511.21337.CAK RENOVATE ARMORY - BIG RAPIDS Drawings CD volume b_Part1.pdf

STRUCTURAL DESIGN CRITERIA

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

2. BUILDING RISK CATEGORY III

3. DESIGN SOIL BEARING PRESSURE 3000 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 HSS

REINFORCING STEEL:

ASTM A615, GRADE 60

CONCRETE:

4000 PSI FOR ALL CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE

MASONRY:

1500 PSI FOR CLAY MASONRY

2000 PSI FOR CONCRETE MASONRY

5. DEAD LOADS

ROOF

ROOFING 1.0 PSF

INSULATION 4.0 PSF

METAL DECK 3.0 PSF

FRAMING 5.0 PSF

MEP ALLOWANCE 7.0 PSF

TOTAL ROOF DEAD LOAD 20.0 PSF

6. LIVE LOADS

ROOF 20 PSF

LIVE LOAD REDUCTIONS SHALL BE COMPUTED IN ACCORDANCE WITH THE MICHIGAN

BUILDING CODE. ROOF LIVE LOADS ARE NON-REDUCIBLE.

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

GROUND SNOW LOAD (Pg) 40.0 PSF

FLAT ROOF SNOW LOAD (Pf) 31.0 PSF + DRIFT

SNOW EXPOSURE FACTOR (Ce) 1.0

SNOW THERMAL FACTOR (Ct) 1.0

SNOW LOAD IMPORTANCE FACTOR 1.10

8. WIND LOAD DESIGN PARAMETERS ARE AS FOLLOWS:

BASIC WIND SPEED (V), (3 SECOND GUST) 120 MPH

WIND EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT ±0.18

9. 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

10. SEISMIC LOAD DESIGN PARAMETERS ARE AS FOLLOWS:

SOIL SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATION

(Ss) 0.058

(S1) 0.038

DESIGN SPECTRAL RESPONSE ACCELERATION

(Sds) 0.062

(Sd1) 0.061

SEISMIC DESIGN CATEGORY A

SEISMIC IMPORTANCE FACTOR (Ie) 1.25

SEISMIC LATERAL FORCE RESISTING SYSTEM - INTERMEDIATE REINFORCED MASONRY

SHEAR WALLS

RESPONSE MODIFICATION FACTOR (R) 3.5

DEFLECTION AMPLIFICATION FACTOR (Cd) 2.25

SEISMIC DESIGN METHOD EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC RESPONSE COEFFICIENT (Cs) 0.01

SEISMIC DESIGN STRUCTURE WEIGHT (W) 102 KIPS

SEISMIC DESIGN BASE SHEAR (V) 1.02 KIPS

FOUNDATIONS

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE SUBSURFACE

INVESTIGATION REPORT BY MATERIALS TESTING CONSULTANTS, INC. DATED APRIL 2022.

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.

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.

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.

BOLTS IN BRACED CONNECTIONS AND COLUMN SPLICES SHALL BE FULLY PRE-TENSIONED,

BUT ARE REQUIRED TO BE SLIP CRITICAL.

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. OPENINGS THROUGH STEEL BEAMS SHALL BE PROVIDED AS DETAILED ON THE DRAWINGS.

ALL SUCH OPENINGS SHALL BE MACHINE CUT. ALL RECTANGULAR OPENINGS SHALL HAVE A

CORNER RADIUS OF 2 TIMES THE WEB THICKNESS, 1/2" MINIMUM.

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.

14. THE FABRICATOR SHALL SUPPLY LOOSE LINTEL ANGLES OVER ALL MASONRY OPENINGS AND

RECESSES UNLESS OTHERWISE NOTED. LINTELS NOT SCHEDULED ON THE DRAWINGS SHALL

CONSIST OF A SINGLE ANGLE WITH A 3 1/2" HORIZONTAL LEG FOR EACH 4" OF WALL

THICKNESS. LINTELS SHALL BE SIZED PER THE MASONRY LINTEL SCHEDULE, UNO.

EXISTING CONDITIONS

1. ALL EXISTING STRUCTURAL ELEMENTS (SLABS, BEAMS, WALLS, COLUMNS, FOUNDATIONS,

ETC.) SHALL REMAIN INTACT UNLESS SPECIFICALLY NOTED TO BE REMOVED BY THE MOST

RECENT DEMOLITION DOCUMENTS OR OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS.

2. INFORMATION PROVIDED ON THESE DRAWINGS RELATED TO EXISTING CONDITIONS IS

BASED ON AVAILABLE DESIGN DOCUMENTS AND LIMITED FIELD OBSERVATION. THE

CONTRACTOR SHALL IMMEDIATELY REPORT TO AND AWAIT DIRECTION FROM THE A/E IF ANY

DISCREPANCY BETWEEN THE CONTRACT DOCUMENTS AND THE EXISTING CONDITIONS IS

DISCOVERED.

3. THIS PROJECT REQUIRES A SIGNIFICANT AMOUNT OF DRILLING INTO THE EXISTING

REINFORCED CONCRETE STRUCTURE. THE CONTRACTOR WILL NOT RECEIVE ADDITIONAL

PAYMENT FOR DIFFICULTIES ENCOUNTERED IN DRILLING DUE TO HARDNESS OF MATERIALS,

HITTING OF EXISTING REINFORCING, ETC.. ALL COSTS ASSOCIATED WITH REDRILLING OF

HOLES DUE TO HITTING EXISTING REINFORCING STEEL SHALL BE BORNE BY THE

CONTRACTOR. THIS INCLUDES FILLING UNNECESSARY AND UNUSED HOLES WITH EPOXY

GROUT. DO NOT CUT REINFORCING STEEL DURING CONCRETE DRILLING OR CORING

OPERATIONS. LOCATE REINFORCING WITH A PACHOMETER OR OTHER NON-DESTRUCTIVE

TESTING DEVICE PRIOR TO DRILLING OR CORING OPERATIONS.

4. CORE DRILLS REQUIRED BY MECHANICAL OR ELECTRICAL TRADES, BUT NOT SHOWN ON THE

STRUCTURAL DRAWINGS SHALL BE DOCUMENTED IN SKETCH FORM SHOWING EXACT

DIMENSIONS AND LOCATIONS. THE SKETCH SHALL BE SUBMITTED TO THE A/E FOR

COMMENT PRIOR TO PROCEEDING WITH THE DRILLING OPERATION.

5. EXISTING SURFACE PREPARATION:

INTENTIONALLY ROUGHEN EXISTING CONCRETE SURFACES WHERE NEW CONCRETE IS BEING

PLACED AGAINST THE EXISTING CONCRETE AND CONNECTED BY DRILLING AND EPOXY

GROUTING. THE ENTIRE COMMON SURFACE WHERE THE EXISTING CONCRETE ABUTS THE

NEW SHALL BE COATED WITH AN EPOXY BONDING AGENT. FOLLOW ALL ADDITIONAL

REQUIREMENTS OF SURFACE PREPARATION AS REQUIRED BY THE BONDING AGENT

MANUFACTURER.

STEEL JOISTS AND JOIST GIRDERS

1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE (SJI)

STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHT TABLES FOR STEEL JOISTS AND

JOIST GIRDERS.

2. THE STEEL JOIST MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE.

3. VERIFY THE EXACT SIZE AND LOCATION OF ALL OPENINGS PRIOR TO FABRICATION OF JOISTS

AND HEADERS.

4. THE JOIST VENDOR SHALL PROVIDE HEADERS OF ADEQUATE STRENGTH FOR JOIST SUPPORT

AT OPENINGS.

5. ALL HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC. SHALL BE SUPPORTED BY THE

BOTTOM CHORD OF JOISTS AND SHALL BE LOCATED AT THE PANEL POINTS. PROVIDE JOIST

STIFFENERS AS INDICATED IN DETAILS. ALL HANGERS SHALL BE LOCATED AT THE CENTERLINE

OF THE BOTTOM CHORD MEMBER.

6. EXTEND BOTTOM CHORDS OF ALL JOISTS CENTERED ON COLUMNS TO A STABILIZER PLATE

ON THE COLUMN AS SHOWN IN THE TYPICAL DETAILS. DO NOT CONNECT JOIST BOTTOM

CHORD TO THE STABILIZER PLATE UNLESS NOTED OTHERWISE.

7. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET DESIGN AND SPACING

REQUIREMENTS OF THE SJI STANDARD SPECIFICATION FOR STEEL JOISTS AND JOIST

GIRDERS. USE HORIZONTAL BRIDGING FOR SHORT SPAN ROOF JOISTS. USE RIGID X-

BRIDGING FOR ALL LH AND DLH SERIES JOISTS. ALL BRIDGING AND BRIDGING ANCHORS

SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE

JOISTS.

8. ENDS OF JOIST BRIDGING LINES SHALL BE ANCHORED TO MASONRY WALLS OR STEEL

BEAMS. ALL BRIDGING SHALL BE WELDED TO JOISTS IN SUCH A MANNER AS NOT TO IMPAIR

THE STRUCTURAL INTEGRITY OF THE JOIST.

9. RIGID X-BRACING AS SHOWN ON THE PLANS SHALL BE BOLTED OR WELDED AT THE

INTERSECTION OF THE TWO BRIDGING MEMBERS BETWEEN JOISTS.

10. WELD ALL STEEL JOISTS TO SUPPORTING STRUCTURAL STEEL MEMBERS AS SHOWN ON THE

DRAWINGS AND ACCORDING TO SJI AND AWS D1.1 AS A MINIMUM.

11. ANY SPLICES REQUIRED IN JOIST OR JOIST GIRDER WEB OR CHORD MEMBERS SHALL BE

DESIGNED BY THE JOIST MANUFACTURER AND SHALL BE IN ACCORDANCE WITH SJI

STANDARD SPECIFICATIONS.

12. ALL LH AND DLH SERIES JOISTS SHALL HAVE A MINIMUM LENGTH OF BEARING ON STEEL

BEAMS OF 5". MINIMUM BEARING LENGTH ON MASONRY AND CONCRETE SHALL BE:

- 6" FOR LH02 THROUGH LH11 AND DLH10 THROUGH DLH12.

- 8" FOR LH12 THROUGH LH14, DLH13 AND DLH14.

- 10" FOR LH15 THROUGH LH17, DLH15 AND DLH16.

- 12" FOR DLH17 THROUGH DLH19.

- IF THIS MINIMUM BEARING CANNOT BE MET, THE JOIST PLACEMENT MUST BE

STAGGERED TO ACHIEVE THIS MINIMUM REQUIRED BEARING.

13. JOISTS AND JOIST GIRDERS SHALL BE ERECTED STRAIGHT. SWEEPS SHALL BE A MAXIMUM

OF 1" MEASURED AT THE CENTER.

14. JOISTS AND JOIST GIRDERS SHALL BE DESIGNED FOR A MINIMUM NET UPLIFT LOAD EQUAL

TO 20 PSF.

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. ROOF DECK SHALL BE PRIME PAINTED (G-90), UNO.

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

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. ALL BEAMS,

SPANDRELS, AND SLABS SHALL BE CAST MONOLITHICALLY, EXCEPT FOR REQUIRED

CONTROL/CONSTRUCTION JOINTS 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 CONTINUOUS 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 INDICATED 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 SHOWN ON THE DRAWINGS, PROVIDE A

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

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.

MASONRY CONSTRUCTION

1. MASONRY WORK SHALL CONFORM TO THE ACI 530 AND 530.1.

2. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT UNITS

HOLLOW LOAD BEARING ASTM C90, WITH MINIMUM NET AREA COMPRESSIVE OF

2000 PSI. ALL LOAD BEARING BLOCK UNITS SHALL BE

MANUFACTURED SO THE CORES AND WEBS LINE UP WHEN

LAID IN RUNNING BOND.

SOLID LOAD BEARING PROVIDE UNITS COMPLYING WITH ASTM C145, GRADE

N-1, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000

PSI, EACH UNIT, NET CROSS-SECTIONAL AREA.

3. MORTAR FOR LOAD BEARING WALLS, EXTERIOR WALLS, SHEAR WALLS, AND VERTICALLY

REINFORCED MASONRY WALLS SHALL BE ASTM C270, TYPE S, WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.

4. WHERE VERTICAL BARS ARE TO BE GROUTED INTO CORES, THE FOLLOWING REQUIREMENTS

APPLY:

COARSE GROUT FOR REINFORCED MASONRY CONSTRUCTION SHALL CONFORM TO

ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM

COMPRESSIVE STRENGTH OF 3000 PSI.

PROVIDE DOWELS FROM FOOTING, SAME SIZE AND SPACING AS WALL BARS. LAP

WITH WALL BAR.

WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL

NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICAL. DOWELS SHALL BE

GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN

ADJACENT CELL TO THE VERTICAL WALL REINFORCEMENT.

REINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE WITH SCHEDULE WHERE

SPLICED. PROVIDE REINFORCING ALIGNMENT DEVICES AT A MAXIMUM SPACING OF

192 BAR DIAMETERS.

5. HORIZONTAL REINFORCEMENT SHALL BE PLACED IN CONTINUOUS MASONRY COURSES

CONSISTING OF BOND BEAM OR TROUGH BLOCK UNITS AND GROUTED IN PLACE. THE

CONTRACTOR SHALL PLACE ANCHOR BOLTS OR EMBEDDED ITEMS IN COARSE GROUT, UNO

ON DRAWINGS.

6. SPLICED WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE

CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6".

7. WALL CONSTRUCTION UNDER MASONRY BEARING STRUCTURAL MEMBERS SHALL BE AS

FOLLOWS, UNO:

PROVIDE BOND BEAM AS DETAILED ON THE DRAWINGS UNDER WALL BEARING

STEEL JOISTS. BOND BEAM SHALL BE FILLED WITH 3000 PSI GROUT.

PROVIDE SOLID MASONRY, 32" LONG x 24" HIGH, CENTERED UNDER EACH WALL

BEARING STEEL BEAM.

PROVIDE CONTINUOUS SOLID MASONRY, 8" HIGH, UNDER WALLS BEARING

PRECAST OR CAST-IN-PLACE CONCRETE SLABS.

8. DO NOT CONSTRUCT MASONRY WALLS ON SUPPORTED CONCRETE DECKS UNTIL CONCRETE

HAS REACHED 28 DAY STRENGTH AND ALL SHORING HAS BEEN REMOVED.

9. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED (FACE SHELLS),

WEBS AND COLLAR JOINTS, UNO.

10. PROVIDE LINTELS OVER ALL OPENINGS WIDER THAN 8" IN MASONRY WALLS. REFER TO THE

ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATION, NUMBER, AND SIZES OF

OPENINGS.

11. PROVIDE CONTROL JOINTS IN ALL MASONRY WALLS AS SHOWN ON THE STRUCTURAL

DRAWINGS OR AS DEFINED IN THE SPECIFICATIONS. IF NO CONTROL JOINTS ARE SHOWN ON

THE DRAWINGS, PROVIDE CONTROL JOINTS AT A SPACING OF 25' OR 1.5 TIMES THE WALL

HEIGHT, WHICHEVER IS LESS. NO CONTROL JOINTS SHALL BE PROVIDED IN MASONRY

SHEAR WALLS, WHERE SHEAR WALLS ARE LONGER THAN MAXIMUM CONTROL JOINT SPACING

PROVIDE SINGLE COURSE CONTINUOUS HORIZONTAL BOND BEAM WITH (2) #6 BARS @ 6' -

0" OC MAX OVER THE FULL HEIGHT OF THE WALL.

12. BOND BEAM REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINTS AND

AROUND CORNERS AND AT WALL INTERSECTIONS. AT CORNERS AND WALL INTERSECTIONS,

PROVIDE BENT BARS OF SAME SIZE AND QUANTITY AS BOND BEAM REINFORCING AND LAP

SPLICE WITH BOND BEAM REINFORCING WITH LENGTHS AS REQUIRED BY MASONRY LAP

SPLICE SCHEDULE.

ZONE 1

16.0, -25.9

16.0, -25.0

16.0, -24.3

16.0, -23.7

16.0, -23.7

ZONE 2

16.0, -43.4

16.0, -37.3

16.0, -32.7

16.0, -28.1

16.0, -28.1

ZONE 3

16.0, -65.4

16.0, -50.5

16.0, -39.3

16.0, -28.1

16.0, -28.1

AREA

INTERIOR ZONE

23.7, -43.4

22.3, -37.3

21.3, -32.7

20.2, -28.1

17.8, -28.1

EDGE ZONE

23.7, -65.4

22.3, -50.5

21.3, -39.3

20.2, -28.1

17.8, -28.1

AREA

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

MASONRY MINIMUM LAP SPLICE SCHEDULE

BAR SIZE

#3

#4

LAP LENGTH FOR BARS EACH FACE OF CMU

WALL (2 1/2" CLEAR MASONRY COVER)

LAP LENGTH FOR BARS CENTERED

IN CMU THICKNESS

12" 12"

13" 18"

#5 20" 28"

#6 38" 52"

#7 52" 70"

#8 79" 105"

NOTES:

MECHANICAL COUPLERS DEVELOPING 125% OF THE BAR YIELD STRENGTH ARE PERMITTED AT

ANY SPLICE LOCATION AT CONTRACTOR'S OPTION.

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"

NOTE:

1. ONLY DRIFTS ON AREAS OF NEW CONSTRUCTION OR DRIFTS ON EXISTING

CONSTRUCTION CAUSED BY THE NEW CONSTRUCTION ARE SHOWN ON THIS PLAN.

2. SCHEDULED DRIFT VALUES ARE IN ADDITION TO THE FLAT ROOF SNOW LOAD.

3. WHERE TWO OR MORE SNOW DRIFTS INTERSECT THE LARGER VALUE SNOW DRIFT

VALUE SHALL GOVERN. INTERSECTING SNOW DRIFTS SHALL BE CONSIDERED TO

OCCUR CONCURRENTLY, EXCEPT THAT THE SNOW DRIFT LOADS NEED NOT BE

SUPERIMPOSED.

Wd

P f

P d

FLAT ROOF SNOW LOAD PER GENERAL NOTES

SNOW DRIFT SCHEDULE

DRIFT Wd Pd (PSF) NOTES

A 17' - 2" 83

B 13' - 4" 62

EXISTING BUILDING

NEW ADDITION

A

B

1/32" = 1'-0"

SNOW DRIFT PLAN

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

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S H

E E

T T

IT

L

E

S H

E E

T N

U M

B E

R D

A T

E

F

IL

E N

U M

B E

R

/2

.C A

K

A

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

T U E B O R

U S

Q U

E R

C I

UP

IS

R

C

S N I

E N

M

I S

K A B

E

R U

P L

S B U

I

A N

E O

E

I

M L A P

A M

C

M

M U

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P R E L

IM

IN

A R Y

C O N S T R U C T

IO

N

F

IN

A L

R E C O R D

D A T E

IS

S U E D

F O R

IN

D E X

C O D E

P R O J E C T

ID

E N T

IF

IC

A T

IO

N

N O

S H E E T

D E S

IG

N E D

D R A W N

C H E C K E D

A P P R O V E D

S T

A T

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F M

IC

H

IG

A

N D

E P

A R

T M

E N

T O

F M

IL

IT

A R

Y A

N D

V E

T E

R A

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A F

F A

IR

S

C

O N

S T

R U

C T

IO

N

A N

D F

A C

IL

IT

IE

S

M

A N

A G

E M

E N

T O

F F

IC

E

N

M

A R

T

IN

L U

T H

E R

K

IN

G J

R B

L V

D L A

N S

IN

G

M

IC

H

IG

A

N

-2

T

A T

E O

F M

IC

H

IG

A

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 N D

B U D G E T

F A C

IL

IT

IE

S

A N D

B U S

IN

E S S

S E R V

IC

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A D M

IN

IS

T R A T

IO

N

A D A M

L A C H R A D

IR

E C T O R

G E

N E

R A

L N

O T

E S

S

D E

C E

M B

E R

D E

C E

M B

E R

JNJN R

E

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-5

.0

R E

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A R

M O

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B

IG

R

A P

ID

S

B ig

R a p id s, M ic h ig a n

ISSUED FOR DATE

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 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 ERECTION OF PRECAST CONCRETE MEMBERS.

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

FORMS FROM BEAMS AND STRUCTURAL SLABS.

11. 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

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 AND TESTS OF MASONRY CONSTRUCTION (MBC SECTION 1705.4

AND TMS 402-13 LEVEL B QUALITY ASSURANCE)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR

B. CONSTRUCTION OF MORTAR JOINTS

C. LOCATION OF REINFORCEMENT AND CONNECTORS

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

A. GROUT SPACE

B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS

C. PLACEMENT OF REINFORCEMENT AND CONNECTORS

D. PROPORTIONS OF SITE-PREPARED GROUT

E. CONSTRUCTION OF MORTAR JOINTS

4. VERIFY DURING CONSTRUCTION:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS

B. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER

CONSTRUCTION

C. WELDING OF REINFORCEMENT (PERMITTED ONLY WHEN SPECIFICALLY SHOWN

IN THE DETAILS OR WITH PERMISSION IN WRITING BY THE ENGINEER)

D. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F)

E. PLACEMENT OF GROUT IS IN COMPLIANCE

5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR

PRISMS

X

X

TESTING TASK

1. VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH TMS

602-13 ARTICLE 1.5 B.1.b.3 FOR SELF-CONSOLIDATING GROUT.

2. VERIFICATION OF f'm IN ACCORDANCE WITH TMS 602-13 ARTICLE 1.4 B PRIOR TO CONSTRUCTION.

X

X

X

X

X

X

X

X

X

X

X

X

X

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 OF OPEN WEB STEEL JOISTS (MBC SECTION 1705.2.3)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. INSPECT JOIST AND JOIST GIRDER END CONNECTIONS - WELDED OR BOLTED

2. INSPECT INSTALLATION OF JOIST BRIDGING

X

X

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.

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SEE PLAN

TOP OF SLAB

SEE ARCHITECTURAL

DRAWINGS FOR SIZE AND

LOCATION OF NON-BEARING

WALLS

WWF

C

LR2W

W

(2) #5 BOTTOM

CONTINUOUS

SLAB ON GRADE,

SEE PLAN

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 E E P

LA

N

T

SEE PLANS

TOP OF SLAB

D E P

TH

FT

G

TY

P

M

A X

TYP

STD HK

4' - 0" MIN UNO

C

LR

2" CLR

DEPTH TYP

FTG

3" CLR

"C

LR

SEE PLAN FOR FOOTING

SIZE & REINFORCING

INDICATES FOOTING STEP

LOCATION ON PLAN

NEW CONCRETE SLAB ON GRADE 5/8" DIA GREASED SMOOTH BAR

X 1'-6" LONG @ 24" OC. DRILL

AND GROUT TO EXISTING SLAB W/

8" MIN EMBED

INSTALL VAPOR

BARRIER PER

SPECIFICATIONS

RECOMPACT EXISTING

FILL PRIOR TO

INSTALLATION OF NEW

SLAB ON GRADE INFILL

SEE PLAN

TOP OF SLAB

TY

P (3

S

ID

E S

M

IN

3" PREFABRICATED VOID

FORM BENEATH SLAB

8"

COORDINATE WITH CIVIL & LANDSCAPE DRAWINGS

PLAN

SEE

FOUNDATION WALL AND

FOOTING REINFORCEMENT

OMITTED FOR CLARITYCOMPACTED

SUBGRADE

#4@12" EACH WAY,

TYP. THREE SIDES

ISOLATION JOINT

#4 BENT BARS

@12" OC

SLOPE

#4@12" EACH WAY

C L R

/2

NOTE: PLACE APRON AT ALL EXTERIOR

DOOR LOCATIONS. SEE ARCH

DRAWINGS FOR DOOR LOCATIONS.

ISOLATION JOINT WITH BONDBREAKER

ALONG WALL, TYP

COLUMN, SEE PLAN

CONTROL JOINT MAX SPAN

SHALL CONFORM WITH

SPECIFICATIONS

ISOLATION JOINT WITH

BONDBREAKER AROUND

DIAMOND, TYP

CAST DIAMOND AFTER

SLAB ON GRADE HAS BEEN

CAST SHALL CONFORM

WITH SPECIFICATIONS

1 LAYER OF REINFORCING

PROVIDE ADDITIONAL

VERTICAL BAR AT CORNER

CORNER BARS TO MATCH

SIZE AND SPACING OF WALL

HORIZONTAL REINFORCING

REINFORCING IN CENTER

OF WALL, U.N.O.

CONSTRUCTION JOINT

DOWEL TO MATCH

SIZE & SPACING OF

WALL HORIZONTAL

REINFORCING

S

TD

H K

LA

P

LAP

LAP

2 LAYERS OF REINFORCING

CONSTRUCTION JOINT

DOWEL TO MATCH SIZE &

SPACING OF WALL

HORIZONTAL REINFORCING

S

TD

H K

LAP

LAP

LA

P

TY

P

C

LE

A R C

O V E R

,PROVIDE ADDITIONAL

VERTICAL BAR AT CORNER

CORNER BARS TO MATCH

SIZE AND SPACING OF WALL

HORIZONTAL REINFORCING

BOND BEAM WITH (2)#4 CONTINUOUS

AT FIRST FULL COURSE BELOW JOIST

BEARING. GROUT SOLID ANY PARTIAL

COURSES BETWEEN BOND BEAM AND

JOIST BEARING.

BEARING PLATE 3/8"x7"x9" WITH (2)1/2"x5"

HEADED STUDS (5" GAUGE)

1/2" MAX

6" MIN

1/8 2-1/2

1/8 2-1/2

TOP OF JOIST

EL. SEE PLAN

SEE PLAN FOR JOIST SPACING

1/4" PLATE WELDED TO

BEAM FOR CONNECTION

OF BRIDGING

DIAGONAL BRIDGING SIZE &

SPACING SHALL CONFORM

WITH SJI SPECIFICATIONS

U.N.O.

BEAM

WELD PER NOTE 'A' - TYPICAL

JOIST

SEE PLAN FOR JOIST SPACING

NOTE 'A': ALL WELDING TO STEEL JOIST SHALL BE DONE SO AS

NOT TO IMPAIR THE STRENGTH OF THE JOIST

CONTINUOUS L4x4x1/4" TOP WITH 3/4"Ø

EXPANSION BOLTS AT 4'-0" O.C. (WHERE

SHOWN ON PLAN ONLY)

STEEL DECK

HORIZONTAL

BRIDGING

100% SOLID BLOCK

OR GROUT FILLED AT

ALL EXPANSION BOLT

LOCATIONS TYP

L4x4x1/4" WITH (2) 1/2"Ø EXPANSION

BOLTS AT EACH BRIDGING LINE (100%

SOLID BLOCK OR GROUT FILLED

AT EXPANSION BOLTS)

CONTINUOUS L4x4x1/4", BOTTOM WITH

3/4"Ø EXPANSION BOLTS AT 4'-0" O.C.

(WHERE SHOWN ON PLAN ONLY)

TYP

CONCENTRATED

LOAD

CONCENTRATED

LOAD

JOIST DEPTH ANGLE SIZE

8" TO 24" L1 1/2x1 1/2x3/16

26" TO 48" L2x2x3/16

52" TO 72" L2 1/2x2 1/2x1/4

TYP

WHERE CONCENTRATED LOAD DOES NOT OCCUR

AT A JOIST PANEL POINT, ADD (2) ANGLES IN THE

FIELD FROM THE CONCENTRATED LOAD LOCATION

TO THE NEAREST PANEL POINT ON THE OPPOSITE

CHORD (1 ANGLE EACH SIDE OF JOIST CHORDS).

REQUIRED ANGLE SIZES ARE AS FOLLOWS:

IN ADDITION TO CONCENTRATED LOADS NOTED ON FRAMING

PLANS, VERIFY LOCATION AND QUANTITY OF OTHER

CONCENTRATED LOADS WITH ARCHITECTURAL, MECHANICAL,

PLUMBING, AND ELECTRICAL DRAWINGS.

FIELD INSTALLED ANGLES ARE NOT REQUIRED WHERE THE

SUM OF THE CONCENTRATED LOADS WITHIN A CHORD PANEL

DOES NOT EXCEED 100 LBS AND THE ATTACHMENTS ARE

CONCENTRIC TO THE CHORD.

JOIST OR BEAM, TYPICAL

MC6x12 LOCATED BENEATH RTU CURB

OUTLINE OF RTU AND CURB

SEE ROOF OPENING FRAME DETAIL

RTU CURB

MC6x12 NESTED IN DECK RIBS. SPAN TO NEXT

JOIST BEYOND END OF RTU (MINIMUM 2 SPANS).

IF SPLICING IS REQUIRED, SPLICE ONLY OVER THE

CENTERLINE OF A SUPPORTING JOIST/BEAM.

WELD TO JOIST/BEAM THROUGH DECK.

ADD ANGLES IN FIELD PER TYPICAL DETAIL IF

RTU LOAD IS NOT APPLIED AT A TOP CHORD

PANEL POINT.

3/16

TYP AT

EA. JOIST

3/16

ROOF OPENING FRAME, SEE TYPICAL DETAIL

A A

PLAN VIEW

SECTION A-A

1. SEE ARCHITECTURAL FOR BLOCKING AND FLASHING REQUIREMENTS AT RTU

CURB.

2. COORDINATE MC6x12 LOCATIONS WITH MECHANICAL CONTRACTOR.

3. COORDINATE SIZE AND LOCATION OF ROOF OPENING FRAMES WITH

MECHANICAL CONTRACTOR. OPENING QUANTITY, SIZES, AND LOCATIONS

SHOWN IN THIS DETAIL ARE NOT REPRESENTATIVE OF ACTUAL OPENINGS

REQUIRED.

4. IN THE CASE THAT THE RTU IS ORIENTED WITH THE LONG DIMENSION

PARALLEL TO JOISTS/BEAMS, PROVIDE MC6x12 BENEATH EACH END OF THE

RTU AND @4'-0" MAX SPACING BETWEEN ENDS (COORDINATE PLACEMENT

WITH OPENING LOCATIONS). MC6x12 SHALL SPAN TO NEXT JOIST BEYOND

SIDES OF RTU.

5. WHERE RTU CURB LOCATION RELATIVE TO ROOF DECK RIBS IS SUCH THAT A

SINGLE MC6x12 NESTED IN THE DECK RIBS DOES NOT FULLY SUPPORT THE

RTU CURB OR DOES NOT PROVIDE AN ADEQUATE SURFACE FOR CONNECTION

OF THE RTU CURB, PROVIDE DOUBLE MC6x12 AT NO ADDITIONAL COST.

COORDINATE WITH MECHANICAL CONTRACTOR.

6. MECHANICAL CONTRACTOR SHALL BE RESPONSIBLE FOR CONNECTIONS OF

ROOFTOP EQUIPMENT TO CURBS AND CURBS TO THE SUPPORTING

STRUCTURE. DESIGN OF CONNECTIONS SHALL CONSIDER ALL APPLICABLE

LOADS IN ACCORDANCE WITH THE BUILDING CODE, INCLUDING WIND AND

SEISMIC LOADS.

NOTES:

SCALE: NONE

TYPICAL NON-BEARING WALL FOOTING

SCALE: NONE

TYPICAL SOG CONSTRUCTION

SCALE: NONE

TYPICAL FOOTING STEP

SCALE: NONE

TYPICAL SLAB ON GRADE INFILL DETAIL

SCALE: NONE

TYPICAL FROST-FREE DOOR APRON DETAIL

SCALE: NONE

TYPICAL SOG JOINT PATTERN

SCALE: NONE

TYPICAL CONCRETE WALL CORNER DETAILS

SCALE: NONE

LH- JOIST BEARING ON CMU

SCALE: NONE

TYPICAL JOIST BRDG-LH SERIES

SCALE: NONE

TYPICAL BRIDGING ANCHORAGE

SCALE: NONE

TYPICAL JOIST MODIFICATION AT CONCENTRATED LOADS

SCALE: NONE

TYPICAL RTU SUPPORT

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D A T E

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C O D E

P R O J E C T

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S E R V

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IN

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A D A M

L A C H R A D

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T Y

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END OF WALL, CORNER, OR CONTROL JOINT

LOCATE JOINT REINFORCEMENT IN FIRST

MORTAR JOINT BELOW OPENING AND

EXTEND THE ENTIRE LENGTH OF THE WALL

PANEL

LINTEL REINFORCING, SEE LINTEL SCHEDULE

1'-0" MIN. TYP

A

WHERE DISTANCE 'A' IS LESS THAN OR

EQUAL TO 1'-4", PROVIDE JOINT

REINFORCING IN EVERY BED JOINT IN

THE HEIGHT OF THE OPENING

NOTES:

1. VERTICAL REINFORCING BARS SHALL BE LOCATED AS FOLLOWS:

A. AT WALL CORNERS

B. WITHIN 6" OF THE ENDS OF A WALL

C. WITHIN 6" OF EACH SIDE OF A CONTROL JOINT

D. AT JAMBS OF OPENINGS AS SHOWN, WITHIN 6" OF EACH SIDE OF ALL OPENINGS GREATER THAN 16" WIDE, AND

E. AT SPACING NOT TO EXCEED MAXIMUM SPACING IN CMU WALL SCHEDULE.

2. SEE CMU WALL SCHEDULE FOR VERTICAL REINFORCING BAR SIZE.

3. VERTICAL REINFORCING BARS SHALL BE CENTERED IN CMU WALL THICKNESS, UNLESS NOTED OTHERWISE.

4. EXTEND ALL VERTICAL REINFORCING THE FULL HEIGHT OF THE WALL OR UNTIL REACHING AN OPENING, THEN CONTINUE SAME VERTICAL REINFORCING ABOVE THE OPENING.

5. JOINT REINFORCEMENT SHALL CONSIST OF LADDER-TYPE 9 GAGE JOINT REINFORCING @1'-4" UNLESS NOTED OTHERWISE.

6. REFER TO DETAILS AND SECTIONS FOR REQUIRED LOCATIONS OF CONTINUOUS HORIZONTAL REINFORCING BARS, SUCH AS AT BOND BEAMS. HORIZONTAL REINFORCING BARS, IF ANY, SHALL BE IN ADDITION TO THE

JOINT REINFORCING NOTED HERE. CONTINUOUS HORIZONTAL REINFORCING BARS SHALL BE LAP SPLICED WITH CORNER BARS OF THE SAME SIZE AND QUANTITY AS THE HORIZONTAL BARS.

7. GROUT CMU CELLS AS FOLLOWS:

A. ALL CELLS CONTAINING REINFORCING BARS

B. BELOW LINTEL BEARING, DOWN TO FOUNDATION

C. WHERE REQUIRED FOR…