENT PLATE-

SEE FRAMING PLANS FOR SIZE

1" DIAMETER A36 ROD x1' - 0" LONG.

CENTER ON SPLICE LOCATION

TYP.

(3/16)

G A P

/2

M

A X.

INSOLATION JOINT WITH

BONDBREAKER ALONG

WALL - TYP

COLUMN

CONTROL JOINT MAX SPAN

SHALL CONFORM WITH

SPECIFICATIONS

INSULATION JOINT WITH

BONDBREAKER AROUND

DIAMOND, TYP

CAST DIAMOND AFTER

SLAB ON GRADE HAS BEEN

CAST SHALL CONFORM

WITH SPECIFICATIONS

/4

T

T

1/8" SAWED JOINT;

FILL WITH JOINT FILLER

NOTE: T = SLAB THK

SEE TYP SLAB ON GRADE DETAIL &

SPECIFICATIONS FOR SUBGRADE

MATERIAL & COMPACTION

TOP OF SLAB

/4

T

T

1/8" SAW-CUT AFTER ADJ SLAB IS IN

PLACE & FILL WITH JOINT FILLER

NOTE: T=SLAB THK

SEE TYP SLAB ON GRADE

DETAIL & SPECIFICATIONS

FOR SUBGRADE MATERIAL

& COMPACTION

TOP OF SLAB

/3

T

KEYED JOINT AT CENTERLINE OF SLAB

/2

T

M

IN

3/4" MIN

1/10T

T T

DISCONTINUE 50%

REINFORCING AT JOINT

WWF

BREAK BOND ON JOINT

FACE WITH 2 COATS OF

FORM RELEASE OIL

TOP OF SLAB

CONCRETE SLAB

ON GRADE

WWF, SEE PLANS

VAPOR BARRIER.

SEE SPECIFICATIONS

DRAINAGE COURSE (FREE

DRAINING POROUS FILL)

COMPACTED SUBGRADE

NOTES:

1. SUBGRADE SHALL BE PREPARED PER THE GEOTECHNICAL REPORT PRIOR TO SLAB PLACEMENT.

UNSUITABLE SUBGRADE SHALL BE REMOVED AND REPLACED WITH AN ENGINEERED FILL OR

ADEQUATE BORROW MATERIAL AND COMPACTED PER THE EARTHWORK SPECIFICATIONS AND

GEOTECHNICAL REPORT RECOMMENDATIONS.

2. SEE GEOTECHNICAL REPORT FOR ADDITIONAL SUBGRADE PREPARATION REQUIREMENTS.

3. SLAB SHALL BE PLACED A MINIMUM OF 90 DAYS PRIOR TO INSTALLATION OF FLOOR FINISHES.

4. WET CURE ALL SLABS ON GRADE, REFER TO SPECIFICATIONS.

/3

T

S

EE

P

LA

N

T

OPTION 1: SETTING PLATE OPTION 2: LEVELING NUTS

AND WASHERS

1/4" SETTING PLATE ON

3/4" NON-SHRINK GROUT

SEE TYPICAL ANCHOR

ROD DETAIL

SEE TYPICAL ANCHOR

ROD DETAIL

PLATE WASHER PER AISC

NON-SHRINK GROUT

M

A

X.PLATE WASHER PER AISC

COLUMN BASE PLATE-

SEE SCHEDULE

COLUMN BASE PLATE-

SEE SCHEDULE

TOP OF FOOTING OR PIER

HEAVY HEX NUT THREADED

ON EMBEDDED END

TACK WELD ON UNDERSIDE OF

NUT TO PREVENT ROTATION

S

EE

B A S E

P

LA

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S

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ED

U

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B

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M

EN

T

FULLY THREAD PORTION OF

ROD PROJECTING ABOVE TOP

OF FOOTING OR PIER

SEE BASE PLATE SCHEDULE FOR

ROD DIAMETER

.1 /4

TOP OF JST

OR TOP OF BEAM

CONTR FOR SIZE & LOC

ROOF OPNG SEE MECH

JOIST SPACING PER PLAN

CONNECTION

MEMBER

JOIST REINFORCING

SEE TYP DETAIL

SUP MEMBER

WELD DECK TO

ANGLES

STEEL BEAM OR JOIST

NOTES:

1. ALL WELDING TO JOISTS SHALL BE DONE WITH CARE SO AS TO NOT IMPAIR JOIST.

2. COORDINATE LOCATION AND SIZE OF OPENINGS WITH MECHANICAL CONTRACTOR.

JOIST SPACING SUPPORTING MEMBER CONNECTING MEMBER

MAX 6'-0"

GREATER THAN 6'-0"

L3x3x1/4

L5x3x1/4 LLV

L3x3x1/4x0'-6"

L5x3x1/4 LLV x 6"

3/16

TYP

3/16

TYP

LE

N G

TH

WIDTH

TYP

1 1/2"

TY

P

/2

1/4

NOTE:

REFER TO COLUMN SCHEDULE FOR BASE PLATE AND ANCHOR ROD DIMENSIONS

EQ EQ

EQ

EQ

LE

N G

TH

WIDTH

TYP

1 1/2"

TY

P

/2

1/4

2"

EQ

EQ

TYPE BTYPE A

TY

P

/2

1/4

2"

TYPE C

5 1/2" 3" 1 1/2"

10"

PLACE CONCRETE FILL AROUND

SLEEVE PRIOR TO POURING

FOUNDATION; MAKE SAME WIDTH

AS FOOTING & FULL WIDTH OF

PIPE TRENCH (2'-0" MIN)

M

IN6

H

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E

N O

P

IP

ES

M

IN

ALL SLEEVES TO HAVE

1" CLR AROUND PIPE

PIPE

PIPE

WALL SLEEVE

FINISHED GRADE

FOUNDATION

TOP OF SLAB

TOP OF FOOTING

3" MIN CONCRETE COVER

AROUND STRUCTURAL STEEL

G R O

U T

/2 N O

N -S

H R

IN

K

EQ UNO EQ UNO

SEE FOOTING SCHEDULE FOR

SIZE & REINFORCING

INSULATION JOINT AROUND COLUMN

SEE COLUMN SCHEDULE FOR COLUMN

SIZE, BASE PLATE & ANCHOR BOLTS

BEAM END REACTION SCHEDULE

SIZE DEAD LOAD (K) LIVE/SNOW

LOAD (K)

DEAD LOAD

MOMENT (FT*K)

UNFACTORED SHEAR UNFACTORED MOMENT*

LIVE/SNOW LOAD

MOMENT (FT*K)

WIND LOAD

MOMENT (FT*K)

AXIAL (K)

W8/W10 5 3 75 +1 / -6

W16/W24 7 15

NOTES:

1. UNFACTORED LOADS ARE CALCULATED IN ACCORDANCE WITH ASCE 7-10 WITH NO LOAD FACTORS APPLIED, I.E., DEAD, LIVE, AND SNOW LOADS ARE SERVICE-

LEVEL; WIND AND SEISMIC LOADS ARE STRENGTH-LEVEL.

2. * MOMENT CONNECTIONS REQUIRED WHERE INDICATED WITH SYMBOLS ON FRAMING PLAN, SEE FRAMING PLAN LEGEND FOR LOCATIONS.

3 7 +1 / -6

TY

P (3

S

ID

ES

M

IN

3" PREFABRICATED VOID FORM

BENEATH SLAB. SUREVOID SLABVOID

BY VOIDFORM PRODUCTS, INC OR

APPROVED EQUAL

8"

DIMENSION WITH LANDSCAPING PLAN

SEE FOUNDATION PLAN AND COORDINATE

PLAN

SEE

FOUNDATION WALL AND

FOOTING REINFORCEMENT

OMITTED FOR CLARITYCOMPACTED

SUBGRADE

#4@12" EACH WAY,

TYP. THREE SIDES

1" RIGID INSULATION

BELOW DOOR THRESHOLD

#4 BENT BARS

@12" OC

SLOPE

#4@12" EACH WAY

C L R

/2

CONTROL JOINT PATTERN

#4 BENT BARS

@12" OC

F

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C o ns tr uc tio n

F in a l R e co rd

Is su e d f o r

P re lim in a ry

D a te

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N A

N D

C O

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T R

U C

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IO

N D

IV

IS

IO

N

D E

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M E

N T

O F

T E

C H

N O

L O

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A N

A G

E M

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B U

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S T

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F M

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A

N

A D

A M

P L A

C H

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A D

IR

E

C T

O R

S T

A T

E F

A C

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IT

IE

S

A D

M

IN

IS

T

R A

T

IO

N

T O

W E

R P

IN

K

S T

E R

.C O

M

A L L R

IG

H

T S

R E

S E

R V

E D

S H

E E

T T

IT

L

E

S H

E E

T N

U M

B E

R

O W

N E

R P

R O

J E

C T

T

IT

L E

D A

T E

T Y

P

IC

A L D

E T

A

IL

S

-1

.0

S

A U

G U

S T

M

IL

L

IK

E N

N A

T U

R E

C E

N T

E R

A T

A R

C H

R O

C K

M a c k in a c I s la n d

M ic h ig a n

S T

A T

E O

F M

IC

H

IG

A

N

SCALE: NONE

TYPICAL ROOF EDGE ANGLE SPLICE

SCALE: NONE

TYPICAL SOG JOINT PATTERN

SCALE: NONE

TYPICAL SOG CONTROL JOINT

SCALE: NONE

TYPICAL SOG CONSTRUCTION JOINT

SCALE: NONE

TYPICAL SOG CONSTRUCTION

SCALE: NONE

TYPICAL COLUMN BASE PLATE SETTING DETAILS

SCALE: NONE

TYPICAL ANCHOR ROD DETAIL

SCALE: NONE

TYPICAL ROOF OPENING AND EQUIPMENT SUPPORT

SCALE: NONE

BASE PLATE DETAIL

SCALE: NONE

TYPICAL PIPE TRENCH DETAIL

SCALE: NONE

TYPICAL COLUMN FOOTING DETAIL

SCALE: NONE

BEAM REACTION SCHEDULE

SCALE: NONE

TYPICAL FROST-FREE DOOR APRON DETAIL

ISSUED FOR DATE

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N

/2

.T

A P

A U

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S T

1 2 3 4 5 7

A

B

C

E

F

G

W = 13.6 K

W = 14.3K

W = 21.5 K

W = 17.3 K

W

.5

K

W

.1

K W

.1 K

W

.6

K

D

12' - 0" 12' - 0" 12' - 0" 18' - 0" 5' - 0" 19' - 0"

31' - 2"

31' - 2"

/2

25' - 8 1/4"

20' - 0 1/2"

F

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C o ns tr uc tio n

F in a l R e co rd

Is su e d f o r

P re lim in a ry

D a te

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

D E

P A

R T

M E

N T

O F

T E

C H

N O

L O

G Y

M

A N

A G

E M

E N

T A

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B U

D G

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S T

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E O

F M

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A D

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A T

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A C

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IE

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A D

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T O

W E

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IN

K

S T

E R

.C O

M

A L L R

IG

H

T S

R E

S E

R V

E D

S H

E E

T T

IT

L

E

S H

E E

T N

U M

B E

R

O W

N E

R P

R O

J E

C T

T

IT

L E

D A

T E

P R

E C

A S

T W

A L L L

O A

D

IN

G

-1

.0

S

A U

G U

S T

M

IL

L

IK

E N

N A

T U

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C E

N T

E R

A T

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C H

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C K

M a c k in a c I s la n d

M ic h ig a n

S T

A T

E O

F M

IC

H

IG

A

N

1/4" = 1'-0"

PRECAST WALL IN-PLANE LOADING

1. LOADS ON THIS SHEET ARE UNFACTORED AND CALCULATED IN ACCORDANCE WITH

ASCE 7-10; I.E., DEAD, LIVE, AND SNOW LOADS ARE SERVICE LEVEL; WIND LOADS

ARE STRENGTH LEVEL.

2. IT IS THE RESPONSIBILITY OF THE PRECAST SUPPLIER'S ENGINEER TO DETERMINE

THE APPLICABLE LOAD COMBINATIONS IN ACCORDANCE WITH THE BUILDING CODE

FOR THE DESIGN OF THE PRECAST WALL PANELS AND THEIR CONNECTIONS.

3. OUT OF PLANE WIND LOAD FOR THE DESIGN OF PRECAST WALL PANELS AND THEIR

CONNECTIONS SHALL BE THE COMPONENTS AND CLADDING WIND PRESSURES

LISTED ON SHEET S 001.

4. BUILDING IS IN SEISMIC DESIGN CATEGORY A. THE SEISMIC LOADS REQUIRED BY

ASCE 7-10 SECTION 11.7 ON WALLS AND DIAPHRAGMS ARE SIGNIFICANTLY LESS

THAN THE WIND LOADS AND DO NOT GOVERN THE DESIGN. NO SEISMIC DETAILING

REQUIREMENTS NEED BE MET.

5. DESIGN OF CONNECTIONS FROM ONE PRECAST PANEL TO ANOTHER PRECAST PANEL

SHALL BE THE RESPONSIBILITY OF THE PRECAST SUPPLIER'S ENGINEER.

6. EMBEDDED PLATES AND OTHER ITEMS CAST IN TO THE PRECAST WALL PANELS FOR

CONNECTIONS TO OTHER CONSTRUCTION (SUCH AS FOUNDATIONS, ROOF

FRAMING, EDGE ANGLES, LEDGERS, ETC.) SHALL BE DESIGNED BY THE PRECAST

SUPPLIER'S ENGINEER. ANY GRAPHICAL REPRESENTATION OF THE EMBEDDED

PLATES ON THESE DRAWINGS IS SCHEMATIC ONLY AND NOT MEANT TO CONVEY THE

REQUIRED PLATE THICKNESSES OR THE QUANTITY, LAYOUT, AND SIZE OF HEADED

STUDS ON EMBEDDED PLATES.

7. DESIGN OF THE PRECAST WALL PANELS SHALL INCLUDE CONSIDERATION FOR ALL

OPENINGS WITHIN THE PRECAST WALLS. REFER TO ARCHITECTURAL, MECHANICAL,

AND ELECTRICAL DRAWINGS FOR OPENING LOCATIONS AND DIMENSIONS. IF

STRUCTURAL STEEL HEADERS OR JAMBS ARE REQUIRED WITHIN A LINE OF PRECAST

WALL PANELS TO CARRY LOADS ABOVE OR AROUND OPENINGS, OR TO SUPPORT

PRECAST WALL PANELS ABOVE OR BELOW OPENINGS, SUCH MEMBERS AND THEIR

CONNECTIONS SHALL BE DESIGNED AND PROVIDED BY THE PRECAST SUPPLIER AT

NO ADDITIONAL COST TO THE OWNER.

NOTES

LEGEND

W = XX K

DENOTES HORIZONTAL IN-PLANE WIND LOAD APPLIED TO

ENTIRE LINE OF PRECAST WALL PANELS AT THE ROOF LEVEL.

D = XX PLF

L = XX PLF

W = -XX PLF

DENOTES VERTICAL DEAD LOAD (D), LIVE LOAD (L), AND WIND

LOAD (W) APPLIED TO PRECAST WALL PANELS BY THE

CONTINUOUS LEDGER BEAM SUPPORTING ROOF JOISTS OR

THE CONTINUOUS ANGLE SUPPORTING ROOF DECK.

POSITIVE VALUES REPRESENT DOWNWARD LOAD AND

NEGATIVE VALUES REPRESENT UPLIFT. THE SELF-WEIGHT OF

THE WALL PANELS IS NOT INCLUDED IN THESE LOADS. SNOW

LOADS (INCLUDING DRIFTED SNOW) ARE INCLUDED IN THE

LIVE LOAD VALUE. WIND UPLIFT VALUES HAVE NOT BEEN

REDUCED BY ANY COUNTERACTING DEAD LOAD.

ISSUED FOR DATE

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P L A

C H

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A D

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A C

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IE

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A D

M

IN

IS

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T

IO

N

/2

.T

A P

A U

G U

S T

1 2 3 4 5 7

A A

B

C

E

F

G

12' - 0" 12' - 0" 12' - 0" 18' - 0" 24' - 0"

/2

/2

D

S 301

WF3.0

WF3.0

WF5.0

WF2.0

WF5.0

WF2.0

WF5.0

WF2.0

WF2.0

WF2.0

WF2.0

WF2.0

WF2.0

WF5.0

WF6.0

F4.0

F3.0

F4.0 F4.0

F3.0

F4.0 F4.0

F3.0

F4.0

F4.0F4.0

F4.0

F4.0

WF2.0

WF2.0

WF2.0

WF2.0

WF2.0

WF2.0

WF2.0

WF4.1 WF4.1

F5.1

WF4.1

WF2.0

WF5.0

/2

/2

/2

S 301

TYP

S 301

TYP

S 301

TYP

S 301

TYP

S 301

WF2.0

S 301

4TYP

TYP @ COLUMNS

/2

/4

/4

/2

5" 1' - 4"

8" 8" 1' - 4"1' - 11"

14' - 11" 4

3' - 6 1/4"

4' - 5 3/4" 4

" 3' - 7"

9' - 4 1/2"

27' - 1"

1' - 6" 1' - 6" 32' - 6"

14' - 11"

" 3' - 6 1/4" 4' - 5 3/4"

" 3' - 7"

1' - 6" 1' - 6" 32' - 6"

1' - 4"

8"5"

/2

/2

8"

1' - 4"

1' - 11"

/2

/2

/2

/2

/2

3' - 7 1/2" 2' - 4 1/2"

1" 1' - 11"

1" 1' - 11"

1' - 0 1/2" 24' - 0" 1' - 11"

4' - 6"

"1' - 1"

/2

S 301

SIM, TYP @ COLUMNS

1. FLOOR CONSTRUCTION, UNO: 4" SLAB ON GRADE WITH 6x6-W1.4xW1.4 WWF. SEE

TYPICAL SLAB-ON-GRADE CONSTRUCTION DETAILS FOR ADDITIONAL REQUIREMENTS.

SLAB ON GRADE SHALL BEAR ON A VAPOR BARRIER OVER MINIMUM OF 6" MDOT CLASS

21AA DENSE-GRADED AGGREGATE. CHOKE TOP OF GRAVEL WITH SAND.

2. TOP OF SLAB-ON-GRADE ELEVATION = 100'-0", UNO.

3. TOP OF FOOTING ELEVATION = 99'-0", UNO. ALL EXTERIOR FOOTINGS TO EXTEND A

MINIMUM OF 3'-6" BELOW FINISHED FLOOR OR BEAR ON EXISTING ROCK. COORDINATE

EXISTING SOIL CONDITIONS WITH GEOTECHNICAL REPORT. NOTIFY A/E IMMEDIATELY FOR

DIRECTION IF ROCK IS ENCOUNTERED LESS THAN 2'-0" BELOW FINISHED FLOOR FOR

DIRECTION. IF ROCK IS ENCOUNTERED AT A DEPTH SUCH THAT THE FOUNDATIONS WILL

BEAR ON EXISTING SOLID ROCK, CONTRACTOR TO ENGAGE GEOTECHNICAL ENGINEER

TO VERIFY EXISTING ROCK IS SUITABLE TO BEAR FOUNDATIONS. CONTRACTOR IS

RESPONSIBLE FOR PROVIDING CONCRETE ALLOWANCE FOR POTENTIAL VARYING

ELEVATION OF EXISTING ROCK SUBGRADE ACROSS SITE.

4. SEE GENERAL NOTES FOR DESIGN SOIL BEARING CAPACITY.

5. REINFORCING SHOWN ON PLAN IS IN ADDITION TO REINFORCING SHOWN IN SECTIONS,

DETAILS, AND SCHEDULES.

6. SEE ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS.

7. VERIFY LOCATIONS OF COLUMNS, WALLS, OPENINGS, ETC. WITH ARCHITECTURAL

DRAWINGS BEFORE PLACING FOUNDATIONS.

8. COORDINATE WITH ALL DRAWINGS FOR LOCATION OF OPENINGS, SLEEVES, AND UNDER

FLOOR PIPES, CONDUITS, DRAINS, DEPRESSIONS, ETC.

PLAN NOTES - FOUNDATION

MARK LENGTH WIDTH THICKNESS REINFORCING

F4.0

SPREAD FOOTING SCHEDULE

4' - 0" 1' - 2" (MIN.) (4) #5 EW4' - 0"

NOTES

F4.1 4' - 0" 2' - 0" (MIN.) (7) #5 EW TOP & BOT.4' - 0"

F5.1 5' - 0" 2' - 0" (MIN.) (6) #6 EW TOP & BOT.5' - 0"

F3.0 3' - 0" 1' - 2" (MIN.) (4) #5 EW3' - 0"

MARK WIDTH THICKNESS LONG. REINF.

WF2.0

WALL FOOTING SCHEDULE

SEE NOTE '3' (3) #5 2' - 0"

TRANS. REINF.

WF3.0 (3) #5 3' - 0" __

WF5.0 (5) #5 5' - 0" #5 @ 1'-0" O.C.

WF6.0 (6) #5 6' - 0" #5 @ 1'-0" O.C.

SEE NOTE '3'

SEE NOTE '3'

SEE NOTE '3'

F

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Is su e d f o r

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D a te

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N A

N D

C O

N S

T R

U C

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N D

IV

IS

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D E

P A

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C H

N O

L O

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A N

A G

E M

E N

T A

N D

B U

D G

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A T

E O

F M

IC

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A

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A D

A M

P L A

C H

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A D

IR

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C T

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A T

E F

A C

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IT

IE

S

A D

M

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IS

T

R A

T

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N

T O

W E

R P

IN

K

S T

E R

.C O

M

A L L R

IG

H

T S

R E

S E

R V

E D

S H

E E

T T

IT

L

E

S H

E E

T N

U M

B E

R

O W

N E

R P

R O

J E

C T

T

IT

L E

D A

T E

F O

U N

D A

T

IO

N P

L A

N

-1

.0

S

A U

G U

S T

M

IL

L

IK

E N

N A

T U

R E

C E

N T

E R

A T

A R

C H

R O

C K

M a c k in a c I s la n d

M ic h ig a n

S T

A T

E O

F M

IC

H

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A

N

1/4" = 1'-0"

OVERALL FOUNDATION PLAN

KEYED NOTES - FOUNDATION

1 SUPPORTED FROST FREE ENTRY STOOP, SEE TYPICAL DETAIL FOR ADDITIONAL

INFORMATION. REFER TO CIVIL FOR EXTENTS OF ENTRY STOOP.

2 MECHANICAL FLOOR VENT, SEE MECHANICAL FOR EXACT SIZE AND LOCATIONS,

COORDINATE SLAB REQUIREMENTS AT OPENING WITH SUPPLIER.

ISSUED FOR DATE

F

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B U

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F M

IC

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A D

A M

P L A

C H

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A D

IR

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A T

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S

A D

M

IN

IS

T

R A

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IO

N

/2

.T

A P

A U

G U

S T

R1

R

1 2 3 4 5 7

A A

B

C

E

F

G

S 401

S 401

S 401

12' - 0" 12' - 0" 12' - 0" 18' - 0" 5' - 0" 19' - 0" 1' - 5 1/2"

/2

/2

26' - 10"

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W x3

W16x36

W16x36

W16x36

W16x36

S 401

S 401

S 402

S 402

S 401

S 401

S 401

S 401

D

EQ

S P A

/2

W8x15

W8x15

W8x15

W8x15

W8x15

W8x15

W8x15

W8x15

W8x15

W8x15

W8x15

W10x19

W24x55W24x55

W10x19

W10x19

W8x15

W8x15

W8x15W8x15

W8x15

W8x15

W8x15

W8x15

W8x15 W8x15

W8x15

W8x15

W8x15 W8x15

W8x15W8x15

W8x15W8x15

W8x15 W8x15

W8x15W8x15

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

/2

/2

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

D A

S 401

S 401

C1B

C1B C1B

C1B

C1BC1B

C1B C1B

OUTLINE OF UPPER ROOF,

SEE S202 FOR FRAMING.

S 401

TYP

S 401

TYP

S 401

S 401

4" 8"

S 401

W8x15

1' - 4 1/2"

ERV-1

(510 LBS)

AHU-1

(250 LBS)

4"

4"

S 401

TYP

TYP

C1A C1A

C1A C1A

W x3

C1C C1C

C1CC1C

C1C

C1C C1C

C1C

W x3

1. TOP OF FRAMING ELEVATION = 111' - 0", UNO THUS (± ).

2. TOP OF FRAMING ELEVATION AT HIGH ROOF = 115' - 8", UNO THUS (± ).

PLAN NOTES - FRAMING

LEGEND

R1 INDICATES 1-1/2" 20 GA. METAL ROOF DECK, SEE GENERAL NOTES FOR

ADDITIONAL INFORMATION.

FUTURE PV ARRAY DESIGN NOTES

INDICATES MOMENT CONNECTION, SEE BEAM REACTION SCHEDULE FOR

REQUIRED DESIGN FORCES.

MARK SIZE BASE PLATE

(TxWxL)

ANCHORS EMBED

C1B

COLUMN SCHEDULE

HSS5x5x5/16 1"x0'-10"x1'-0" (4) 3/4" 1' - 0"

C1A HSS5x5x5/16 1"x1'-0"x1'-0" (4) 3/4" 1' - 0"

BASE PLATE

TYPE

B

A

C1C HSS5x5x5/16 1"x0'-10"x0'-10" (4) 3/4" 1' - 0"C

F

IL

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B E

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D E

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U M

B E

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C o ns tr uc tio n

F in a l R e co rd

Is su e d f o r

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D a te

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1/4" = 1'-0"

OVERALL FRAMING PLAN

KEYED NOTES - FRAMING

1 MECHANICAL UNIT SUSPENDED FROM STRUCTURE. UNIT TO BE SUSPENDED DIRECTLY

FROM STEEL FRAMING, DO NOT ATTACH TO ROOF DECK. DESIGN OF HANGERS AND

CONNECTIONS BY MECHANICAL SUPPLIER, COORDINATE REQUIREMENTS WITH STEEL

FABRICATOR AS REQUIRED PRIOR TO STEEL FABRICATION.

2 BEAM TO BEAR ON PRECAST WALL BELOW, SEE DETAILS FOR ADDITIONAL

INFORMATION.

3 DECK ANGLE, REFER TO ADJACENT DETAIL FOR SIZE AND ANCHORING INFORMATION.

1. THE ROOF STRUCTURE HAS BEEN DESIGNED TO SUPPORT A LOW PROFILE

PHOTOVOLTAIC (PV) SYSTEM. THE DESIGN AND INSTALLATION OF THE SYSTEM

SHALL BE SUBJECT TO THE FOLLOWING REQUIREMENTS:

A. THE PV RACKING SUPPORT SYSTEM AND ANY ATTACHMENTS OF THE

SYSTEM TO THE ROOF SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER

LICENSED IN THE STATE OF MICHIGAN AND EXPERIENCED IN THE DESIGN OF

ROOFTOP PV ARRAYS.

B. THE ENGINEER RESPONSIBLE FOR THE DESIGN SHALL DETERMINE THE WIND

LOADS IN ACCORDANCE WITH ASCE 7-16. WIND TUNNEL TEST RESULTS

MAY BE UTILIZED IN THE DESIGN, SUBJECT TO THE LIMITATIONS OF ASCE

7-16, IF THE WIND TUNNEL TEST RESULTS ARE APPLICABLE TO THIS

BUILDING AND SITE.

C. THE ENGINEER RESPONSIBLE FOR THE DESIGN SHALL DETERMINE THE

REQUIRED BALLAST AND/OR MECHANICAL ATTACHMENTS.

D. LAYOUT DRAWINGS OF THE PV SYSTEM SHALL BE SUBMITTED FOR REVIEW

AND SHALL BEAR THE SEAL OF THE ENGINEER RESPONSIBLE FOR THE

DESIGN. LAYOUT DRAWINGS SHALL INCLUDE DETAILS OF ANY REQUIRED

MECHANICAL ATTACHMENTS TO THE ROOF.

E. LAYOUT DRAWINGS SHALL BE ACCOMPANIED BY CALCULATIONS PREPARED

AND SEALED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN.

F. THE TOTAL WEIGHT OF THE PV SYSTEM INCLUDING THE RACKING SYSTEM

AND ANY BALLAST, WHEN AVERAGED OVER THE GROSS AREA OF THE

SYSTEM, SHALL NOT EXCEED 12 PSF.

G. THE STRUCTURE HAS BEEN DESIGNED FOR AN ADDITIONAL 35PSF UNIFORM

SNOW LOAD TO ACCOUNT FOR DRIFTED SNOW IN THE SAWTOOTH

CONFIGURATION OF THE ANTICIPATED PV ARRAY.

H. MAXIMUM HEIGHT OF PV PANELS ABOVE THE ROOF SHALL NOT EXCEED 14

INCHES.

ISSUED FOR DATE

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12' - 0" 18' - 0" 5' - 0"

S 402

D

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1' - 0" 3' - 6" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 3' - 0" 1' - 0"

/2

/2

S 402

W16x36

W x1

W x1

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S 402

3' - 2" 3' - 4"

1. TOP OF FRAMING ELEVATION = 111' - 0", UNO THUS (± ).

2. TOP OF FRAMING ELEVATION AT HIGH ROOF = 115' - 8", UNO THUS (± ).

PLAN NOTES - FRAMING

LEGEND

R1 INDICATES 1-1/2" 20 GA. METAL ROOF DECK, SEE GENERAL NOTES FOR

ADDITIONAL INFORMATION.

FUTURE PV ARRAY DESIGN NOTES

INDICATES MOMENT CONNECTION, SEE BEAM REACTION SCHEDULE FOR

REQUIRED DESIGN FORCES.

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1/4" =…