06-03-26_2538_AD3.pdf
PDF 4 MB Posted
- Attached to
- Dining Room Addition & Interior Renovations
- Solicitation number
- RFP BAY 260000002591 1
- Issued by
- Bay County, Michigan
About this file
Dining Room Addition & Interior Renovations - Bay Arenac ISD
This file comprises architectural and engineering construction documents for a dining room addition and interior renovations project for the Bay Arenac Intermediate School District (BARENAC ISD) Career Center located in Monitor Township, Bay County, Michigan. The project scope includes a new approximately 2,700-square-foot dining room addition on the east side of the existing building, along with renovations to adjacent spaces including classrooms, offices, kitchen facilities, and support areas. The addition will feature steel roof joists and beams with metal deck framing supported by steel columns on conventional spread footings with a concrete slab on grade. The structure is designed to accommodate a total occupant load of 180 persons with dining room capacity of 78, includes new mechanical systems (roof-top units and ductless mini-split systems), electrical panel upgrades, and updated fire-life safety features including 1-hour and 2-hour rated fire barriers and proper egress requirements per Michigan Building Code.
The construction documents include comprehensive specifications addressing concrete construction (3,000-4,000 PSI compressive strength), structural steel (ASTM A-992 wide flange shapes at 50 KSI), cold-formed metal framing, masonry (2,000 PSI compressive strength), open-web steel joists, and cold-formed metal deck systems. Design loads incorporate Michigan Building Code 2021 provisions with floor live loads of 40 PSF for classrooms, 100 PSF for corridors and dining areas, ground snow load of 35 PSF, basic wind speed of 114 MPH, and seismic design category A. The project includes detailed mechanical, electrical, and plumbing systems specifications, site plans, foundation details, and a geotechnical soils report recommending a maximum allowable bearing pressure of 4,000 psf on natural silty clay soils. Special inspections are required for concrete, masonry, steel construction, soils work, and cold-formed steel deck per Michigan Building Code Section 1705 standards.
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Other files
| File | Type | Posted |
|---|---|---|
| 03-25-26_2538_AD1.pdf | ||
| 08-05-26_2538_AD4_REV.pdf | ||
| 03-31-26_2538_AD2.pdf | ||
| 09-08-26_Bid Set.pdf | ||
| Full Spec (4).pdf |
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MECHANICAL:
Item M1: See revised sheet M1.0 (re-issued): New equipment shown.
Item M2: See revised sheet M2.0 (re-issued):
A. Updated numbers in ventilation table to reflect Table 403.3.1.1. – Sheet M2.0 B. Added GPS Air SmartIAQ air cleaning unit to Dining Room (103) and ASHRAE calculations – Sheet M1.0 & M2.0
ELECTRICAL:
Item E1: See revised sheet E1.0 (re-issued): Added equipment power for new mechanical equipment.
Item E2: See revised sheet E4.0 (re-issued): Revised panel schedule for new equipment.
ATTACHMENTS: Sheets A0.1, A1.0, A1.1, A2.0, C2.0, S0.1, S2.0, M2.0, E1.0, E4.0, Soils Report
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MASTER FIRST FLOOR PLAN
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:MACHINE TRADES
WELDING
BUILDING TRADES
AUDITORIUM
CAFETERIA
AUTO SERVICE LAB BODY SHOP
AG. LAB
MATERIAL
MEDIA
CENTER
RECEIVINGBUILDING
MAINTENANCE
LAB
ADMINISTRATION
HEALTH
WING
AND SCIENCE
GREENHOUSE
GREENHOUSE
DATA PROC.
KITCHEN
DIESEL SERVICE LAB
52'-7"
41'-3"
DINING
SERVING
R1
R1
R1
R1
AREAS OF WORK LEGEND
EXIT
34" EGRESS
MINUMUM CLEARANCE
LIFE SAFETY AREA LEGEND
TRAVEL DISTANCE
EXIT (w/ NUMBER OF OCCUPANTS)
ACT.CAP.
DOOR
EXIT
0 0
ACT.CAP.
DOOR
EXIT
340 38
ACT.CAP.
DOOR
EXIT
340 71 91'-0"
78 ACTUAL OCCUPANT EGRESS COUNT
1-HOUR RATED FIRE BARRIER
2-HOUR RATED FIRE BARRIER
FIRE EXTINGUISHER - MULTI-PURPOSE
DRY CHEMICAL
DINING
OFF.
CLASSRM.
CLASSRM.
R1
R1
R1
OCCUPANT CALCULATIONS
REQUIRED EGRESS WIDTH
TOTAL EGRESS WIDTH REQUIRED:
·180 MAX INTERIOR OCCUPANT x .2" = 36"
TOTAL EGRESS WIDTH PROVIDED:
·THREE 68" CLEAR DOOR EXIT LEAFS = 204"
NUMBER OF EXITS REQUIRED : 2
MICHIGAN BUILDING CODE
FUNCTION OF SPACE FACTOR
EDUCATION 73
TOTAL PROJECT OCCUPANT LOAD 180
ASSEMBLY A-2 1:15 NET 91
1:20 NET
OCCUPANTS
KITCHEN 1:200 GROSS 14
OFFICE 1:150 GROSS 2
ACT.CAP.
DOOR
EXIT
340 205
R
R1
91 55
OFF.
BODY SHOP
OFF.
OFF.
CONF.
OFF.
OFF.
CLASSRM.
RES.
OFF.
CONF.
FUNDAMENTALS LAB
CHILDCARE CLASS
CLASSRM.
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CORNER POST
CAP (TYP.)
TENSION BANDS
TENSION BAR
3-1/2" DIA. TERMINAL
POST (GALVANIZED
8" DIA. 5000 P.S.I. (28
DAYS) CONCRETE PIERS
@ CORNER POSTS (TYP.)
RAIL END
ASSEMBLY
LINE POST
CAP (TYP.) RAIL (GALVANIZED
1-3/4" DIA. TOP
4'-0" - 9 GA.
2" MESH
GALV. CHAIN
LINK FENCE
# 6 GA. TENSION
WIRE
2-1/2" DIA.
INTERMEDIATE POST
MATERIAL
GRANULAR
GRADE
EXISTING
NOTE:
FENCING TO BE TIED TO TOP
RAILS AND LINE POSTS
WITH # 9 GA. WIRE SPACED
AT 12".
STEEL PIPE)
STEEL PIPE)
(GALVANIZED STEEL
PIPE)
BRACE ALL CORNERS &
TERMINAL POSTS WITH 1-3/4"
DIAMETER GALVANIZED
STEEL PIPE & APPROPRIATE
FASTENERS.
@ EACH POST (TYP.)
DAYS) CONCRETE PIER
6" DIA. 5000 P.S.I. (28
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PARTIAL SITE PLAN
EXISTING BUILDING
ADDITION
EXISTING BUILDING
R
CHAIN LINK FENCE DETAIL4
A1.0
TYP. PLANTING DETAIL1
A1.0
TYP. PLANTING DETAIL2
A1.0
TYP. PLANTING DETAIL3
A1.0
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R1
R1
R1
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OVERALL SITE PLAN
EXIST. BUILDING
BUILDING
EXIST.
STORAGE
EXIST.
BUILDING
EXIST.
EXIST.
PARKING
EXIST. DETENTION POND
BAY ARENAC DRIVE
VEHICLE
EXIST.
STORAGE
BU
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BU
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BU
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161514
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PARTIAL FIRST FLOOR PLAN
DINING ROOM
VEST.
MENS
WOMENS
CLASSROOM
OFFICE112
CLASSROOM
KITCHEN
DINING ROOM
SERVING
CAFETERIA
EX. CORRIDOR
DISH WASHING EX. COOLER EX. FREEZER
STORAGE
PASSAGE
WAIT STATION
STORAGE
EX. SHIP/ REC.
EX. CORRIDOR
EX. STOR.
EX. CONF.
EX. CLASSROOM/ LAB
EX
. P
AS
SA
G E
EX. OFFICE EX. OFFICE
EX. OFFICE EX. OFFICE
EX. CLASSROOM
EX. TLT.
EX. TLT.
EX. CONF.
EX. PASSAGE
EX. STOR. EX. STOR.EX. TLT. EX. TLT. EX. ST.
EX. DAYCARE
EX. OFF.
EX. CORRIDOR
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ALTERNATE NO. 1
A6.0
A6.0
A6.0
0A
100B
LOCKERS
4B
104A
PREP AREA
A8.0
A8.0
A6.0
A6.0
ENLARGED FLOOR PLAN1
A2.0
MENS
WOMENS
A8.0 2
A8.0
7 A8.0
A2.0
A2.0
ENLARGED FLOOR PLAN2
A2.0
A8.0
A8.0
A PARTITION WALL
NON-RATED
NON-BEARING WALL
WALL TYPES
B
A
B PARTITION WALL
2 HR-RATED (UL U419)
NON-BEARING WALL
A
AC
A
B
A
C
C
A8.05A8.0
4.5
4.8
6.6
6.9
7.3
8.2
B
VVUUTTSSRRQQPPOONNMMLLKKJJIIHHGGFFEEDDCCBBAAZY
A8.0
A8.0
A
B
104C
C
C PARTITION WALL
1 HR-RATED (UL U419)
NON-BEARING WALL
R
R1
R1
R1
R1
R1
R1
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SITE
MLR 266-79
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C2.0
S.
M ain S tre et
, S ui te
, F re el an d, M ic hi ga n
Ph on e:
(9
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DEVELOPMENT NOTES
TS
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FA
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-7
-7
LOCATION MAP
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3, T
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LEGEND
BENCHMARKS
SW
SW
Chris Bohinski Polygon
Chris Bohinski Polygon
VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.1. X
INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT.1. X ACI 318: CH. 20, 25.2, 25.3, 26.6.1-26.6.3
REINFORCING BAR WELDING:2.
A. VERIFY WELDABILITY OF REINFORING BARS OTHER THAN ASTM A706;
B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" ; AND
C. INSPECT ALL OTHER WELDS.
INSPECT ANCHORS CAST IN CONCRETE.3. X
1908.4
X X
X AWS D1.4
ACI 318: 26.6.4
INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.4.
A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST
SUSTAINED TENSION LOADS.
B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A.
X ACI 318: 26.13.3.2
X
ACI 318: 26.13.3.3
ACI 318: 26.13.3
VERIFY USE OF REQUIRED DESIGN MIX.5. X ACI 318: CH. 19, 26.4.3, 26.4.4 1904.1, 1904.2
XPRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR
CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE.
6.
INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.7.
INSPECT PRESTRESSED CONCRETE FOR:9.
A. APPLICATION OF PRESTRESSING FORCES; AND
B. GROUTING OF BONDED PRESTRESSING TENDONS. X
X ACI 318: 26.10
ASTM C172, ASTM C31, ACI
318: 26.5, 26.12
1908.10
ACI 318: 26.5 -X
VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES8. X ACI 318: 26.5.3-26.5.5 -
INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.10. X ACI 318: CH. 26.9
VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE
AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.
11. X ACI 318: 26.11.2
INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.12. X ACI 318: 26.11.1.2 (b)
VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.2. X
PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.3. X
VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.4. X
PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.5. X
TASK
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
REFERENCE FOR CRITERIA
VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS.1. X
AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:2.
A. PROPORTIONS OD SITE-PREPARED MORTAR
B. CONSTRUCTION OF MORTAR JOINTS.
C. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES X
X X
D. LOCATION OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING TENDONS AND ANCHORAGES X
E. PRESTRESSING TECHNIQUE X
F. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY
PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:3.
A. GROUT SPACE
B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS, AND PRESTRESSING TENDONS AND
ANCHORAGES
C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING TENDONS AND ANCHORAGES
X X
D. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS
E. CONSTRUCTION OF MORTAR JOINTS
TMS 402/ ACI 530/ ASCE 5 TMS 602/ ACI 530.1/ ASCE 6
ART. 2.1, 2.6 A
ART. 1.5
ART. 3.3 B
ART. 2.4 B, 2.4 H
ART. 3.4, 3.6 A
ART. 3.6 B
ART. 2.1 C
ART. 3.2 D, 3.2 F
ART. 2.4, 3.4
ART. 3.2E, 3.4, 3.6 A
ART. 2.6 B, 2.4 G.1.b
ART. 3.3 B
SEC. 6.1
X X
X
VERIFY DURING CONSTRUCTION:4.
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
X
X
D. PREPARATION , CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE
BELOW 40°F (4.4°C)) OR HOT WEATHER (TEMPERATURE ABOVE 90°F (32.2°C)) X
E. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE
F. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS IS IN COMPLIANCE X
ART. 3.3 F
ART. 1.8 C, 1.8 D
ART. 3.6 B
ART. 3.5, 3.6 C
X
G. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-BED MORTAR JOINTS. X(b) X(c) ART. 3.3 B.9, 3.3 F.1.b
SEC. 1.2.1(e), 6.1.4.3, 6.2.1 SEC. 8.1.6.7.2, 9.3.3.4 (c),
11.3.4 (b)
OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR PRISMS5. X ART. 1.4 B.2.a.3, 1.4 B.2.b.3,
1.4 B.2.c.3, 1.4 B.3, 1.4 B.4
X
X(b) X(c)
VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF-CONSOLIDATION GROUT
VERIFICATION OF f'm AND f'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE
(a) FREQUENCY REFERS TO THE FREQUENCY OF SPECIAL INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR PERIODIC DURING THE LISTED TASK, AS DEFINED IN THE TABLE
(b) REQUIRED FOR THE FIRST 5,000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY
(c) REQUIRED FOR THE FIRST 5,000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY
WHERE APPLICATION IS MADE TO THE BUILDING OFFICIAL FOR CONSTRUCTION AS SPECIFIED IN SECTION 105 OF THE 2021 MICHIGAN BUILDING CODE, THE OWNER OR THE OWNER'S AGENT, OTHER THAN THE CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PERFORM INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF WORK SPECIFIED IN SECTION 1705 OF THE 2021 MICHIGAN BUILDING CODE AND AS IDENTIFIED ON THIS SHEET, AND IDENTIFY THE APPROVED AGENCIES TO THE BUILDING OFFICIAL. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS BY THE BUILDING OFFICIAL THAT ARE IDENTIFIED IN SECTION 110 OF THE 2021 MICHIGAN BUILDING CODE.
WHERE SPECIAL INSPECTIONS OR TESTING ARE REQUIRED BY THE 2021 MICHIGAN BUILDING CODE, THE REGISTERED TESTING AND INSPECTIONS DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL PREPARE A STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE WITH SECTION 1704.3.1 OF THE 2021 MICHIGAN BUILDING CODE FOR SUBMITTAL BY THE APPLICANT IN ACCORDANCE WITH SECTION 1704.2.3 OF
THE 2021 MICHIGAN BUILDING CODE.
THE STATEMENT OF SPECIAL INSPECTIONS SHALL IDENTIFY THE FOLLOWING (1704.3.1):
1. THE MATERIALS, SYSTEMS, COMPONENTS AND WORK REQUIRED TO HAVE SPECIAL INSPECTION OR TESTS BY THE BUILDING OFFICIAL OR BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR
EACH PORTION OF THE WORK.
2. THE TYPE AND EXTENT OF EACH SPECIAL INSPECTION.
3. THE TYPE AND EXTENT OF EACH TEST.
4. ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION OR TESTING FOR SEISMIC OR WIND RESISTANCE WHERE REQUIRED BY THE 2021 MICHIGAN BUILDING CODE.
5. FOR EACH TYPE OF SPECIAL INSPECTION, IDENTIFICATION AS TO WHETHER IT WILL BE CONTINUOUS SPECIAL INSPECTION OR PERFORMED IN ACCORDANCE WITH THE NOTATION USED IN THE REFERENCED
STANDARD WHERE THE INSPECTIONS ARE DEFINED.
EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND FORCE RESISTING SYSTEM OR A SEISMIC FOR RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND RESISTING COMPONENT OR SEISMIC RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICAL AND THE OWNER OR THE OWNER'S AUTHORIZED AGENT PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF
THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.
1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PROVIDED BY AN INDEPENDENT AGENCY EMPLOYED BY THE OWNER FOR THE ITEMS IDENTIFIED IN THIS SECTION AND IN OTHER AREAS OF THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS, UNLESS WAIVED BY THE BUILDING OFFICIAL (SEE MBC CHAPTER 17).
2. THE NAMES AND CREDENTIALS OF THE SPECIAL INSPECTORS TO BE USED SHALL BE SUBMITTED TO THE BUILDING OFFICIAL FOR APPROVAL.
3. DUTIES OF THE SPECIAL INSPECTOR:
A. THE SPECIAL INSPECTOR SHALL REVIEW ALL WORK LISTED BELOW FOR CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AND THE 2021 MBC.
B. THE SPECIAL INSPECTOR SHALL FURNISH SPECIAL INSPECTION REPORTS TO THE EOR, CONTRACTOR, OWNER AND BUILDING OFFICIAL ON A WEEKLY BASIS, OR MORE FREQUENTLY AS REQUIRED BY THE BUILDING OFFICIAL. ALL ITEMS NOT IN COMPLIANCE SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF UNCORRECTED, TO THE EOR AND THE
BUILDING OFFICIAL.
C. ONCE CORRECTIONS HAVE BEEN MADE BY THE CONTRACTOR, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AS WELL AS THE APPLICABLE
WORKMANSHIP PROVISIONS OF THE 2021 MBC.
4. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:
A. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE OWNER AND THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK. IN ACCORDANCE WITH MBC 1704.4, THE STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED WITHIN THIS “STATEMENT OF SPECIAL INSPECTIONS”.
B. THE CONTRACTOR SHALL NOTIFY THE RESPONSIBLE SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST ONE WORKING DAY (24 HOURS MINIMUM) BEFORE SUCH INSPECTION IS
REQUIRED.
C. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED BY THE SPECIAL INSPECTOR.
5. PLEASE SEE THE “SPECIAL INSPECTION SCHEDULE” FOR THE TYPES, EXTENTS AND FREQUENCY OF SPECIFIC ITEMS REQUIRING SPECIAL INSPECTIONS AND STRUCTURAL TESTS AS PART OF THIS PROJECT.
SPECIAL INSPECTION REQUIREMENTS - MASONRY CONSTRUCTION (SECTION 1705.4)
TASK
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
REFERENCED STANDARD IBC REFERENCE
SPECIAL INSPECTION REQUIREMENTS - CONCRETE CONSTRUCTION (SECTION 1705.3)
TASK
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
SPECIAL INSPECTION REQUIREMENTS - SOILS (SECTION 1705.6)
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS, CONTRACTOR RESPONSIBILITY AND STRUCTURAL OBSERVATION - (SECTION 1704)
SPECIAL INSPECTIONS (SECTION 1704.2)
STATEMENT OF SPECIAL INSPECTIONS (SECTION 1704.3)
CONTRACTOR RESPONSIBILITY (SECTION 1704.4)
INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOISTS GIRDERS.1.
X
X
TASK
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
SPECIAL INSPECTION REQUIREMENTS - OPEN WEB STEEL JOISTS AND JOIST GIRDERS (SECTION 1705.2.3)
REFERENCED STANDARD A
A. END CONNECTIONS - WELDING OR BOLTED.
B. BRIDGING - HORIZONTAL OR DIAGONAL.
1. STANDARD BRIDGING.
2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN SECTION 2207.1
SJI SPECIFICATIONS LISTED
IN SECTION 2207.1
SJI SPECIFICATIONS LISTED
IN SECTION 2207.1
(A) WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.
X
TASK
INSPECTION
QUALITY
CONTROL
TABLE 1.1. INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT
A. VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE
METAL THICKNESS.
B. DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES.
SPECIAL INSPECTION REQUIREMENTS - COLD-FORMED STEEL DECK (SECTION 1705.2.2) PER SDI QA/QC
QUALITY
ASSURANCE
TABLE 1.2. INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT
A. VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION DOCUMENTS.
B. VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH THE CONSTRUCTION DOCUMENTS.
C. DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES
TABLE 1.3. INSPECTION OR EXECUTION TASKS PRIOR TO WELDING
A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE
B. MANUFACTURER CERTIFICATIONS OR WELDING CONSUMABLES AVAILABLE
C. MATERIAL IDENTIFICATION (TYPE/GRADE)
D. CHECK WELDING EQUIPMENT
TABLE 1.4. INSPECTION OR EXECUTION TASKS DURING WELDING
A. USE OF QUALIFIED WELDERS
B. CONTROL AND HANDLING OF WELDING CONSUMABLES
C. ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE)
D. WPS FOLLOWED
TABLE 1.5. INSPECTION OR EXECUTION TASKS AFTER WELDING
A. VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS.
B. WELDS MEET VISUAL ACCEPTANCE CRITERIA
C. VERIFY REPAIR ACTIVITIES
D. DOCUMENT ACCEPTANCE OR REJECTION OF WELDS
TABLE 1.6. INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING
A. MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS
B. PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION
C. PROPER STORAGE FOR MECHANICAL FASTENERS
TABLE 1.7. INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING
A. FASTENERS ARE POSITIONED AS REQUIRED
B. FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS
TABLE 1.8. INSPECTION OR EXECUTION TASKS AFTER MECHANICAL FASTENING
A. CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS
B. CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS
C. CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS
D. VERIFY REPAIR ACTIVITIES
E. DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS
PERFORM PERFORM
PERFORM PERFORM
PERFORM PERFORM
N/A PERFORM
PERFORM PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
PERFORM
PERFORM
PERFORM
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
TASK
INSPECTION
QUALITY
CONTROL
TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING
SPECIAL INSPECTION REQUIREMENTS - STEEL CONSTRUCTION (SECTION 1705.2.1) PER AISC 360
QUALITY
ASSURANCE
TABLE N5.4-2 INSPECTION TASKS DURING WELDING
A. USE OF QUALIFIED WELDERS
VERIFICATION OF STRUCTURAL STEEL1.
A. FOR STRUCTURAL STEEL IDENTIFICATION MARKINGS TO CONFORM TO AISC 360.
B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFIRM TO ASTM STANDARDS PER CONSTRUCTION
DOCUMENTS.
C. MANUFACTURERS' CERTIFIED MILL TEST REPORTS.
X
X AISC 360
TASK
INSPECTION FREQUENCY
CONTINUOUS PERIODIC
REFERENCED STANDARD IBC REFERENCE
SPECIAL INSPECTIONS AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS IN BUILDINGS, STRUCTURES, AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE
INSPECTION REQUIREMENTS OF AISC 360.
X
APPLICABLE ASTM STD.
A. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE.
B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE
C. MATERIAL IDENTIFICATION (TYPE/GRADE)
PERFORM PERFORM
PERFORM
OBSERVE OBSERVE
D. WELDER IDENTIFICATION SYSTEM 1 OBSERVE OBSERVE
E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)
- JOINT PREPARATION
- DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)
- CLEANLINESS (CONDITION OF STEEL SURFACES)
- TACKING (TACK WELD QUALITY AND LOCATION)
- BACKING TYPE AND FIT (IF APPLICABLE)
F. CONFIGURATION AND FINISH OF ACCESS HOLES
G. FIT-UP OF FILLET WELDS
- DIMENSIONS (ALIGNMENT, GAPS AT ROOT)
- CLEANLINESS (CONDITION OF STEEL SURFACES)
- TACKING (TACK WELD QUALITY AND LOCATION)
H. CHECK WELDING EQUIPMENT OBSERVE N/A
OBSERVE OBSERVE
PERFORM
B. CONTROL AND HANDLING OF WELDING CONSUMABLES
- PACKAGING
- EXPOSURE CONTROL
C. NO WELDING OVER CRACKED TACK WELDS
D. ENVIRONMENTAL CONDITIONS
E. WPS FOLLOWED
- WIND SPEED WITHIN LIMITS
- PRECIPITATION AND TEMPERATURE
- SETTINGS ON WELDING EQUIPMENT
- TRAVEL SPEED
- SELECTED WELDING MATERIALS
- SHIELDING GAS TYPE/FLOW RATE
- PREHEAT APPLIED
- INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)
- PROPER POSITION (F, V, H, OH)
F. WELDING TECHNIQUES
- INTERPASS AND FINAL CLEANING
- EACH PASS WITHIN PROFILE LIMITATIONS
- EACH PASS MEETS QUALITY REQUIREMENTS
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE OBSERVE
OBSERVE OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
TABLE N5.4-3 INSPECTION TASKS AFTER WELDING
A. WELDS CLEANED
B. SIZE, LENGTH AND LOCATION OF WELDS
OBSERVE OBSERVE
PERFORMPERFORM
C. WELDS MEET VISUAL ACCEPTANCE CRITERIA PERFORMPERFORM
- CRACK PROHIBITION
- WELD/BASE-METAL FUSION
- CRATER CROSS SECTION
- WELD PROFILES
- WELD SIZE
- UNDERCUT
- POROSITY
D. ARC STRIKES
E. k-AREA 2
F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)
G. REPAIR ACTIVITIES
H. DOCUMENTS ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER
PERFORMPERFORM
PERFORMPERFORM
PERFORMPERFORM
PERFORMPERFORM
PERFORMPERFORM
TABLE N5.6-1 INSPECTION TASKS PRIOR TO BOLTING
A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS
B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS
OBSERVE PERFORM
C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS RE TO BE EXCLUDED FROM SHEAR PLANE)
D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL
E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS
OBSERVE
OBSERVE
OBSERVE
OBSERVE
PERFORM
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
TABLE N5.6-2 INSPECTION TASKS DURING BOLTING
A. FASTENER ASSEMBLIES, SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION
OBSERVE OBSERVE
C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING
D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE
FREE EDGES
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
OBSERVE
TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING
A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS PERFORMPERFORM
(1) THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.
(2) WHEN WELDING OF DOUBLER PLATES, CONTNUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 in. (75 mm) OF THE WELD
OBSERVE - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.
PERFORM - PERFORM THESE TASK FOR EACH WELDED JOINT OR MEMBER OR EACH BOLTED CONNECTION.
QUALITY CONTROL - PROVIDED BY FABRICATOR/ ERECTOR
QUALITY ASSURANCE - PROVIDED BY OWNER
SEC. 5.1, 6.2.1, 6.2.6, 6.2.7
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AutoCAD SHX Text
PROJECT NO.
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SHEET NO.
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APPROVED
AutoCAD SHX Text
DATE
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DRAWN BY
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DATE
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NO.
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SBRYANT
AutoCAD SHX Text 5-3-26
AutoCAD SHX Text S0.0
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ARCHITECTS
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PLANNERS
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INTERIORS
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MWEISS
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BAY CITY, MICHIGAN
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GENERAL
1. THIS BUILDING HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE MICHIGAN
BUILDING CODE, 2021 EDITION
1.A. DESIGN LOADS
1.A.A. FLOOR LIVE LOADS:
1.A.A.A. CLASSROOMS = 40 PSF
1.A.A.B. CORRIDORS = 100 PSF
1.A.A.C. DINING ROOMS/RESTAURANTS = 100 PSF
1.A.B. ROOF: LIVE LOAD = 20 PSF, SOLAR READY DEAD LOAD = 5 PSF
1.A.C. SNOW LOADS
1.A.C.A. GROUND SNOW LOAD, Pg = 35 PSF 1.A.C.B. SNOW EXPOSURE FACTOR, Ce = 1.0 1.A.C.C. THERMAL FACTOR, Ct = 1.0
1.A.C.D. BUILDING CATEGORY III
1.A.C.E. IMPORTANCE FACTOR, Is = 1.1 1.A.C.F. FLAT ROOF SNOW LOAD, Pf = 27 PSF + DRIFTING
1.A.C.G. DRIFTING CALCULATED PER ASCE 7-16
1.A.D. WIND LOADS
1.A.D.A. BASIC WIND SPEED V = 114 MPH ( 3-SECOND GUST)
1.A.D.B. BUILDING CATEGORY III
1.A.D.C. EXPOSURE CATEGORY C
1.A.D.D. INTERNAL PRESSURE COEFFICIENT ±0.18
1.A.D.E. COMPONENTS AND CLADDING LOAD PRESSURE:
1.A.D.E.A. ROOF (50ft²) -51.2 PSF (ZONE 1) 1.A.D.E.B. ROOF (50ft²) -67.8 PSF (ZONE 2) 1.A.D.E.C. ROOF (50ft²) -67.8 PSF (ZONE 3) 1.A.D.E.D. WALLS (50ft²) -34.0 PSF (ZONE 4) 1.A.D.E.E. WALLS (50ft²) -39.1 PSF (ZONE 5)
1.A.E. EARTHQUAKE LOADS
1.A.E.A. SEISMIC RISK CATEGORY III
1.A.E.B. SEISMIC IMPORTANCE FACTOR, Ie = 1.25 1.A.E.C. Ss = 0.066 (ASCE7-16 FIG. 22-1); S1 = 0.039
1.A.E.D. SITE CLASS = D
1.A.E.E. Fa = 1.6 (MBC TABLE 1613.3.3(1)); Fv = 2.4 1.A.E.F. Sms = Fa*Ss = 0.106; Sm1 = FvS1 = 0.093 1.A.E.G. Sds = (2/3)*Sms = 0.071 (MBC 1613.3.4); Sd1 = (2/3)*Sm1 = 0.062
1.A.E.H. SEISMIC DESIGN CATEGORY = A
1.A.E.I. SEISMIC RESISTING SYSTEM: LIGHT FRAMED WALLS WITH SHEAR PANELS
1.A.E.J. DESIGN BASE SHEAR = 0.04W
1.A.E.K. SEISMIC RESPONSE COEFFICIENT, Cs = 0.04
1.A.E.L. RESPONSE MODIFICATION FACTOR, R = 2
1.A.E.M. EARTHQUAKE LOADS CALCULATED PER ASCE 7-16 SECTION 1.4.3 "MINIMUM LATERAL FORCE
PROCEDURE"
1.A.E.N. DEFLECTION AMPLIFICATION FACTOR, Cd = 2
1.A.F. GUARD/HANDRAIL LOADS= 50 PLF LOAD APPLIED IN ANY DIRECTION AT THE TOP AND 200 POUND
CONCENTRATED LOAD APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP. LOADS NOT
ASSUMED TO ACT CONCURRENTLY.
2. THE ARCHITECTURAL DRAWINGS SHALL BE WORKED WITH THE STRUCTURAL DRAWINGS. SOME STRUCTURAL
INFORMATION HAS BEEN INCORPORATED IN THE ARCHITECTURAL DRAWINGS.
3. THE STRUCTURE SHALL BE CONSIDERED TO BE IN AN UNSTABLE CONDITION UNTIL ALL WALL AND ROOF STRUCTURES ARE COMPLETED. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR STABILITY AND TO
RESIST LATERAL LOADS DURING ERECTION.
4. ALL NON LOAD BEARING WALLS SHALL BE CONSTRUCTED TO ALLOW FOR THE VERTICAL DEFLECTION OF THE
STRUCTURE ABOVE.
FOUNDATION
1. FOUNDATIONS ARE DESIGNED FOR A MAXIMUM ALLOWABLE BEARING CAPACITY OF 2,500 PSF. FOUNDATIONS
SHALL BEAR ON NATURAL CLAY UNDISTURBED SOIL OR ENGINEERED FILL PROPERLY PLACED UPON THESE CLAY
SOILS.
2. THE CONTRACTOR WILL RETAIN THE SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER TO MONITOR THE FOUNDATION WORK & DETERMINE THE QUALITY OF THE SOIL AT ALL FOOTING LOCATIONS. IF UNSUITABLE MATERIALS ARE ENCOUNTERED AT THE FOOTING LOCATIONS, THE UNSUITABLE MATERIALS SHALL BE REMOVED & REPLACED WITH COMPACTED ENGINEERED FILL OR THE FOOTING LOWERED AT THE DIRECTION OF THE
ARCHITECT OR ENGINEER.
3. CONTRACTORS SHALL BE AWARE OF AND VERIFY LOCATION OF ALL UNDERGROUND UTILITIES, TANKS, ETC. DUE CARE SHALL BE EXERCISED DURING EXCAVATION SO THAT EXISTING UTILITIES ARE NOT DAMAGED
4. THE AREA OF PROPOSED CONSTRUCTION SHALL BE STRIPPED OF THE EXISTING TOP SOIL & PAVEMENT MATERIALS. ALL REMNANTS OF PREVIOUS STRUCTURES OCCUPYING THE SITE SHALL BE REMOVED AND BACKFILLED WITH ENGINEERED FILL, PROPERLY PLACED AND COMPACTED. FOLLOWING THE REMOVAL OF THE ABOVE ITEMS, IF COHESIVE MATERIALS ARE EXPOSED AT THE SUBGRADE ALL AREAS OF PROPOSED DEVELOPMENT SHALL BE THOROUGHLY PROOFROLLED UNDER THE OBSERVATION OF A QUALIFIED SOILS ENGINEER. THE PROOF ROLLING SHOULD BE PERFORMED WITH A FULLY LOADED DUMP TRUCK OR OTHER HEAVILY LOADED PNEUMATIC TIRED VEHICLE MAKING CONTINUOUS SIDE-BY-SIDE PASSES ACROSS THE ENTIRE AREA, SUBGRADE AREAS THAT DEFLECT EXCESSIVELY OR PUMP DURING PROOF ROLLING SHOULD BE EXCAVATED AND BACK FILLED WITH ACCEPTABLE ENGINEERED FILL. IF EXISTING GRANULAR FILL MATERIALS ARE EXPOSED UPON STRIPPING OPERATIONS AT THE SUBGRADE, THE AREA SHOULD BE THOROUGHLY DENSIFIED WITH A LARGE DRUM ROLLER SUCH THAT THE TOP 12 INCHES IS COMPACTED TO AT LEAST 95 PERCENT OF THE
MAXIMUM DRY DENSITY VALUE DETERMINED BY ASTM STANDARD D-1557 (MODIFIED PROCTOR)
5. UPON COMPLETION OF THE SUB GRADE PREPARATION, THE SITE CAN BE RAISED TO THE PROPER ELEVATION WITH PROPERLY PLACED AND COMPACTED ENGINEERED FILL. ALL COMPACTED BACKFILL SHALL BE A CLEAN, UNIFORM GRADED, GRANULAR MATERIAL AND FREE OF FROZEN CHUNKS, ORGANICS, DEBRIS OR OTHER DELETERIOUS MATERIALS. ALL COMPACTED BACKFILL SHALL BE PLACED IN NO MORE THAN 10" LOOSE LIFTS AND COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MAXIMUM DRY DENSITY DETERMINED BY ASTM D-1557 (MODIFIED PROCTOR). THIS MAY BE DECREASED TO 90% IN THOSE AREAS TO BE LANDSCAPED & NOT
SUPPORTING STRUCTURE OR PAVEMENT.
CONCRETE
1. THE FOLLOWING CODES GOVERN THE DESIGN, DETAILING, FABRICATION AND CONSTRUCTION OF ALL
REINFORCED CONCRETE:
1.A. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-21)
2. ALL CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS:
2.A. FOOTINGS & PIERS 3000 PSI
2.B. SLAB ON GRADE 4000 PSI
2.C. ALL EXTERIOR EXPOSED CONCRETE SHALL BE ENTRAINED.
3. BEFORE PLACING CONCRETE REFER TO ARCHITECTURAL, MECHANICAL & ELECTRICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES, EMBEDDED ITEMS, OPENINGS, EQUIPMENT PADS, ELECTRICAL CONDUITS, RECESSES, DRAINS, ETC. ALL OPENINGS FOR PIPE, CONDUITS, ETC. SHALL BE SLEEVED. MINIMUM SLEEVE
SPACING SHALL BE 3 SLEEVE DIAMETERS.
4. ALL DEFORMED BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
5. ALL DEFORMED BAR REINFORCING SHALL BE SPLICED A MINIMUM OF 32 BAR DIAMETERS.
6. ALL WELDED WIRE FABRIC SHALL BE ASTM A185-01 SHEETS SHALL BE LAPPED A MINIMUM OF WIRE SPACING + 2".
7. PROVIDE RIGHT CORNER BARS W/ STD LAP @ CORNER OF ALL CONC. WALLS. LAP W/ TYPICAL WALL
REINFORCING. SIZE OF BAR TO MATCH TYPICAL HORIZONTAL REINFORCING.
8. CONTRACTOR TO PROVIDE VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION PER 2021 MBC CODE
TABLE 1705.3
STRUCTURAL STEEL
1. THE FOLLOWING CODE SHALL GOVERN THE DETAILING, FABRICATION & ERECTION OF ALL STEEL:
1.A. MANUAL OF STEEL CONSTRUCTION, 15TH EDITION (AMERICAN INSTITUTE OF STEEL CONSTRUCTION)
WIDE FLANGE SHAPES --- ASTM A-992, Fy = 50 KSI
STEEL PLATE, CHANNELS & ANGLES --- ASTM A-36
HSS SQ / RECT. --- ASTM A-500 GRADE B, Fy = 46KSI
PIPES --- ASTM A53 TYPE E OR S GRADE B
HSS ROUND --- ASTM A-500 GRADE B, Fy = 42KSI
2. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) D1.1 / D1.1 M:2017 STRUCTURAL WELDING CODE. E70XX ELECTRODES SHALL BE USED FOR WELDED SHOP & FIELD
CONNECTIONS.
3. ALL BOLTED CONNECTIONS SHALL BE MADE WITH 3/4"Ø ASTM F3125 GR. A325 BOLTS. ALL BOLTED CONNECTIONS
SHALL BE CONSIDERED AS BEARING UNLESS NOTED OTHERWISE.
4. ALL BEAM CONNECTIONS ARE TO CONFORM TO AISC STANDARD TWO ANGLE WEB CONNECTIONS OR 3/8" THICK SHEAR TAB CONNECTIONS WITH BOLTS BASED ON TABLES BELOW. NO CONNECTION SHALL CONSIST OF LESS
THAN TWO 3/4"Ø BOLTS OR A WELD DEVELOPING LESS THAN 10 KIPS.
MINIMUM BOLT CONNECTION
W8 /W10 /W12 (2) 3/4" Ø BOLTS
W14 /W16 (3) 3/4" Ø BOLTS
W18 /W21 (4) 3/4" Ø BOLTS
W24 (5) 3/4" Ø BOLTS
W27 (6) 3/4" Ø BOLTS
THIS TABLE IS TO BE USED FOR STANDARD CONNECTIONS UNLESS NOTED OTHERWISE
5. ALL FIELD CONNECTIONS SHALL BE BOLTED UNLESS NOTED OTHERWISE. FIELD WELDING IS NOT ALLOWED
EXCEPT WHERE SPECIFICALLY INDICATED OR APPROVED.
6. ALL GROUT PADS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI IN 7 DAYS.
7. ALL ANCHOR BOLTS SHALL BE ASTM F1554 GR. 36.
8. PROVIDE AND HAVE IN PLACE ADEQUATE LATERAL BRACING & VERTICAL SUPPORTS FOR THE SAFE ERECTION AND TRUE ALIGNMENT OF THE STRUCTURAL STEEL. THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR THE
SAFE ERECTION & TEMPORARY BRACING OF STRUCTURAL STEEL.
9. VERIFY NUMBER AND SIZE OF OPENINGS IN ROOF, WALLS, AND FLOOR WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. SEE STRUCTURAL DRAWINGS AND SPECIFICATIONS, FOR STRUCTURAL REQUIREMENTS.
VERIFY ALL DETAILS & INFORMATION WITH THE APPROPRIATE CONTRACTOR.
10. ALL DIMENSIONS RELATED TO STRUCTURAL STEEL USED TO SUPPORT EQUIPMENT OR FRAME OPENINGS SHALL BE VERIFIED WITH CERTIFIED AND APPROVED SHOP DRAWINGS OF PURCHASED EQUIPMENT PRIOR TO DETAILING
AND FABRICATION.
11. ALL EDGES OF METAL DECK SHALL BE SUPPORTED AT A CHANGE IN DECK SPAN WHETHER SHOWN ON DRAWINGS
OR NOT. PROVIDE TUBE STEEL OR A DOUBLE ANGLE BETWEEN JOIST AND METAL DECK.
12. WELD ALL STEEL BEAMS TO BEARING PLATES W/ 5/16x 4" LONG FILLET WELD, EACH SIDE OF BEAM U.N.O.
13. CONTRACTOR TO PROVIDE VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION PER 2021 MBC CODE.
CONCRETE MASONRY
1. THE FOLLOWING CODES GOVERN THE DESIGN, DETAILING & CONSTRUCTION OF ALL MASONRY:
1.A. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-13)
1.B. SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-13)
2. ALL MASONRY SHALL HAVE A COMPRESSIVE STRENGTH, f'm = 2,000 PSI.
3. ALL MORTAR FOR LOAD BEARING AND EXTERIOR CONCRETE MASONRY SHALL BE TYPE S, ABOVE GRADE AND
TYPE M BELOW GRADE PROPORTIONED BY VOLUME ACCORDING TO ASTM C-270.
4. ALL GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI, AND SHALL BE PROPORTIONED
BY VOLUME ACCORDING TO ASTM C-476.
5. ALL CONCRETE MASONRY UNITS SHALL BE ASTM C-90 GRADE N,TYPE I UNITS MEDIUM WEIGHT UNLESS NOTED OTHERWISE. REFER TO ARCHITECTURAL DRAWINGS FOR FURTHER DETAILS WITH REGARD TO FACE FINISH.
6. ALL MASONRY WALLS SHALL HAVE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE) AT 16" O.C. PROVIDE
PREFABRICATED CORNER PIECES AT ALL CORNERS & INTERSECTIONS OF WALLS.
7. ALL DEFORMED BAR REINFORCING SHALL BE ASTM A-615 GRADE 60. LAP SPLICES IN WALLS SHALL BE A MINIMUM
OF 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE.
8. REINFORCE ALL MASONRY WALLS AS SHOWN ON SCHEDULE AND DETAILS. PLACE BAR ON CENTERLINE OF WALL IN FULLY GROUTED CELL FULL HEIGHT OF THE WALL. LAP REINFORCEMENT WITH TYPICAL FOOTING DOWEL, SEE
WALL SECTION FOR DOWELS REQUIREMENTS.
9. SEE ARCHITECTURAL DRAWINGS FOR MASONRY JOINT LOCATIONS.
10. CONTRACTOR TO PROVIDE VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION PER 2015 MBC CODE
SECTION 1705.4.
STEEL JOISTS
1. STEEL JOIST DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE REQUIREMENTS AND STANDARD
SPECIFICATIONS FOR THE STEEL JOIST INSTITUTE AND THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
ONLY STEEL JOISTS FROM A STEEL JOIST INSTITUTE APPROVED FABRICATORS WILL BE ACCEPTABLE.
2. PROVIDE WELDED HORIZONTAL BRIDGING AND BOLTED DIAGONAL BRIDGING AS REQUIRED PER STEEL JOIST
INSTITUTE REQUIREMENTS.
3. ALL CONCENTRATED LOADS DUE TO HANGERS, MECHANICAL EQUIPMENT, ETC. SHALL BE SUPPORTED ONLY AT JOIST PANEL POINTS. PROVIDE ADDITIONAL MEMBERS AS NECESSARY TO MEET THIS REQUIREMENT.
4. DESIGN ROOF JOISTS FOR A NET UPLIFT OF 10 PSF. UPLIFT BRIDGING SHALL BE PROVIDED AS REQUIRED.
5. WELD STEEL JOISTS TO ALL SUPPORTS W/ 3/16" x 3" LONG FILLET WELD EACH SIDE OF JOIST.
6. CONTRACTOR TO PROVIDE VERIFICATION AND INSPECTION OF OPEN-WEB STEEL JOIST AND JOIST GIRDERS PER
2021 MBC CODE TABLE 1705.2.3 .
S0.1
TYP ROOF DECK ATTACHMENT
SCALE: NOT TO SCALE
NOTES:
1. DECK TO HAVE 36" NET COVERAGE
2. NO. 10 SELF-TAPPING SCREWS
OR POWDER ACTUATED ANCHORS
MAY BE SUBSTITUTED FOR PUDDLE
WELDS
TYPICAL EDGE SUPPORTS:
1. ANGLE AT ADJACENT WALL
2. ANGLE OR BENT PLATE AT EAVESIDE LAP
EDGE
INTERMEDIATE
SUPPORT
INTERMEDIATE
SUPPORT
END
SUPPORT
END
SUPPORT
2" MIN LAP
(TYP AT END
SUPPORT)
5/8" DIA PUDDLE WELD AT 12" C TO C (36/4)
(TYP AT INTERMEDIATE SUPPORTS)
5/8" DIA PUDDLE WELD AT 6" C TO C
(TYP AT EDGE SUPPORTS)
5/8" DIA PUDDLE WELD
AT 12" C TO C (36/4)
(TYP AT END SUPPORTS)
NO. 10 SELF-TAPPING
SCREWS AT 24" C TO C
(TYP AT SIDE LAP)
6" MIN COMPACTED
CONTROL JOINT (CJ)
VAPOR BARRIER
GRANULAR FILL
CONSTRUCTION JOINT (CSJ)
VAPOR BARRIER
PRE-FORMED
METAL KEY WAY
STOP W.W.F. @ JOINT
4" SLAB ON GRADE
W/ WWF 6x6 W1.4 x W1.4
FIN. FLR.
100'-0"
6" MIN COMPACTED
GRANULAR FILL
FIN. FLR.
100'-0"
4" SLAB ON GRADE
W/ WWF 6x6 W1.4 x W1.4
IN UPPER THIRD OF SLAB
1/4" W. x 1" DEEP SAW CUT.
CUTWITHIN 3-12 HOURS AFTER
SLAB HARDENS.
NOTE:
CONTRACTOR TO DETERMINE LOCATION OF CONSTRUCTION
JOINTS (CSJ). CONSTRUCTION JOINTS TO BE PLACED IN LIEU OF
CONTROL JOINTS AT CJ. LOCATIONS INDICATED ON PLANS ONLY.
S0.1
SLAB ON GRADE DETAILS
SCALE: NOT TO SCALE
S0.1
LOW LIFT-GROUTING TECHNIQUE
GROUT IS PLACED IN LIFT UP TO 5'-0"
SCALE: NOT TO SCALE
L
NOTE:
BETWEEN GROUT POURS, A HORIZONTAL CONSTRUCTION JOINT SHALL BE
FORMED BY STOPPING ALL WYTHES AT THE SAME ELEVATION AND WITH GROUT
STOPPING A MINIMUM OF 1 1/2" BELOW A MORTAR JOINT, EXCEPT AT TOP OF WALL
PREFABRICATED JOINT
REINFORCEMENT PER
GENERAL NOTES &
SPECIFICALTIONS
PLACE MORTAR ON
CROSS WEBS ADJACENT
TO CELLS WHICH WILL
BE GROUTED TO
PREVENT LEAKAGE
CELLS CONTAINING STEEL
ARE FILLED SOLID WITH
COARSE GROUT. VERTICAL
CELLS SHOULD PROVIDE A
CONTINUOUS CAVITY, FREE
OF MORTAR DROPPINGS, AND
AT LEAST 2 1/2" X 3" IN SIZE.
VERTICAL
STL REINF.
PLACE REINF ON
C OR WALL U.N.O.
STEEL IN BOND BEAM IS SET
IN PLACE AS WALL IS LAID UP.
PLACE METAL LATH OR
WIRE SCREEN UNDER BOND
BEAM TO CONFINE GROUT.
VERTICAL STEEL-LAP AS PER
GENERAL NOTES. HOLD
VERTICAL REINFORCEMENT IN
POSITION WITH PREFAB. REBAR
POSITIONED AT MAXIMUM
SPACING OF 192 BAR DIAMETERS
SLOPE 1/4" 1 FT FIN. FLR.
SEE PLAN
1/2" EXP JT
(2) #4 CONT.
#4 DOWELS @ 48" O.C.
T.O. FTG.
SEE SCHEDULE
#4 DOWELS 24" O.C.
1'-4"
1'- 0"
SEE PLAN FOR
FOUNDATION
WALL SIZE
SEE FOOTING SCH
FOR SIZE AND REINF
4" SLAB ON GRADE
#4 DOWELS 24" O.C.
3" CLR
3" CLR TYP
6" 2" CL
R
SEE ARCH
2" BEAD BOARD#4 @ 12" EACH WAY
STOOP FTG BEYOND
S0.1
TYP STOOP
SCALE: 3/4" = 1'-0"
° T
YP
2" M
IN.
C COLL
C
CO
L L
S0.1
TYP. ISOLATION JOINT DETAIL
SCALE: NOT TO SCALE
1/2" ISOLATION JT.
COL OUTLINE OF
BASE PL BELOW
SCJ OR SCSJ TYP
3"
CL
R
1'-0"
SE
E D
ET
AIL
S
NOTE:
SEE FOUNDATION PLAN FOR LOCATION OF STEPS
TYP FTG REINF, SEE
SECT'S / FTG SCH
FOR MORE INFO
STD REINF LAP,
SEE GEN NOTES
(TYP)
SLOPED BARS,
MATCH FTG REINF
3"
CL
R3" CLR.
EX TUNNEL
#5 DOWELS 12 LG, W/ 6" EMBED
B.O.C. FTG
91'-6"
(FIELD VERIFY)
SE
E F
TG
SC
H
CONC SLAB,
SEE PLAN
CONC SLAB
100'-0"
FIELD VERIFY TOP OF
TUNNEL ELEVATION,
PROVIDE CONC
TOPPING AS REQ'D
S0.1
TYP. STEP FTG DETAIL
NOT TO SCALE
OPEN
COLD FORMED METAL FRAMING
1. THE COLD-FORMED METAL FRAMING PORTION OF THIS STRUCTURE ARE DESIGNED ACCORDING TO THE
ALLOWABLE STRESS DESIGN PROVISIONS OF THE LATEST EDITION OF THE AISI SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS INCLUDING SECTION 2211 OF CHAPETER 22 IN THE CURRENT BUILDING CODE. CFMF METAL COMPONENTS HAVE BEEN DESIGNED ACCORDING TO THE PROVISIONS FOR
SEISMIC DESIGN CATEGORY "A".
2. TRACK USED FOR STUD WALLS SHALL HAVE 1 1/4" DEEP LEG AND A DESIGN THICKNESS OF 18 GAGE UNO ON
DRAWINGS. TRACK SHALL BE CONTINUOUS AT ALL DOOR AND WINDOW OPENINGS.
3. STUDS SHALL BE PLACED AT A MAXIMUM SPACING OF 16" O.C.. PROVIDE LATERAL BRIDGING AT A MIN. SPACING
OF 48" O.C.
4. MATERIAL FOR LOAD BEARING WALLS SHALL BE GALVANIZED. MATERIAL SHALL MEET ASTM A-653.
5. ALL METAL STUDS SHALL BE CONTINUOUS FULL HEIGHT OF WALL. (NO SPLICES)
6. PROVIDE BRIDGING, BLOCKING, STRUCTURAL TRACK, STRIPING, HEADERS AND FASTENERS (IF NOT SPECIFIED)
AS RECOMMENDED BY MANUFACTURER.
7. COLD-FORMED METAL FRAMING SUPPLIER IS RESPONSIBLE FOR DESIGNING AND PROVIDING FRAMING, HEADERS AT OPENINGS, AND CONNECTIONS. SUBMIT SHOP DRAWINGS AND CALCULATIONS SEALED BY A PROFESSIONAL
ENGINEER REGISTERED IN THE STATE OF MICHIGAN FOR APPROVAL.
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AutoCAD SHX Text
PROJECT NO.
AutoCAD SHX Text
SHEET NO.
AutoCAD SHX Text
APPROVED
AutoCAD SHX Text
DATE
AutoCAD SHX Text
DRAWN BY
AutoCAD SHX Text
DATE
AutoCAD SHX Text
NO.
AutoCAD SHX Text
SBRYANT
AutoCAD SHX Text 5-3-26
AutoCAD SHX Text S0.1
AutoCAD SHX Text
ARCHITECTS
AutoCAD SHX Text
PLANNERS
AutoCAD SHX Text
INTERIORS
AutoCAD SHX Text
MWEISS
AutoCAD SHX Text
BAY CITY, MICHIGAN
S2.0
SECTION
SCALE: 3/4" = 1'-0"
S2.0
SECTION
SCALE: 3/4" = 1'-0"
T.O. FTG.
SEE SCH
CONC SLAB
100'-0"
3'- 6"
MI
N
SE
E S
CH
SEE SCHFTG REINF. SEE SCH
CONC SLAB, SEE PLAN
3" CLR
3" CLR
#5 DOWELS HOOKED
DOWELS @ 48" O.C. GROUT CELLS
SOLID BELOW
GRADE
BRICK VENEER,
SEE ARCH
GRADE
ISOLATION JOINT, SEE DETAIL 3/S0.1
T.O. FTG.
SEE SCH
SE
E S
CH
SEE SCH
3" CLR
3" CLR
FTG REINF.
SEE SCH
S2.0
SECTION
SCALE: 3/4" = 1'-0"
S2.0
SECTION
SCALE: 3/4" = 1'-0"
CONC SLAB
100'-0"
10"x10"x3/8" BASE PLATE W/ (4)
3/4"Ø F1554 GR.36 ANCHORS
EMBEDDED 8" MIN.
EX FTG
EX CMU FND WALL
S2.0
SECTION
SCALE: 3/4" = 1'-0"
S2.0
SECTION
SCALE: 3/4" = 1'-0"
1 1/2" MTL ROOF DECK, REFER TO PLAN
STEEL JOIST TYP, SEE PLAN
JST BRG
SEE ARCH
STEEL JOIST
BEYOND TYP, SEE
PLAN
3/16 3" 3/16 3"
SE
E S
CH
EX CONC SLAB
2.0
SECTION
SCALE: 3/4" = 1'-0"
JST BRG
SEE ARCH
STEEL JOIST TYP,
SEE PLAN
ROOFING & INSUL,
SEE ARCH
1 1/2" MTL ROOF DECK,
REFER TO PLAN
3x3x1/4" EDGE
ANGLE
ROOFING & INSUL,
SEE ARCH
EX JOIST
EX STL BM
EX REINF
CONC SLAB, SEE PLAN CONC SLAB,
SEE PLAN
FTG REINF. SEE SCH
BOND BREAKER TYP
(2) #5 DOWELS 12 LG, W/ 6" EMBED
S2.0
SECTION
SCALE: 3/4" = 1'-0"
HSS COL, SEE PLAN
CONC SLAB
100'-0"
12" CMU FND WALL 12" CMU FND WALL
ROOF DECK,
SEE PLAN
ROOFING & INSUL,
SEE ARCH
T.O. JOIST
SEE ARCH DWG
600S137-43 MTL STUD
WALL @ 16" O.C.
L3x3x1/4 EDGE ANGLE
STL JST SEE PLAN
3/16 3" 3/16 3"
3/16
STL JST SEE PLAN
ROOFING & INSUL,
SEE ARCH
ROOF DECK,
SEE PLAN
STL BM SEE
PLAN
600S137-43 MTL STUD
WALL @ 16" O.C.
T.O. JOIST
SEE ARCH DWG
18 GA
DEFLECTION
CONN @ TOP
OF WALL TYP
STL BM
SEE PLAN
CONC SLAB,
SEE PLAN
BOND BREAKER TYP
4x9x3/8" BASE PLATE
W/ (2) 3/4"Ø EXP
BOLTS EMBEDDED 6"
MIN.
EX FTG
EX CMU FND WALL
EX CONC SLAB
S2.0
SECTION
SCALE: 3/4" = 1'-0"
STL COL, SEE PLAN
18 GA DEFLECTION
CONN. @ TOP OF
WALL TYP5/8" GYPSUM BOARD,
SEE ARCH
CAP PER ARCH
3/16 3"-12" STL BM, SEE PLAN
EXT PANEL
PER ARCH
EXT PANEL
PER ARCH
HSS COL, SEE PLAN
W BEAM,
SEE PLAN
W BEAM,
SEE PLAN
TYP. SHEAR
CONNECTION,
SEE NOTES
S2.0
SECTION
SCALE: 3/4" = 1'-0"
DRYWALL W/ #8 SCREWS (MIN)
@ 6" FOR EDGES & 12" FOR
INTERMEDIATE SUPPORTS
DRYWALL W/ #8 SCREWS (MIN)
@ 6" FOR EDGES & 12" FOR
INTERMEDIATE SUPPORTS
EX 6" MTL STUD
3/16 3"-12"
CAP PER ARCH
EX STL BM
EX 6" MTL STUD
3/16 3" 3/16 3"
3/16
STL JST SEE PLAN
ROOFING & INSUL,
SEE ARCH
ROOF DECK,
SEE PLAN
STL BM SEE
PLAN
T.O. JOIST
SEE ARCH DWG
EX JOIST
EX JOIST
S2.0
SECTION
SCALE: 3/4" = 1'-0"
JOINT PER ARCH
L3x3x1/4 " EDGE ANGLE
DRYWALL W/ #8 SCREWS (MIN)
@ 6" FOR EDGES & 12" FOR
INTERMEDIATE SUPPORTS
L3x3x1/4 " EDGE ANGLE
ZIP-R SHEATHING ATTACHED
W/ 10D NAILS @ 6" FOR
EDGES & 12" FOR
INTERMEDIATE SUPPORTS ZIP-R SHEATHING ATTACHED
W/ 10D NAILS @ 6" FOR
EDGES & 12" FOR
INTERMEDIATE SUPPORTS
ZIP-R SHEATHING ATTACHED
W/ 10D NAILS @ 6" FOR
EDGES & 12" FOR
INTERMEDIATE SUPPORTS
6" CMU
600S137-43 MTL STUD WALL @ 16" O.C.
PROVIDE 5/8" EXP BOLTS AT 32" O.C. TO
FOUNDATION (4" MIN EMBED) TYP
T.O. STEEL
SEE ARCH DWG
NOTE:
ROOF FRAMING NOT
SHOWN FOR CLARITY
JOINT PER ARCH
BRICK HERE TO BE
REMOVED, REFER TO ARCHEX WALL FRAMING
4"
9"
2" 2"
(2) 3/4" Ø EXP
BOLTS W/ 6"
EMBED
A-A
A-A PLAN
T.O. STEEL
SEE ARCH DWG
CAP PER ARCHROOF DECK,
SEE PLAN
ROOFING & INSUL,
SEE ARCH
L3x3x1/4 EDGE ANGLE
STL BM SEE
PLAN
STL BM SEE
PLAN
EXT PANEL
PER ARCH
3/16
STL BM SEE
PLAN
TYP. SHEAR
CONNECTION,
SEE NOTES
BOND BREAKER
(4) 3/4" Ø A325-N
BOLTS TYP
MTL STUD SOFFIT
FRAMING PER ARCH
AND MANUFACTURER
SEE NOTE 2
SEE PLAN
SEE NOTE 3
SE
E N
OT
E 3
SE
E N
OT
E 3
1" MAX
1"
MA
X
SE
E N
OT
E 2
COPE VERTICAL LEG
AS REQ'D
S2.0
TYP ROOF OPENING DETAIL
SCALE: NTS
NOTES:
1. PROVIDE FRAMES @ ALL ROOF OPENINGS LARGER THAN 5" WIDE.
2. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR
LOCATION OF REQUIRED OPENINGS. COORDINATE SIZE + LOCATION WITH
APPROPRIATE CONTRACTOR
3. AT JOIST/BEAM SPACING LARGER THAN 8' OR AT RTU CURB SUPPORT,
PROVIDE L5x4x3/8 LLV FRAMING. AT JOIST/BEAM SPACING LESS THAN 8', PROVIDE L4x4x1/4 FRAMING.
4. INCLUDE SUMP PAN AT DRAIN OPENINGS
SEE PLAN FOR ROOF JOIST OR BEAM SIZE
SEE NOTE 3
3/16TYP
3/16OPEN
TYP
S2.0
TYP SECTION
AT POINT LOAD
SCALE: NOT TO SCALE
1/8TYP
STL JOIST
MTL DECK
TOP CHORD
CONCENTRATED
LOAD
BOT. CHORD
CONCENTRATED
LOAD
(2) L1 1/2 x 1 1/2 x 1/4
WEB REINF. ONE EA
SIDE OF JOIST
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AutoCAD SHX Text
PROJECT NO.
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SHEET NO.
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APPROVED
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DATE
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DRAWN BY
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DATE
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NO.
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SBRYANT
AutoCAD SHX Text 5-3-26
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ARCHITECTS
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PLANNERS
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INTERIORS
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MWEISS
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