ADDENDUM NO. 1 PHASE 1

Date: 12 June 2026

Project: Trumbull Hillcrest Middle School

530 Daniels Farm Road Trumbull, Connecticut

State Project No: 144-0108N

TSKP Project No:

Architect: TSKP STUDIO

Construction Manager: Bismark Construction Company

The following drawings are issued for reference only for use by the bidders in estimating excavation scopes associated with foundations and sub-slab infrastructure.

LIST OF DRAWINGS ISSUED:

S0.0 to S1.01c, S1.03F, S2.00 to S2.02, S3.00 to S3.03, S6.00 (16 sheets)

M4.01 (1 sheet)

E2.01A, E2.01B, E6.02, E6.03 (4 sheets) FP0.01, FP4.01 (2 sheets)

P0.01, P2.01A, P2.01B, P2.01C, P4.02, P4.03 (6 sheets)

SC0.01, SC0.50 (2 sheets) T0.01, T0.050 (2 sheets)

END OF ADDENDUM NO. 1

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STATE PROJ. NO.

OFFICE PROJ. NO.

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DRAWN BY

APPROVED BY

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PROFESSIONAL SEAL

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12/15/2025 DD Pricing Set

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03/26/2026 PHASE 14

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144-0108N

GENERAL NOTES

PS

GENERAL

GOVERNING CODE: 2022 CONNECTICUT STATE BUILDING CODE, (2021 INTERNATIONAL BUILDING CODE).

DESIGN LOADS: CITY OF TRUMBULL

CONSTRUCTION LIVE LOADS: 20 PSF

PRE-COMPOSITE LOAD FOR CONCRETE PLACEMENT BY HOSE AND FINISHING. CONTRACTOR IS RESPONSIBLE FOR ANY

SHORING REQUIRED OF THE DECK FOR HEAVIER LOADS DURING CONCRETE PLACEMENT.

MINIMUM LIVE LOADS: OFFICES: 50 PSF + 15 PSF PARTITION

CORRIDORS: 1ST FLOOR: 100 PSF

2ND FLOOR: 80 PSF

STAIRS: 100 PSF

PARTITIONS: 20 PSF

CLASSROOMS: 40 PSF

STORAGE: 125 PSF

ROOF LOAD:

ROOF SNOW LOAD CRITERIA:

Pg = 30 PSF Ce = 0.9 Is = 1.1

Ct= 1.0 Pf = 23.1 PSF

WITH INCREASES FOR SNOW DRIFTING, UNBALANCES AND SLIDING PER SECTION 1608 (2021 IBC).

MINIMUM ROOF LIVE LOAD = 30 PSF

ROOF DEAD LOAD = 23 PSF (15 PSF +8 PSF PV PANEL)

WIND LOAD CRITERIA: SECTION 1609 (2021 IBC)

ULTIMATE WIND SPEED VU = 130 MPH

NOMINAL DESIGN WIND VASD = 101 MPH

RISK CATEGORY III, Iw = 1.0

EXPOSURE CLASSIFICATION "C".

MINIMUM WIND LOAD ON PRIMARY STRUCTURE = 16 PSF

WIND LOADS ON SECONDARY ELEMENTS SHALL CONFORM WITH ASCE 7-16.

COMPONENT AND CLADDING DESIGN WIND PRESSURES:

ROOF ZONE 1: POSITIVE: 28.16 PSF

NEGATIVE: -85.99 PSF

ROOF ZONE 2e: POSITIVE: 28.16 PSF

NEGATIVE: -85.99 PSF

ROOF ZONE 2n: POSITIVE: 28.16 PSF

NEGATIVE: -125.31 PSF

ROOF ZONE 2r: POSITIVE: 28.16 PSF

NEGATIVE: -125.31 PSF

ROOF ZONE 3e: POSITIVE: 28.16 PSF

NEGATIVE: -125.31 PSF

ROOF ZONE 3r: POSITIVE: 28.16 PSF

NEGATIVE: -149.03 PSF

WALL ZONE 4: POSITIVE: 46.52 PSF

NEGATIVE: -50.50 PSF

WALL ZONE 5: POSITIVE: 46.52 PSF

NEGATIVE: -62.28 PSF

ROOF OVERHANG ZONE 1: -98.84 PSF

ROOF OVERHANG ZONE 2: -138.01 PSF

ROOF OVERHANG ZONE 3e: -161.57 PSF ROOF OVERHANG ZONE 3r: -189.27 PSF

DESIGN WIND PRESSURE IS COMPUTED BASED ON ULTIMATE WIND SPEED USING 10 SQUARE FOOT OF AREA.

SEISMIC LOAD CRITERIA: AS PER SECTION 1613 (2021 IBC) WITH:

RISK CATEGORY = III

SEISMIC IMPORTANCE FACTOR, Ie = 1.25 Ss = 0.210g, S1 = 0.054g

SOIL SITE CLASS = C

SPECTRAL RESPONSE COEFFICIENTS, Sds = 0.182G, Sd1 = 0.054g

SEISMIC DESIGN CATEGORY, B

BASIC SEISMIC-FORCE-RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE

SEISMIC RESPONSE COEFFICIENT, Cs = 0.0659 DESIGN BASE SHEAR, V = Cs x W

RESPONSE MODIFICATION FACTOR, R = 3

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE

ASSUMED BEARING PRESSURE ON UNDISTURBED SOIL: 4000 PSF

PREPARED SOIL PER GEOTECHNICAL REPORT OR GROUND IMPROVEMENT SYSTEM

1. SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH THE GENERAL STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, THE STRICTEST PROVISION SHALL GOVERN.

2. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. IT IS

THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS WHICH MIGHT BE NECESSARY. SUCH MATERIAL SHALL

REMAIN THE CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE PROJECT.

3. THE STRUCTURE UTILIZES SHEAR WALLS TO PROVIDE LATERAL STABILITY. THEREFORE, TEMPORARY BRACING, GUYS, ETC.

MUST BE MAINTAINED UNTIL ALL MASONRY SHEAR WALLS HAVE BEEN ERECTED AND ATTACHED TO STEEL FRAMING.

4. LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO REQUIREMENTS OF OTHER (NON-STRUCTURAL) DISCIPLINES ARE SHOWN FOR BIDDING PURPOSES ONLY. THE CONTRACTOR SHALL OBTAIN FROM THE HEATING AND VENTILATING, ELECTRICAL, PLUMBING AND OTHER SUBCONTRACTORS THE FINAL APPROVED SIZE AND LOCATION OF ALL OPENINGS AND WORK TO BE PROVIDED FOR THEIR TRADE IN ROOFS, FLOORS AND WALLS, WHETHER SHOWN OR NOT SHOWN ON STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR TRANSMISSION OF REQUIREMENTS, LOCATIONS AND DETAILS TO STRUCTURAL SUBCONTRACTORS. EXCESS COST RELATED TO VARIATION IN MECHANICAL

REQUIREMENTS ARE NOT TO BE BORNE BY THE OWNER.

5. MECHANICAL EQUIPMENT WEIGHTS USED IN DESIGN OF SUPPORTING ELEMENTS HAVE BEEN INDICATED ON THE DRAWINGS. CONTRACTOR SHALL NOTIFY THE ARCHITECT PRIOR TO INSTALLATION IF ACTUAL WEIGHT EXCEEDS WEIGHT

SHOWN ON DRAWINGS.

6. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND REGULATIONS DURING

ALL PHASES OF CONSTRUCTION.

7. SHOP DRAWINGS ARE TO BE CHECKED BY THE CONTRACTOR AND SUBCONTRACTOR AND BEAR CHECKER'S INITIALS

BEFORE BEING SUBMITTED TO THE ARCHITECT FOR APPROVAL.

8. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, ANGLES AND EXISTING CONDITIONS BEFORE

PROCEEDING WITH ANY WORK.

9. ALL SECTIONS AND DETAILS SHALL BE CONSIDERED TYPICAL AND APPLY FOR THE SAME AND SIMILAR SITUATIONS

THROUGHOUT THE BUILDING, UNLESS OTHERWISE SPECIFICALLY NOTED.

10. CONTRACTOR SHALL REVIEW ALL ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO SUBMITTING THEIR BID FOR REFERENCE TO ALL NOTES ON ARCHITECTURAL DRAWINGS REFERRING TO "SEE STRUCTURAL DRAWINGS". IF THE SIZE OF ELEMENTS AND DETAILING OF MEMBERS IS NOT INDICATED, THE CONTRACTOR SHALL CONTACT THE ARCHITECT TO REQUEST THE MISSING INFORMATION IN PREPARATION OF THEIR BID. THESE REFERENCED ITEMS SHALL BE PART OF THE

BASE BID.

11. IN CASES OF DISCREPANCIES BETWEEN CONTRACT DOCUMENTS AND SUBMITTED SHOP DRAWINGS, THE CONTRACT

DOCUMENTS SHALL GOVERN INSTALLATION OF MATERIALS.

CONTRACTOR’S DELEGATED DESIGN

1. CONTRACTOR SHALL RETAIN THE SERVICES OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CONNECTICUT

TO PERFORM THE DESIGN OF THE FOLLOWING:

A. STRUCTURAL STEEL CONNECTIONS, INCLUDING BRACING AND MOMENT FRAMES

B. COLD-FORMED METAL EXTERIOR WALL FRAMING

C. GLU-LAMINATED WOOD CONNECTIONS

D. STAIR STRINGER, RAILING AND LANDING DESIGN

E. MECHANICAL EQUIPMENT CURB ATTACHMENT TO STEEL FRAMING.

F. GYM EQUIPMENT AND THEIR CONNECTIONS

G. PIPE RAIL SYSTEM, PLANETARIUM DOME

ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY THE ENGINEER AND SUBMITTED FOR REVIEW.

FOUNDATIONS

1. BACKFILLING SHALL BE ACCOMPLISHED TO EQUAL HEIGHTS ON BOTH SIDES OF FOUNDATION WALLS TO PREVENT MOVEMENTS DUE TO UNBALANCED EARTH PRESSURE. WHERE EARTH IS ON ONE SIDE ONLY, BACKFILLING AND COMPACTION SHALL NOT START UNTIL FLOOR SLAB OR ADEQUATE BRACING IS PROVIDED FOR WALL SUPPORT (EXCEPT

AT RETAINING WALLS).

2. ALL FOOTINGS ARE TO REST ON NATURALLY DEPOSITED, UNDISTURBED GLACIAL TILL; OR COMPACTED STRUCTURAL FILL

OR CRUSHED STONE WRAPPED IN GEOTEXTILE FABRIC OVERLYING NATURALLY DEPOSITED, UNDISTURBED GLACIAL TILL. , AS DEFINED IN THE SPECIFICATIONS, OR CONTROLLED COMPACTED FILL, REGARDLESS OF ELEVATIONS SHOWN ON DRAWINGS. FOOTING BOTTOM ELEVATIONS SHALL NOT BE HIGHER THAN INDICATED ON THE FOUNDATION PLAN, NOR

LESS THAN 3'-6" BELOW FINISH GRADES.

3. IF FILL MATERIALS ARE ENCOUNTERED AT FOOTING BEARING ELEVATIONS, ALL FILL MATERIAL SHALL BE EXCAVATED AND DISPOSED OF LEGALLY OFF-SITE. THE OVER EXCAVATION SHALL BE BACKFILLED WITH CONTROLLED COMPACTED FILL TO

THE BOTTOM OF FOOTING ELEVATION AS REQUIRED.

4. ALL CONTROLLED COMPACTED BACKFILL UNDER FOOTINGS AND WITHIN THE FOOTPRINT OF THE STRUCTURE SHALL BE

COMPACTED TO 95% OF THE MODIFIED OPTIMUM DENSITY.

5. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE AT LEAST 3'-6" BELOW FINISHED GRADE. PRIOR TO PROCEEDING WITH

FOOTING EXCAVATION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF FINISH GRADES AND

BOTTOM OF EXTERIOR FOOTING ELEVATIONS TO MAINTAIN THE 3'-6" FROST PROTECTION.

6. ALL SOIL SURROUNDING AND UNDER ALL FOOTINGS SHALL BE PROTECTED FROM FREEZING AND FROST ACTION DURING

THE COURSE OF CONSTRUCTION.

7. FOOTING BOTTOMS SHALL STEP AT THE RATE OF 1 UNIT VERTICAL TO 2 UNITS HORIZONTAL WITH A MAXIMUM VERTICAL

STEP OF 2'-0".

8. WHERE SUBSURFACE PIPING PASSES THROUGH FOUNDATION WALLS, THE TOP OF THE FOOTINGS SHALL BE AT LEAST 8" BELOW THE INVERT ELEVATION OF THE PIPING AND CONDUITS. COORDINATE ALL INVERTS WITH MECHANICAL, PLUMBING, FIRE PROTECTION, ELECTRICAL, SITE AND SITE UTILITY DRAWINGS.

9. WHERE FOOTINGS ARE IN CLOSE PROXIMITY OF SUBSURFACE PIPING OR CONDUIT, BOTTOM OF FOOTINGS SHALL BE AT

LEAST 8" BELOW INVERT ELEVATION OF PIPING OR CONDUITS.

10. KEEP FOUNDATION EXCAVATIONS FREE OF WATER AT ALL TIMES.

11. USE LEAN CONCRETE (f'c=1500) OR CONTROLLED COMPACTED FILL FOR OVER-EXCAVATION OF FOOTINGS.

12. PLACEMENT OF ALL COMPACTED FILL MATERIALS MUST BE UNDER SUPERVISION OF AN APPROVED TESTING LABORATORY (SEE SPECIFICATIONS). CONCRETE FOUNDATIONS SHALL NOT BE PLACED UNTIL SUBGRADE HAS BEEN CHECKED IN

PLACE AND APPROVED BY TESTING LABORATORY.

13. EXISTING ON-SITE EXCAVATED MATERIALS SHALL NOT BE ACCEPTABLE BACKFILL MATERIAL BELOW BUILDING FOUNDATIONS, SLABS ON GRADE, OR FOR BACKFILLING OF FOUNDATION WALLS, OR WITHIN 2 FEET OF PAVEMENT

GRADES UNLESS APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD.

14. WHERE REQUIRED, CONSTRUCTION JOINTS SHALL BE KEYED AND OCCUR AT CONTROL JOINT INTERVALS. PROVIDE BENTONITE WATERSTOP FULL HEIGHT IN ALL WALL CONSTRUCTION JOINTS WHERE THERE IS A DIFFERENCE IN GRADE.

15. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF BRICK OR CONCRETE MASONRY BLOCK SHELF ELEVATIONS IN THE

FOUNDATION WALLS.

16. THE FOUNDATION DESIGN OF THE STRUCTURE HAS BEEN PREPARED BASED ON THE SOIL BORINGS, SOILS REPORT AND RECOMMENDATIONS PROVIDED BY THE GEOTECHNICAL ENGINEER, GZA GEOENVIRONMENTAL, INC., DATED JUNE 3, 2025.

IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW THE MATERIAL PRIOR TO PREPARING HIS BID TO ASSURE HE UNDERSTANDS THE SOIL CONDITIONS AND THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.

17. THE FOUNDATION DESIGN OF THE STRUCTURE HAS BEEN PREPARED BASED ON THE SITE GRADING PLAN PREPARED BY STANTEC CONSULTING SERVICES, INC., DATED OCTOBER 21, 2025. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW THE DRAWING PRIOR TO PREPARING HIS BID TO ASSURE HE UNDERSTANDS THE SITE CONDITIONS AND THE

REQUIREMENTS OF THE SITE ENGINEER.

18. FOUNDATION DESIGN SITE PREPARATION: THE FOUNDATION DESIGN AS INDICATED ON THE STRUCTURAL DRAWINGS HAS BEEN BASED ON THE FOLLOWING SITE PREPARATION. THE SITE HAS BEEN PREPARED BY THE EXCAVATION AND REMOVAL FROM THE SITE OF ALL EXISTING FILL AND CONTAMINATED SOILS. ALL FOUNDATIONS TO BEAR ON NATURALLY DEPOSITED, UNDISTURBED GLACIAL TILL; OR COMPACTED STRUCTURAL FILL OR CRUSHED STONE WRAPPED IN GEOTEXTILE FABRIC OVERLYING NATURALLY DEPOSITED, UNDISTURBED GLACIAL TILL. THE FOUNDATION DESIGN IS BASED ON THE CONTROLLED BACKFILLING OF THE SITE EXCAVATION WITH CONTROLLED FILL COMPACTED TO AT LEAST 95% OF

THE MODIFIED OPTIMUM DENSITY IN ACCORDANCE WITH ASTM D1557.

19. PROVIDE CONTINUOUS BENTONITE WATERSTOPS BETWEEN THE TOP OF FOOTING AND BOTTOM OF ALL WALLS WHERE THE SLAB ON GRADE IS BELOW THE FINISH GRADE. PLACE THE WATERSTOP WITH A MINIMUM OF 2" CLEAR FROM THE FACE OF WALL, OR PER THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. ATTACH WATERSTOP TO THE

CONCRETE PER THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS.

SLAB ON GRADE

1. ALL SLABS ON GRADE SHALL BEAR ON A 15 MIL, CLASS A, VAPOR RETARDER OVER A MINIMUM OF 6 INCHES OF 3/4" COMPACTED PROCESSED AGGREGATE FILL, OVER A MINIMUM OF 6 INCHES OF COMPACTED CONTROLLED/STRUCTURAL

FILL.

ALL JOINTS OF THE VAPOR RETARDER SHALL BE SEALED WITH TAPE. TURN THE VAPOR BARRIER UP AT ALL TERMINATIONS

AGAINST FOUNDATION WALLS AND SEAL JOINT BY CONTINUOUSLY TAPING.

2. IF FILL MATERIALS ARE ENCOUNTERED SLAB SUBGRADE ELEVATIONS, ALL FILL MATERIAL SHALL BE EXCAVATED AND DISPOSED OF LEGALLY OFF-SITE. THE OVER EXCAVATION SHALL BE BACKFILLED WITH CONTROLLED COMPACTED FILL TO THE BOTTOM OF THE SLAB SUBGRADE AS REQUIRED. ALL CONTROLLED COMPACTED BACKFILL UNDER SLABS WITHIN THE FOOTPRINT OF THE STRUCTURE SHALL BE COMPACTED TO 95% OF THE MODIFIED OPTIMUM DENSITY.

3. EXISTING ON-SITE EXCAVATED MATERIALS SHALL NOT BE ACCEPTABLE BACKFILL MATERIAL BELOW BUILDING SLABS ON

GRADE UNLESS APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD.

4. CONTROL JOINTS ARE TO BE CREATED IN SLABS ON GRADE. JOINTS SHALL BE SAW CUT 1/8" WIDE AND TO A DEPTH

EQUAL TO 1/4 OF THE SLAB THICKNESS. LOCATE JOINTS A MAXIMUM OF 12'-0" ON CENTER IN EACH DIRECTION, IN

ADDITION TO THOSE LOCATIONS INDICATED ON PLAN.

5. CONSTRUCTION JOINTS AS REQUIRED SHALL BE KEYED AND DOWELED AND LOCATED AT INTERVALS OF A MAXIMUM OF

75 FEET ON CENTER.

6. SEE ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF DEPRESSED AREAS IN CONCRETE SLABS AND FOR CONCRETE PADS. MAINTAIN FULL SLAB THICKNESS IN DEPRESSED AREAS, UNLESS OTHERWISE SHOWN.

7. SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF ALL MASONRY WALLS FOR WHICH NO FOOTING IS SHOWN. SEE

DETAILS FOR SLAB REINFORCING REQUIREMENTS AT ALL WALL LOCATIONS.

8. CONTRACTOR SHALL CONSOLIDATE ALL SLAB CONCRETE USING VIBRATIONAL METHODS IN CONFORMANCE WITH ACI 309, AGUIDE FOR CONSOLIDATION OF CONCRETE.

9. ALL CONDUIT AND PIPING ARE TO BE PLACED BELOW THE SLAB VAPOR BARRIER. ANY STUB-UPS SHOULD BE TAPED WITH

APPROVED TAPE.

CONCRETE

MATERIALS:

CONCRETE SHALL MEET THE REQUIREMENTS OF THE EXPOSURE CATEGORY LISTED BELOW PER ACI 318 CHAPTER 19, AND SHALL HAVE THE MAXIMUM WATER TO CEMENT RATIO, TARGET AIR CONTENT AND DEVELOP STRENGTH IN 28 DAYS AS FOLLOWS:

LOCATION EXPOSURE STRENGTH MAXIMUM WATER TARGET AIR

CATEGORY (PSI) TO CEMENT RATIO CONTENT

FOUNDATIONS F2 4500 0.45 6%

SLABS ON GRADE F0 3500 N/A N/A

SLABS ON METAL DECK F0 4000 LW N/A N/A

* INCLUDES ANY EXTERIOR CONCRETE PADS, SLABS, ETC. NOTED ON THE STRUCTURAL DRAWINGS. REFER TO SITE CONCRETE

SPECIFICATIONS FOR ALL OTHER EXTERIOR CONCRETE REQUIREMENTS.

1. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS MUST FOLLOW ACI 318-14.

2. CONTRACTOR IS RESPONSIBLE FOR FOLLOWING ACI GUIDELINES FOR HOT AND COLD WEATHER CONCRETE AND SHALL

SUBMIT PROCEDURES FOR RECORD PRIOR TO COMMENCING WORK.

3. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.

4. NO TACK WELDING OF REINFORCING WILL BE PERMITTED.

5. UNLESS NOTED OTHERWISE, ALL LAP SPLICES SHALL BE CLASS B, IN ACCORDANCE WITH ACI 318-14.

6. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.

7. WIRE MESH REINFORCEMENT MUST LAP ONE MESH SIZE AT SIDES AND ENDS AND BE WIRED TOGETHER.

8. WELDED WIRE FABRIC SIDE LAPS SHALL BE STAGGERED TO AVOID FOUR MESH THICKNESS AT COINCIDING END LAP AND

SIDE LAP LOCATION.

9. NO CALCIUM CHLORIDE OR ADMIXTURES CONTAINING MORE THAN 0.1% CHLORIDE BY WEIGHT OF ADMIXTURE SHALL BE

USED IN THE CONCRETE.

10. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE AT LEAST 3'-6" BELOW FINISHED GRADE. PRIOR TO PROCEEDING WITH

FOOTING FORMWORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF BOTTOM OF EXTERIOR FOOTING ELEVATIONS WITH THE FINISH GRADES AND MAINTAINING THE 3'-6" FROST PROTECTION. WHERE SUBSURFACE PIPING PASSES THROUGH FOUNDATION WALLS, THE TOP OF FOOTINGS SHALL BE AT LEAST 8" BELOW THE INVERT ELEVATION OF THE PIPING AND CONDUITS. COORDINATE ALL INVERTS WITH MECHANICAL, PLUMBING, FIRE PROTECTION, ELECTRICAL, SITE AND SITE UTILITY DRAWINGS. PIPING OR CONDUITS SHALL NOT PASS THROUGH COLUMNS OR PIERS.

11. CONTRACTOR SHALL ANTICIPATE DEFLECTION OF STEEL MEMBERS AT SUPPORTED ELEVATED SLABS OF 1 INCH

MAXIMUM, AND PROVIDE ADDITIONAL CONCRETE AS REQUIRED.

12. ALL HORIZONTAL STEEL SHOWN IN SECTIONS AND DETAILS SHALL BE CONTINUOUS, UNLESS OTHERWISE NOTED. ALL

LAPS SHALL BE CLASS AB@ SPLICES IN ACCORDANCE WITH ACI 318.

13. AT INTERSECTIONS OF REINFORCED CONCRETE WALLS, PROVIDE CORNER DOWELS OF SAME SIZE AND AT THE SAME SPACING AS THE SMALLER HORIZONTAL REINFORCING. DOWELS SHALL HAVE A CLASS B LAP WITH HORIZONTAL

REINFORCING IN EACH DIRECTION.

14. PROVIDE DRILLED AND EPOXIED DOWELS OF SAME SIZE TO MATCH NEW REINFORCING WHERE NEW CONSTRUCTION ABUTS EXISTING CONCRETE CONSTRUCTION. LENGTH SHALL BE THE REQUIRED EMBEDMENT DEPTH PER THE ANCHOR

BOLT/EPOXY MANUFACTURER PLUS A CLASS B LAP SPLICE FOR THE SIZE OF BAR.

15. PROVIDE CORROSION RESISTANT ACCESSORIES IN ALL EXPOSED CONSTRUCTION.

16. ALL KEYS IN CONCRETE WALLS SHALL BE 2 X 4 UNLESS NOTED OTHERWISE.

17. CONCRETE PIERS: PLACE CONCRETE PIERS AND WALLS TOGETHER. SET PIER REINFORCING AND SET WALL REINFORCING THROUGH PIER VERTICAL BARS. PROVIDE DOWELS WITH STANDARD HOOK FROM FOOTING AT ALL PIERS. SIZE AND

QUANTITY OF DOWELS TO MATCH VERTICAL PIER REINFORCING, PROVIDE CLASS "B" SPLICE.

18. SEE ARCHITECTURAL, MECHANICAL, PLUMBING, FIRE PROTECTION, ELECTRICAL, SITE, SITE UTILITY AND EQUIPMENT DRAWINGS FOR CONCRETE PADS, SLEEVES, OPENINGS, RECESSES, AND BUILT-IN WORK IN CONCRETE ELEMENTS.

19. THE CONTRACTOR SHALL FURNISH, LOCATE AND INSTALL ALL ACCESSORIES FOR PROPER ANCHORAGE OF WOOD AND METAL FRAMING, WOOD BLOCKING, BRICK WORK AND MASONRY UNITS. HE SHALL BE SOLELY RESPONSIBLE FOR

FURNISHING, LOCATING AND ENSURING PROPER QUANTITY OF ALL FASTENING DEVICES.

20. ALL CONCRETE TO REMAIN EXPOSED TO VIEW SHALL RECEIVE A SMOOTH RUBBED FINISH (SEE SPECIFICATIONS).

21. ALL CONCRETE CORNERS WITH BOTH SIDES EXPOSED TO VIEW SHALL BE SQUARE UNLESS OTHERWISE SHOWN OR

NOTED. THE EDGE SHALL BE RUBBED, PRODUCING A SMOOTH, DENSE SURFACE WITHOUT PITS OR IRREGULARITIES.

22. PROVIDE CONTINUOUS VERTICAL DOVETAIL SLOTS AT 16 INCH CENTERS HORIZONTALLY FOR ALL CONCRETE WALLS

ABUTTING A MASONRY WALL OR MASONRY VENEER, UNLESS OTHERWISE NOTED.

23. PROVIDE CLEARANCE FROM EDGE OF REINFORCING TO EDGE OF CONCRETE AS FOLLOWS:

FOOTINGS (AGAINST EARTH) 3"

BEAMS (LONGITUDINAL REINFORCING) 2"

COLUMNS AND PIERS (VERTICAL REINFORCING) 2"

WALLS, EXTERIOR FACE (#5 AND SMALLER) 1 1/2"

WALLS, EXTERIOR FACE (#6 AND LARGER) 2"

SLABS (INTERIOR) 3/4"

SLABS (EXTERIOR) 1 1/2"

SLABS ON GRADE (W.W.F.) 1/3 X THK. FROM TOP SURFACE

24. PROVIDE 2-#4 BARS IN TOP OF ALL CONCRETE BEAMS WITH STIRRUPS THAT DO NOT HAVE ANY OTHER TOP STEEL

SPECIFIED.

25. NO SLEEVES, HOLES OR INSERTS SHALL BE PLACED IN SLABS WITHIN 2'-0" OF THE EDGE OF COLUMNS, OR ANYWHERE IN

BEAMS, COLUMNS OR JOISTS WITHOUT APPROVAL OF THE ARCHITECT.

26. PROVIDE LENGTH OF BEARING ON MASONRY WALLS AS FOLLOWS, UNLESS NOTED OTHERWISE:

REINFORCED CONCRETE BEAMS: 8 INCHES

SOLID CONCRETE SLABS: 4 INCHES

27. CONCRETE COLUMNS SHALL BE PLACED AT LEAST TWO HOURS IN ADVANCE OF BEAMS, JOISTS AND SLABS.

28. JOINTS NOT INDICATED ON THE DRAWINGS SHALL BE MADE SO AS TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE.

THERE SHALL BE NO HORIZONTAL JOINTS IN BEAMS OR SUSPENDED SLABS.

29. PROVIDE THE FOLLOWING AT OPENINGS IN ALL CONCRETE WALLS AND FRAMED SLABS, UNLESS OTHERWISE INDICATED:

1-#5 AT EACH FACE ON EACH SIDE OF OPENING, EXTENDING 2'-0" BEYOND OPENING.

1-#5 X 4'-0" LONG AT EACH FACE DIAGONALLY AT EACH CORNER.

30. REINFORCING STEEL SHOP DRAWINGS SHALL INDICATE THE SEQUENCE IN WHICH LAYERS OF CROSSING REINFORCING SHOULD BE PLACED, IN ORDER TO PRODUCE THE CORRECT OUTERMOST LAYER AS INDICATED ON THE DRAWINGS.

31. SHOP DRAWINGS SHALL INDICATE LOCATIONS OF ALL WALL CONTROL AND CONSTRUCTION JOINTS.

32. ALL REINFORCING, THREADED RODS OR BOLTS INDICATED TO BE DRILLED AND EPOXIED SHALL UTILIZE HILTI HIT-HY200

ADHESIVE OR APPROVED EQUAL.

STRUCTURAL STEEL

MATERIALS:

STRUCTURAL STEEL ASTM A 36

ALL W SHAPES ASTM A 992, GR.50

STRUCTURAL STEEL TUBING ASTM A500, GRADE C

STRUCTURAL STEEL PIPE ASTM A53, GRADE B

BOLTS ASTM A325

ANCHOR BOLTS ASTM F1554, GRADE 36

WELDING ELECTRODE ASTM E 70

WELDABLE REBAR ASTM A706, GRADE 60

1. DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION, AISC 360-10. ALL REACTIONS SHOWN ON PLAN HAVE BEEN DEVELOPED USING

ALLOWABLE STRESS DESIGN.

2. WELDING SHALL CONFORM TO THE CODE FOR "ARC AND GAS WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN

WELDING SOCIETY. ALL WELDING SHALL BE DONE BY A CERTIFIED WELDER.

3. ALL LOOSE BEAM LINTELS SHALL HAVE 8" MINIMUM BEARING. SEE ARCHITECTURAL JAMB DETAILS FOR LENGTHS.

4. FOR MISCELLANEOUS STEEL NOT SPECIFICALLY DETAILED ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL

DRAWINGS.

5. PROVIDE LEVELING NUTS FOR ALL COLUMN BASE PLATES WITH FOUR (4) ANCHOR BOLTS AND PROVIDE 1 1/2" MINIMUM, 5000 PSI NON-SHRINK GROUT. PROVIDE TACK WELDED NUT AT THE BOTTOM OF THE ANCHOR BOLT EMBEDDED IN

CONCRETE.

6. CONNECTIONS:

CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR AND CONSTRUCTED IN ACCORDANCE WITH AISC 360-10. CONNECTIONS SHALL BE PROVIDED TO CONFORM TO THE REQUIREMENTS OF SIMPLE CONNECTIONS

UNLESS OTHERWISE DETAILED.

CONNECTIONS SHALL BE DESIGNED TO ACCOMMODATE THE REACTIONS SHOWN ON THE CONTRACT

DOCUMENTS. IF NO REACTIONS ARE GIVEN THEN PROVIDE CONNECTION FOR ONE HALF THE ALLOWABLE UNIFORM LOAD BEAM TABLES, PER THE AISC MANUAL, FOR THE SPAN INDICATED ON THE DRAWINGS.

MINIMUM CONNECTION DESIGN LOAD IS 6 KIPS.

MINIMUM CONNECTION ANGLE THICKNESS SHALL BE 5/16". MINIMUM SHEAR PLATE IS 3/8”.

IN ADDITION TO PROVIDING ADEQUATE BOLTS TO ACCOMMODATE REACTIONS, THE FOLLOWING MINIMUM

NUMBER OF BOLT ROWS SHALL BE USED:

MEMBER DEPTH MINIMUM BOLT ROWS

10" or Less 2 12" to 14" 3 16" to 18" 4 21" to 24" 5 27' to 30" 6 Over 30" 7

CONNECTIONS SHALL BE MADE USING 3/4" DIAMETER ASTM A325 BOLTS (SNUG TIGHT OR SLIP CRITICAL) OR WELDS, UNLESS NOTED OTHERWISE. IF TENSION CONTROL BOLTS ARE USED, CONNECTIONS SHALL BE DESIGNED FOR SLIP CRITICAL BOLT ALLOWABLE LOAD VALUES USING CLASS A FAYING SURFACE.

USE LARGER OF 1/4" FILLET WELDS OR MINIMUM SIZE PER AISC REQUIREMENTS WHERE NO WELD SIZE IS

SHOWN ON DRAWINGS.

WELDS IN EXCESS OF 24" IN LENGTH SHALL BE 3" STITCH WELDS AT 8" ON CENTERS, UNLESS SPECIFICALLY

SHOWN ON DRAWINGS TO BE CONTINUOUS.

MOMENT CONNECTIONS SHALL BE DESIGNED TO DEVELOP FULL MOMENT CAPACITY OF THE ELEMENTS

CONNECTED, UNLESS SPECIFIC MOMENT IS INDICATED ON THE DRAWINGS.

7. NO WELDING OR FINAL BOLTING SHALL BE DONE UNTIL AS MUCH OF THE STRUCTURE THAT WILL BE STIFFENED THEREBY

HAS BEEN PROPERLY ALIGNED.

8. SEQUENCE OF PLACING WELDS SHALL BE SUCH AS TO AVOID DISTORTION OF MEMBERS.

9. SUBSTITUTION OF STRUCTURAL STEEL MEMBERS IS PERMITTED TO FACILITATE DELIVERY AT NO ADDITIONAL COST TO THE OWNER. SUBSTITUTED MEMBERS MUST BE OF THE SAME NOMINAL DEPTH AS THE MEMBER ORIGINALLY INDICATED AND HAVE A WEIGHT GREATER THAN THAT INDICATED. BEAM FLANGES MUST NOT INFRINGE ON ADJACENT ARCHITECTURAL

ELEMENTS.

10. ALL STRUCTURAL STEEL BEAMS AND COLUMNS ADJACENT TO MASONRY SHALL HAVE THE FOLLOWING MASONRY

ANCHORAGE:

16 GAGE GALVANIZED CHANNEL SLOTS (DUR-O-WAL, INC. D/A 901) WELDED TO COLUMNS AND BEAMS WITH

1/4" GALVANIZED STRAP ANCHORS (DUR-O-WAL, INC. D/A 914) SPACED 1'-4" O.C. AT COLUMNS AND 1'-4" AT

BEAMS (UNLESS OTHERWISE NOTED). INSTALL PER MANUFACTURER'S SPECIFICATIONS.

12. PROVIDE DEFORMED BAR ANCHORS ON THE TOP OF ALL BEAMS SUPPORTING CONCRETE MASONRY UNIT WALLS OR MULTI-WYTHE BRICK WALLS. THE ANCHORS SHALL BE WELDED AT 24" ON CENTER AND SHALL BE THE SAME SIZE AS THE WALL REINFORCING. DEFORMED BAR ANCHORS SHALL BE PLACED BY A TIMED STUD WELDING MACHINE.

13. STEEL MEMBERS SHOWN CONNECTED TO MASONRY WITH EXPANSION ANCHORS SHALL HAVE 3/4" DIAMETER EXPANSION ANCHORS AT 2'-8" ON CENTERS IN VERTICALLY SLOTTED HOLES, UNLESS OTHERWISE INDICATED.

14. BEAMS BEARING ON MASONRY SHALL HAVE ANGLE WALL ANCHORS WELDED TO THE BEAM, AS DETAILED IN THE A.I.S.C.

MANUAL OF STEEL CONSTRUCTION.

15. PROVIDE 8" X 8" X 5/8" BEARING PLATES FOR ALL WALL BEARING BEAMS UNLESS NOTED OTHERWISE. ALL PLATES SHALL HAVE A MINIMUM OF (2)-3/4" DIAMETER X 5" LONG WELDED STUDS ON THE BOTTOM TO SET IN CONCRETE OR MASONRY

WALLS.

16. SHOP APPLIED PRIMER SHALL BE APPLIED TO ALL STRUCTURAL STEEL TO, UNLESS OTHER PROTECTIVE COATING IS

INDICATED ON THE ARCHITECTURAL DRAWINGS.

21. ALL STEEL MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH PRESSURE TREATED LUMBER OR WOOD PRODUCTS IN THE COMPLETED CONSTRUCTION SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123.

22. PROVIDE BITUMASTIC PROTECTION COATING FOR ALL STRUCTURAL STEEL BELOW GRADE.

24. PROVIDE 1/4" CLOSURE PLATES WITH FULL SEAL WELDS FOR ALL TUBE OR PIPE HOLLOW STEEL SECTIONS, UNLESS

OTHERWISE NOTED ON THE DRAWINGS.

25. PROVIDE AN ELEVATOR HOIST BEAM AT EACH ELEVATOR. THE BEAM SHALL BE A W8X21 MINIMUM. COORDINATE WITH

THE ARCHITECTURAL DRAWINGS. THE BEARING PLATE ON MASONRY WALLS SHALL BE A PLATE 3/4"X6"X12" MINIMUM WITH (2)-3/4" DIAMETER ANCHOR BOLTS SET INTO GROUTED MASONRY. PROVIDE W8X21 LIFELINE BEAM IN ELEVATOR

SHAFTS. COORDINATE REQUIREMENTS WITH ELEVATOR MANUFACTURER.

26. CONTRACTOR IS RESPONSIBLE FOR PROVIDING NEW STEEL FRAMES, AS DETAILED ON THE STRUCTURAL DRAWINGS, AT ALL NEW FLOOR AND ROOF OPENINGS REQUIRED BY ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS IN BOTH NEW AND EXISTING STRUCTURES. THE CONTRACTOR IS RESPONSIBLE TO COORDINATE WITH THE CONTRACT DOCUMENTS AND INCLUDE THESE FRAMES IN THEIR BID PRICE. THESE NEW STEEL FRAMES FOR OPENINGS ARE IN ADDITION TO THE FRAMES SPECIFICALLY INDICATED ON THE DRAWINGS FOR SPECIFIC SUPPORT CONDITIONS.

27. CONSTRUCTION MANAGER IS RESPONSIBLE TO COORDINATE THE MECHANICAL CURB DIMENSIONS FOR MECHANICAL EQUIPMENT BETWEEN THE MECHANICAL CONTRACTOR AND STRUCTURAL STEEL FABRICATOR. THE STRUCTURAL STEEL

SHALL BE LOCATED ON THE CENTERLINE OF MECHANICAL CURB.

28. STEEL CONTRACTOR SHALL PROVIDE SKETCHES FOR ALL CORRECTIVE FIELD WORK WHICH SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL. ALL SKETCHES SHALL BE SIGNED AND SEALED BY THE STEEL FABRICATORS

CONNECTIONS ENGINEER.

29. ALL THREADED RODS OR BOLTS INDICATED TO BE DRILLED AND EPOXIED SHALL UTILIZE HILTI HIT-HY200 ADHESIVE OR

APPROVED EQUAL.

METAL ROOF DECK

1. MATERIALS:

TYPICAL METAL DECK SHALL BE 1 1/2" GALVANIZED WIDE RIB TYPE WITH NESTING SIDE SEAMS OF GAGE INDICATED ON

THE DRAWINGS.

DECK SHALL CONFORM TO "BASIC DESIGN SPECIFICATION" AS ADOPTED BY THE STEEL DECK INSTITUTE.

METAL ROOF DECK SHALL BE FURNISHED IN SHEET LENGTHS SUFFICIENT TO EXTEND OVER FOUR SUPPORTS (3 SPANS)

WHEREVER POSSIBLE.

2. ATTACHMENT:

METAL DECK SHALL BE POWER ACTUATED FASTENED TO SUPPORTING STEEL WITH HILTI X-EDN19 OR EQUAL SPACED NOT MORE THAN 12" ON CENTER WITH A 36/4 FASTENING PATTERN, UNLESS OTHERWISE NOTED ON THE DRAWINGS.

SCREW METAL ROOF DECK TO STEEL MEMBERS PARALLEL TO SPAN OF DECK USING HILTI X-EDN19 FASTENERS SPACED

AT 12" ON CENTER. WELDING OF THE ROOF DECK IS PROHIBITED.

INTERMEDIATE SIDE CONNECTIONS SHALL BE MADE WITH #10 SELF TAPPING SCREWS. THE MAXIMUM SPACING OF SIDE LAP CONNECTIONS SHALL BE 1'-6", WITH A MINIMUM OF (4) SCREWS PER SPAN. FOR 3" DECK USE A MINIMUM OF (8)

SCREWS PER SPAN.

LONG SPAN ROOF DECK SHALL HAVE BUTTON PUNCHED SIDELAPS SPACED AT 3'-0" MAX.

3. HANGING LOADS:

IT IS ACCEPTABLE TO HANG PIPING OR CONDUIT 1” DIAMETER OR LESS FROM DECKING USING APPROVED FASTENERS.

ALL PIPING GREATER THAN 1 IN., DUCTWORK, LIGHTING, AND FINISHES INCLUDING CEILINGS AND CEILING CLOUDS MUST BE HUNG FROM STRUCTURAL FRAMING, UNLESS NOTED OTHERWISE ON PLAN. AT LOCATIONS WHERE THE EQUIPMENT CANNOT BE HUNG DIRECTLY OFF THE STRUCTURAL FRAMING, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A SECONDARY SUPPORT SYSTEM BETWEEN THE STRUCTURAL FRAMING MEMBERS. THIS SYSTEM MUST BE ENGINEERED FOR THE EQUIPMENT WEIGHTS BEING SUPPORTED. PROVIDE SIGNED AND SEALED SHOP DRAWINGS FOR REVIEW, THAT

INCLUDE THE ATTACHMENT OF THE SYSTEM TO THE SUPPORTING FRAMING.

COMPOSITE STEEL DECK-SLAB:

1. MATERIALS:

METAL FLOOR DECK SHALL BE GALVANIZED AND OF DEPTH AND GAGE INDICATED ON THE DRAWINGS. METAL FLOOR

DECK SHALL BE FORMED WITH EMBOSSMENTS TO PROVIDE A MECHANICAL LOCK BETWEEN THE STEEL FLOOR AND

CONCRETE SLAB.

METAL DECKING HAS BEEN DESIGNED AS TWO SPAN CONTINUOUS. METAL FLOOR DECK SHALL BE FURNISHED IN SHEET

LENGTHS SUFFICIENT TO EXTEND OVER 4 SUPPORTS (3 SPANS).

2. ATTACHMENT:

METAL FLOOR DECK SHALL BE FASTENED TO SUPPORTING STEEL, INCLUDING CAST IN PLACE PERIMETER STEEL ANGLES, WITH ATTACHMENTS EQUIVALENT TO 3/4" DIAMETER PUDDLE WELDS SPACED NOT MORE THAN 12" ON CENTER WITH A 36/4 FASTENING PATTERN. ADJACENT DECK UNITS SHALL BE FASTENED TOGETHER AT SIDE LAPS SUCH THAT THE CONNECTION SPACING DOES NOT EXCEED 24" ON CENTER, WITH A MINIMUM OF (4) SCREWS PER SPAN.

4. CONDUIT OR PIPE IMBEDDED IN CONCRETE SLABS:

A. IMBEDDED CONDUIT OR PIPE MUST CONFORM TO LOCAL BUILDING CODE AND FIRE RATING.

B. CONDUIT OR PIPE DIAMETER MUST NOT EXCEED 1/3 OF THE THICKNESS OF THE CONCRETE OVER THE DECK.

C. CONDUIT OR PIPE MUST HAVE A MINIMUM CONCRETE COVER OF 3/4 INCH ABOVE AND BELOW THE CONDUIT.

D. CONDUIT OR PIPE SHOULD NOT BE PLACED WITHIN THE RIBS OF THE COMPOSITE DECK.

E. CONDUIT OR PIPE MUST NOT BE SPACED ANY CLOSER THAN 18 INCHES ON CENTER.

F. THERE MUST BE NO CROSSOVER OF CONDUIT OR PIPE.

G. CONDUIT OR PIPE MUST NOT BE MADE OF OR COATED WITH ALUMINUM UNLESS THE ALUMINUM IS

ACCEPTABLE COATED TO SEPARATE IT FROM THE CONCRETE, REINFORCING STEEL AND STEEL DECKING.

5. PROVIDE #4 REINFORCING AROUND ALL FLOOR OPENINGS 12”X12” OR LESS. COORDINATE LOCATIONS WITH

ARCHITECTURAL, MECHANICAL AND PLUMBING DRAWINGS.

6. PROVIDE STEEL ANGLE FRAMES AROUND ALL OPENINGS LARGER THAN 12” OR WHERE MORE THAN ONE BOTTOM FLUTE IS REMOVED. REFER TO TYPICAL SLAB OPENING DETAIL FOR STEEL FRAME SIZE. PROVIDE L5X3X5/16 LLV FRAME IF NO

DETAIL IS INCLUDED ON THE DRAWINGS.

7. DO NOT CUT ANY OPENINGS THROUGH FLOOR DECK UNTIL CONCRETE SLAB HAS BEEN PLACED. PROVIDE SHORING AT

LOCATIONS WHERE DECK HAS BEEN CUT PRIOR TO SLAB PLACEMENT.

CONCRETE MASONRY

MATERIALS:

HOLLOW LOAD BEARING UNITS: ASTM C 90

(NET AREA COMPRESSIVE STRENGTH OF CMU UNIT = 2000PSI)

MORTAR: (TYPE S) ASTM C 270

(COMPRESSIVE STRENGTH OF MASONRY ASSEMBLY, f’m = 2000 PSI)

GROUT FOR REINFORCED MASONRY: ASTM C 476

(COMPRESSIVE STRENGTH AT 28 DAYS = 2500 PSI)

GROUT FOR REINFORCED MASONRY: ASTM C 476

SOLID LOAD BEARING UNITS: (GRADE N-I) ASTM C 145

CONCRETE BRICK: (GRADE N-I) ASTM C 55

1. WALLS INDICATED ON STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. SEE ARCHITECTURAL DRAWINGS FOR

LOCATION, THICKNESS AND COMPOSITION OF MASONRY WALLS.

2. REFER TO MASONRY WALL REINFORCING SCHEDULE FOR ALL MASONRY WALL REINFORCING.

3. PROVIDE VERTICAL DOWELS FROM CONCRETE WALLS INTO ALL CMU WALLS. SIZE AND SPACING OF THE DOWELS SHALL MATCH THE VERTICAL REINFORCING AS SPECIFIED IN THESE GENERAL NOTES, UNLESS OTHERWISE NOTED ON THE DRAWINGS. DOWEL LENGTHS SHALL BE THE REQUIRED CONCRETE DEVELOPMENT LENGTH PLUS THE REQUIRED BAR LAP

SPLICE LENGTH FOR MASONRY AS SPECIFIED IN THESE GENERAL NOTES.

4. ALL VERTICAL WALL REINFORCING SHALL BE CONTINUOUS FOR THE FULL HEIGHT OF MASONRY WALLS, INCLUDING

THROUGH CONTINUOUS MASONRY BOND BEAMS UNLESS OTHERWISE INDICATED.

5. ALL GROUTING OF MASONRY WALLS SHALL BE ASSUME DTO BE COMPLETED BY LOW LIFT GROUTING METHODS. IF THE CONTRACTOR PROPOSES TO UTILIZE HIGH LIFT GROUTING METHODS THEY SHALL SUBMIT THEIR PROPOSED HIGH LIFT GROUTING PROCEDURE FOR REVIEW PRIOR TO STARTING ANY GROUTING ON THE PROJECT SITE.

6. PROVIDE BOND BEAM OR STEEL LOOSE LINTEL ABOVE WINDOWS, DOORS AND MECHANICAL OPENINGS. IN EXISTING HOLLOW CMU WALLS, PROVIDE MINIMUM L5X3 ½ X 3/8 FOR EACH 4 INCHES OF CMU WITH A MINIMUM 8 INCHES OF

BEARING.

7. BOND BEAM LINTELS SHALL BE CONSTRUCTED USING SOLID BOTTOM “U” BLOCK MASONRY UNITS.

8. CELLS CONTAINING REINFORCING BARS AND ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID. ALL OTHER CELLS SHALL REMAIN HOLLOW EXCEPT WHERE NOTED. THE CONTRACTOR SHALL NOT RUN CONDUIT OR PIPE IN CELLS

CONTAINING REINFORCING.

9. ALL BOLTS OR ANCHORS SHALL BE SOLIDLY EMBEDDED IN MORTAR OR GROUT. IF BOND BEAM IS NOT LOCATED AT BOLT

OR ANCHOR ELEVATION, PROVIDE LATH AND FILL CELL LOCALLY TO PROVIDE SUBSTRATE FOR BOLT OR ANCHOR. GROUT

CELL ABOVE ALL MASONRY ANCHORS.

10. ALL COLUMNS WITHIN SHEAR WALLS AND EXTERIOR WALLS SHALL BE SOLIDLY EMBEDDED IN GROUT.

11. GROUT SOLID MASONRY FOR FULL HEIGHT OF WALL BELOW EACH LOOSE LINTEL AND PROVIDE #4 VERTICAL IN NEW OR

EXISTING CORE.

12. GROUT SOLID MASONRY FOR TWO COURSES BELOW EACH BEAM BEARING EXCEPT AS NOTED.

13. USE 1 COURSE (8") OF SOLID MASONRY OR GROUTED SOLID MASONRY BELOW EACH STEEL JOIST BEARING EXCEPT AS

NOTED.

14. PROVIDE CONTINUOUS GROUTED BOND BEAM WHERE MASONRY ANCHORS CONNECT CONCRETE MASONRY TO STEEL

FRAMING. GROUT CELL ABOVE ANCHOR.

15. HOLLOW UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS, EXCEPT THAT WEBS SHALL ALSO BE BEDDED IN ALL COURSES OF BEARING AND SHEAR WALLS, PIERS, COLUMNS AND PILASTERS, AND IN THE STARTING COURSE ON FOOTINGS AND SOLID FOUNDATION WALLS, AND WHERE ADJACENT TO CELLS OR

CAVITIES WHICH ARE TO BE REINFORCED AND/OR FILLED WITH GROUT.

16. MORTAR PROTRUSIONS EXTENDING INTO CELLS OR CAVITIES TO BE REINFORCED AND/OR GROUTED SHALL BE REMOVED.

17. ALL MASONRY WALLS SHALL BE BRACED AT THE TOP WHERE MASONRY ENDS AT THE UNDERSIDE OF FLOOR OR ROOF

CONSTRUCTION. REFER TO TYPICAL DETAILS.

18. ALL INTERIOR NON-LOADBEARING MASONRY WALLS SHALL BE BRACED AT THE TOP, UNLESS BRACED HORIZONTALLY BY COLUMNS OR INTERSECTING WALLS AT A MAXIMUM SPACING OF: 17 FEET FOR 6" WALLS, 23 FEET FOR 8" WALLS, AND 33 FEET FOR 12" WALLS. THE ENDS OF THE WALLS MUST BE ANCHORED TO INTERSECTING WALLS BY EITHER TOOTHING OR MECHANICAL ANCHORS. THERE SHALL BE NO VERTICAL CONTROL JOINTS WITHIN THE HORIZONTAL SPAN OF THE WALL

BETWEEN THE INTERSECTING WALLS. THIS NOTE DOES NOT APPLY TO MASONRY SHEARWALLS.

19. IN MASONRY WALLS, NO CHASES, RISERS, CONDUITS, OR TOOTHING OF MASONRY SHALL OCCUR WITHIN 17" OF

CENTERLINE OF BEAM BEARING OR LOAD CONCENTRATION.

20. SOLID UNITS SHALL BE LAID WITH FULL HEAD AND BED JOINTS.

21. COLLAR (VERTICAL LONGITUDINAL) JOINTS BETWEEN THE FACING AND BACKING WYTHES IN WALLS SHALL BE

COMPLETELY FILLED WITH MORTAR OR GROUT AND WORKED IN WITH A TROWEL.

22. ALL INTERSECTING LOAD BEARING WALLS SHALL BE TIED TOGETHER IN MASONRY BOND UNLESS NOTED OTHERWISE.

23. MINIMUM DEVELOPMENT LENGTH AND SPLICE LENGTH OF MASONRY REINFORCING SHALL BE AS FOLLOWS:

1. BAR SIZE DEVELOPMENT LENGTH SPLICE LENGTH

2. JOINT REINFORCING 9” 12”

3. #4 18” 24”

4. #5 25” 30”

5. #6 27” 36”

6. #7 32” 42”

24. SUBMIT SHOP DRAWINGS INDICATING THE PLACEMENT OF ALL REINFORCING REQUIRED IN MASONRY WALLS. REFER TO SPECIFICATIONS FOR SUBMITTAL REQUIREMENTS. SHOP DRAWINGS SHALL INDICATE THE LOCATION OF ALL CONTROL

JOINTS, AND THE REQUIRED LAP SPLICES FOR ALL REINFORCING.

25. SUBMIT SHOP DRAWINGS INDICATING THE PLACEMENT OF TOP OF WALL PARTITION ANCHORS AT ALL INTERIOR CMU

WALLS. COORDINATE LOCATIONS WITH ARCHITECTURAL DRAWINGS.

26. PROVIDE MASONRY CONTROL JOINTS PER NOTES ON TYPICAL DETAILS SHEET.

27. PROVIDE AN ELEVATOR HOIST BEAM AT EACH ELEVATOR. THE BEAM SHALL BE A W8X21 MINIMUM. COORDINATE WITH

THE ARCHITECTURAL DRAWINGS. THE BEARING PLATE ON MASONRY WALLS SHALL BE A PLATE 3/4"X6"X12" MINIMUM WITH (2)-3/4" DIAMETER ANCHOR BOLTS SET INTO GROUTED MASONRY. PROVIDE W8X21 LIFELINE BEAM IN ELEVATOR

SHAFTS. COORDINATE REQUIREMENTS WITH ELEVATOR MANUFACTURER.

28. ALL REINFORCING, THREADED RODS OR BOLTS INDICATED TO BE DRILLED AND EPOXIED INTO HOLLOW CMU, BRICK, OR

GROUTED MASONRY SHALL UTILIZE HILTI HIT-HY270 ADHESIVE OR APPROVED EQUAL.

COLD FORMED LIGHT GAGE METAL FRAMING

1. LIGHT GAGE COLD FORMED METAL FRAMING SHOP DRAWINGS SHALL BEAR THE PROFESSIONAL SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN CONNECTICUT, AND SHALL BE ACCOMPANIED BY STRUCTURAL CALCULATIONS

AND ASSUMPTIONS. LOADING SHALL CONFORM TO THE TABULATED UNIFORM LOADING.

CALCULATIONS: PROVIDE PROFESSIONALLY PREPARED CALCULATIONS AND CERTIFICATION OF THE PERFORMANCE OF THIS WORK. INDICATE HOW DESIGN REQUIREMENTS FOR LOADING AND OTHER PERFORMANCE CRITERIA HAVE BEEN

SATISFIED. PROVIDE CALCULATIONS SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE

STATE OF CONNECTICUT.

2. SYSTEM COMPONENTS: MANUFACTURER'S STANDARD LOAD BEARING STUDS AND JOISTS OF TYPE SIZE AND GAGE INDICATED, AND AS REQUIRED TO SATISFY THE DESIGN LOADS. THE DESIGN OF THE COLD FORMED LIGHT GAGE METAL FRAMING COMPONENTS INDICATED ON THESE DRAWINGS HAVE BEEN BASED ON COMPONENTS MANUFACTURED BY

MARINO\WARE.

3. MATERIALS AND FINISHES: FOR 16 GAGE AND HEAVIER UNITS, FABRICATE METAL FRAMING COMPONENTS OF

STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD OF 50,000 PSI; ASTM A653.

4. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH ASTM A924 FOR MINIMUM G60

COATING.

1. FINISH OF INSTALLATION ACCESSORIES TO MATCH THAT OF FRAMING COMPONENTS.

5. FASTENERS: PROVIDE NUTS, BOLTS, WASHERS, SCREWS AND OTHER FASTENERS WITH CORROSION-RESISTANT PLATED

FINISH.

6. ELECTRODES FOR WELDING: COMPLY WITH AWS CODE AND AS RECOMMENDED BY STUD MANUFACTURER.

7. GALVANIZING REPAIR: WHERE GALVANIZED SURFACES ARE DAMAGED BY WELDING OR CONSTRUCTION ACTIVITIES, PREPARE SURFACES AND REPAIR IN ACCORDANCE WITH PROCEDURES SPECIFIED IN ASTM A780.

8. COLD FORMED LIGHT GAGE METAL FRAMING COMPONENTS INDICATED ON THE DRAWINGS SHALL HAVE THE MINIMUM

FLANGE WIDTH BASED ON THE DESIGNATION INDICATED ON THE DRAWINGS AS FOLLOWS:

DESIGNATION FLANGE WIDTH

SW 1 5/8"

J 2"

JE 2 1/2"

JX 3"

JXW 3 1/2"

CELLULAR STEEL ROOF DECK

1. MATERIALS:

ROOF DECK SHALL BE OF DEPTH INDICATED ON DRAWINGS. REFER TO PLAN FOR LOCATIONS OF ACOUSTIC ROOF

DECKING.

STEEL ROOF DECK SHALL BE GALVANIZED AND PRIMED AND OF DEPTH AND GAGE INDICATED ON THE DRAWINGS. STEEL ROOF DECK SHALL HAVE FULL DEPTH POSITIVE REGISTERING SIDE LAPS THAT CAN FASTENED BY SCREWS.

STEEL ROOF DECK SHALL BE FURNISHED IN SHEET LENGTHS SUFFICIENT TO EXTEND OVER 4 SUPPORTS (3 SPANS).

2. ATTACHMENT:

ROOF DECK SHALL BE FASTENED TO THE SUPPORTING STEEL WITH ATTACHMENTS EQUIVALENT TO HILTI PIN (X- ENP-19L15 OR EQUAL) WITH A FASTENING PATTERN OF 24/4. DECKING SHOULD BE ATTACHED TO MEMBERS PARALLEL TO DECK SPAN WITH HILTI PIN (X-ENP-19L15 OR EQUAL) SPACED AT 12" O.C. MAX. ADJACENT DECK UNITS SHALL BE FASTENED TOGETHER AT SIDE LAPS WITH #12 SCREWS SUCH THAT THE CONNECTION SPACING DOES NOT EXCEED 18" ON CENTER, WITH A MINIMUM OF (4) SCREWS PER SPAN. WELDING OF THE ROOF DECK IS PROHIBITED.

IT IS ACCEPTABLE TO SUBSTITUTE MANUFACTURER SIDELAP CONNECTIONS, SUCH AS VULCRAFT PUNCHLOK II SYSTEM, WHERE DECKING PROFILE DOES NOT ALLOW FOR SIDELAP SCREWS. MANUFACTURER MUST SUBMIT CALCULATION WITH PRODUCT DATA VERIFYING SIDELAPS PROVIDED, PROVIDE EQUIVALENT CAPACITY TO SIDELAP SCREWS NOTED.

3. HANGING LOADS:

IT IS ACCEPTABLE TO HANG PIPING OR CONDUIT 1” DIAMETER OR LESS FROM DECKING USING APPROVED FASTENERS.

ALL PIPING GREATER THAN 1 IN., DUCTWORK, LIGHTING, AND FINISHES INCLUDING CEILINGS AND CEILING CLOUDS MUST BE HUNG FROM STRUCTURAL FRAMING, UNLESS NOTED OTHERWISE ON PLAN. AT LOCATIONS WHERE THE EQUIPMENT CANNOT BE HUNG DIRECTLY OFF THE STRUCTURAL FRAMING, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A SECONDARY SUPPORT SYSTEM BETWEEN THE STRUCTURAL FRAMING MEMBERS. THIS SYSTEM MUST BE ENGINEERED FOR THE EQUIPMENT WEIGHTS BEING SUPPORTED. PROVIDE SIGNED AND SEALED SHOP DRAWINGS FOR REVIEW, THAT

INCLUDE THE ATTACHMENT OF THE SYSTEM TO THE SUPPORTING FRAMING.

STEEL JOISTS

1. STEEL JOISTS SHALL CONFORM TO AND BE ERECTED IN ACCORDANCE WITH THE LATEST SPECIFICATIONS AND CODE OF

STANDARD PRACTICE OF THE STEEL JOIST INSTITUTE AND AS SHOWN ON THE DRAWINGS.

2. BRIDGING FOR STEEL JOISTS SHALL BE AS SHOWN AND NOT LESS THAN 1 1/4"x 1 1/4"x 1/8". PROVIDE A CONTINUOUS SINGLE LINE OF BOTTOM CHORD UPLIFT BRIDGING NEAR THE FIRST PANEL POINT AT EACH END. THE MINIMUM SIZE SHALL BE 1 1/4"x 1 1/4"x 1/8".

3. HEADERS AND/OR FASTENERS BETWEEN JOISTS SHALL BE FASTENED TO TOP CHORD AND LOCATED OVER AN UPPER

PANEL POINT OF A JOIST, UNLESS OTHERWISE SHOWN.

4. EXTEND ALL JOISTS 1" PAST CENTERLINE OF SUPPORTING MEMBER WHERE POSSIBLE. ON MASONRY WALLS 12" OR MORE

IN THICKNESS, THE MINIMUM BEARING SHALL BE 6" UNLESS OTHERWISE NOTED.

5. ADJACENT JOISTS OF THE SAME DEPTH SHALL HAVE WEB MEMBERS IN LINE TO PERMIT PASSAGE OF MECHANICAL

DUCTS.

6. ANCHOR ALL STEEL JOIST BRIDGING LINES TO INTERSECTING CONCRETE WALLS, MASONRY WALLS, AND/OR STEEL BEAMS

WITH LATERAL ANCHORS UNLESS SHOWN OTHERWISE.

7. JOISTS AND JOIST EXTENDED ENDS, WHETHER CANTILEVERED OR SUPPORTED, SHALL BE DESIGNED TO SUSTAIN UNIFORM LOAD CAPACITY OVER FULL SPAN INDICATED IN THE SJI LOAD TABLES FOR STEEL JOISTS, UNLESS NOTED OTHERWISE ON

DRAWINGS WITH "SP" DESIGNATION.

8. JOIST MANUFACTURER SHALL DESIGN SPECIAL JOISTS, DESIGNATED "SP", FOR LOAD AND DEFLECTION CRITERIA SHOWN ON DRAWINGS. JOIST MANUFACTURER SHALL COORDINATE AND VERIFY WEIGHT, SIZE AND LOCATION OF MECHANICAL EQUIPMENT WITH GENERAL AND MECHANICAL CONTRACTORS. JOIST MANUFACTURER TO PROVIDES SIGNED AND SEALED CALCULATIONS FOR

SPECIAL JOISTS, VERIFYING THE JOISTS HAVE BEEN DESIGNED FOR THE NOTED LOADING.

9. JOISTS ON COLUMN LINES SHALL BE ANCHORED BY BOLTING. IF THERE IS NO JOIST ON COLUMN CENTERLINE, THE JOIST

NEAREST THE COLUMN CENTERLINE SHALL BE ANCHORED BY BOLTING.

10. “K” SERIES JOISTS:

PROVIDE 5" DEEP ENDS ON JOISTS WHICH SHARE COMMON BEARING GIRDER WITH "LH" SERIES JOIST.

WELD ALL JOISTS TO SUPPORTING STEEL WITH 1 1/2" OF 3/16" FILLET WELD EACH SIDE OF BEARING, UNLESS OTHERWISE

SHOWN.

ALL SLOPED "K"-SERIES JOISTS TO HAVE 4" DEEP JOIST SEAT AT CENTERLINE OF SUPPORTING MEMBER. UNLESS NOTED

OTHERWISE.

11. “LH” SERIES JOISTS:

HORIZONTAL TOP AND BOTTOM BRIDGING MAY BE USED INSTEAD OF DIAGONAL BRIDGING ONLY WHERE REQUIRED TO PERMIT PASSAGE OF DUCTWORK. NO MORE THAN TWO ADJACENT JOIST SPACES MAY HAVE HORIZONTAL BRIDGING.

WELD ALL JOISTS TO SUPPORTING STEEL WITH 2" OF 1/4" FILLET WELD EACH SIDE OF BEARING, UNLESS OTHERWISE

SHOWN.

ALL SLOPED "LH"-SERIES JOISTS TO HAVE 8" DEEP JOIST SEAT AT CENTERLINE OF SUPPORTING MEMBER. UNLESS NOTED

OTHERWISE.

12. MAXIMUM LIVE LOAD DEFLECTION SHALL BE 1/360 OF JOIST SPAN, UNLESS OTHERWISE NOTED ON DRAWINGS.

13. JOISTS WHICH ARE 40 FEET OR LONGER SHALL HAVE A CENTER ROW OF BOLTED DIAGONAL BRIDGING INSTALLED PRIOR

TO SLACKING OF HOISTING LINE.

14. WHERE DIAGONAL BRIDGING INTERFERES WITH MECHANICAL INSTALLATIONS, REMOVE CROSS BRIDGING AFTER TOTAL DEAD LOAD IS APPLIED AND REPLACE WITH HORIZONTAL ANGLES 2" X 2" x 3/16" AT TOP AND BOTTOM CHORDS.

15. ALL HANGERS SUPPPORTING MECHANICAL SHALL BE ATTACHED TO THE JOIST TOP CHORD.

16. AT EXISTING JOIST FRAMING WHERE BRIDGING INTERFERES WITH NEW MECHANICAL INSTALLATIONS, REMOVE BRIDGING IN BAY AND REPLACE WITH DIAGONAL ANGLES 2" X 2" x 3/16" IN EACH ADJACENT BAY.

17. ALL STANDARD JOISTS ARE TO BE DESIGNED PER STANDARD JOIST LOAD TABLES. HOWEVER, SLOPED JOISTS MUST BE DESIGNED TO INCORPORATE ADDITIONAL AXIAL LOAD CAUSED BY JOIST SLOPE. COORDINATE SLOPE WITH ARCH'L DRAWINGS. STANDARD JOISTS MUST BE DESIGNED FOR WIND UPLIFT, REFER TO LOADING PLANS FOR WIND

UPLIFT REQUIREMENTS.

ISSUE DATES

NO. DATE PURPOSE

PHASE 1 - A

DDENDUM 1

FOR R

EFERENCE O

NLY

8'

0"

30 PSF

78 PSF

8' - 10"

30 PSF

78 PSF

30 PSF

78 PSF

8'

0"

30 PSF

78 PSF

8'

0"

25' - 0" 23' - 4" 19' - 6"

60 PSF

30 PSF 30 PSF

30 PSF

111 PSF

19' - 6" 19' - 6"

30 PSF

60 PSF

30 PSF

ROOF WIND LOADING AT AREA A AND B

ROOF ZONE

ROOF ZONE 1

POSITIVE PRESSURE (PSF)

EFFECTIVE WIND AREA

≤10FT2 100FT2

ROOF ZONE 2e

ROOF ZONE 3e

OVERHANG ZONE 1

OVERHANG ZONE 2e

OVERHANG ZONE 2n

26.68 17.98

NEGATIVE PRESSURE (PSF)

EFFECTIVE WIND AREA

≤10FT2 100FT2 ≥500FT2

-81.49

N/A N/A

N/A N/A

N/A N/A

-25.38

-81.49 -25.38

-118.76 -65.40

-141.23 -73.95

-93.38 -71.20

-130.79 -75.68

-130.79

1. WIND LOADING PROVIDED IS COMPONENTS AND CLADDING ULTIMATE LOADING. WHERE ALLOWABLE STRESS DESIGN (ASD) METHODOLOGY IS USED THESE

VALUES CAN BE MULTIPLIED BY 0.6 PER THE STANDARD ASD LOAD COMBINATIONS.

2. EFFECTIVE WIND AREA FOR THE COMPONENT BEING DESIGNED IS TO BE DETERMINED BY JOIST DESIGNER. THE EFFECTIVE WIND AREA SHALL BE THE SPAN

LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN ONE THIRD THE SPAN LENGTH. LINEAR INTERPOLATION IS PERMITTED BETWEEN

THE EFFECTIVE WIND AREAS PROVIDED IN THE TABLE.

3. THE DEAD LOAD PROVIDED IN THE TABLE SHOULD BE USED IN COMBINATION WITH THE WIND LOADING TO DETERMINE "NET UPLIFT" ON THE COMPONENT

BEING DESIGNED. DEAD LOAD PROVIDED IS UNFACTORED AND SHOULD BE MULTIPLIED BY THE APPROPRIATE LOAD FACTOR BASED ON THE DESIGN

METHODOLOGY BEING USED. THE PROVIDED DEAD LOAD INCLUDES THE WEIGHT OF ALL MATERIALS ANTICIPATED TO REMAIN FOR THE FULL LIFE OF THE

STRUCTURE, HOWEVER, THE PROVIDED DEAD LOAD DOES NOT INCLUDE THE WEIGHT OF THE JOISTS. THE DESIGNER MAY ADD THE STEEL JOIST LOADING TO

DETERMINE "NET UPLIFT", WHILE APPLYING APPROPRIATE LOAD COMBINATIONS.

DEAD LOAD

FOR UPLIFT

DESIGN

(PSF)

10.0

10.0

10.0

10.0

6.0

6.0

6.0 a a= 7.45'

1. WHERE ROOF OVERHANGS EXIST, THE EDGE DISTANCE SHALL BE

MEASURED FROM THE OUTSIDE FACE OF THE OVERHANGS. COORDINATE OVERHANG EXTENTS

WITH SECTIONS AND ARCHITECTURAL DRAWINGS.

ZONE 3e

ZONE 2e

ZONE 1

ZONE 3e

ZONE 2n

ZONE 2n a a a a a

ZONE 3r

ZONE 3r

ZONE 2r

ROOF ZONE 2n -118.76 -65.40 10.0

ROOF ZONE 2r -118.76 -65.40 10.0

ROOF ZONE 3r

OVERHANG ZONE 2r N/A N/A -130.79 6.0

OVERHANG ZONE 3e N/A N/A -153.12 -83.67 6.0

OVERHANG ZONE 3r N/A N/A -179.37 -85.99 6.0

26.68

26.68

26.68

26.68

26.68

17.98

17.98

17.98

17.98

17.98

-25.38

-25.38

-65.40

-73.95

-65.40

-65.40

-75.68

-75.68

-71.20

-75.68

-83.67

-85.99

-75.68

-75.68

LOADING SCHEDULE

LOAD TYPE DEAD LOAD LIVE LOAD MARK

30 PSF (SNOW)

REFER TO PLAN

FOR DRIFT

23 PSFROOF+PV

N

9 8 7 6 5 4 3 2 1

A

B

C

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F

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DATE

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9 8 7 6 5 4 3 2 11011

PROFESSIONAL SEAL

KEY PLAN

AREA-BAREA-A

AREA-C

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ROOF LOADING PLAN -

AREA A AND B

PS

1/16" = 1'-0"

1 ROOF LOADING PLAN AREA A AND B

ISSUE DATES

NO. DATE PURPOSE

PHASE 1 - A

DDENDUM 1

FOR R

S2.23 6

8.38.4

30 PSF

8'

0"

8'

0"

6' - 10"

78 PSF

30 PSF

78 PSF

30 PSF

61 PSF 61 PSF

30 PSF

30 PSF

78 PSF

78 PSF

30 PSF

8'

0"

8'

0"

6' - 10"

8.38.4

78 PSF

30 PSF

8'

0"

30 PSF

78 PSF

SEE UPPER LEVEL

LOADING PLAN

SEE UPPER LEVEL

LOADING PLAN

ROOF WIND LOADING AT AREA A AND B

ROOF ZONE

ROOF ZONE 1

POSITIVE PRESSURE (PSF)

EFFECTIVE WIND AREA

≤10FT2 100FT2

ROOF ZONE 2e

ROOF ZONE 3e

OVERHANG ZONE 1

OVERHANG ZONE 2e

OVERHANG ZONE 2n

28.71 19.35

NEGATIVE PRESSURE (PSF)

EFFECTIVE WIND AREA

≤10FT2 100FT2 ≥500FT2

-87.68

N/A N/A

N/A N/A

N/A N/A

-27.30

-87.68 -27.30

-151.95 -79.56

-100.47 -76.60

-140.72 -80.34

1. WIND LOADING PROVIDED IS COMPONENTS AND CLADDING ULTIMATE LOADING. WHERE ALLOWABLE STRESS DESIGN (ASD) METHODOLOGY IS USED THESE

VALUES CAN BE MULTIPLIED BY 0.6 PER THE STANDARD ASD LOAD COMBINATIONS.

2. EFFECTIVE WIND AREA FOR THE COMPONENT BEING DESIGNED IS TO BE DETERMINED BY JOIST DESIGNER. THE EFFECTIVE WIND AREA SHALL BE THE SPAN

LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN ONE THIRD THE SPAN LENGTH. LINEAR INTERPOLATION IS PERMITTED BETWEEN

THE EFFECTIVE WIND AREAS PROVIDED IN THE TABLE.

3. THE DEAD LOAD PROVIDED IN THE TABLE SHOULD BE USED IN COMBINATION WITH THE WIND LOADING TO DETERMINE "NET UPLIFT" ON THE COMPONENT

BEING DESIGNED. DEAD LOAD PROVIDED IS UNFACTORED AND SHOULD BE MULTIPLIED BY THE APPROPRIATE LOAD FACTOR BASED ON THE DESIGN

METHODOLOGY BEING USED. THE PROVIDED DEAD LOAD INCLUDES THE WEIGHT OF ALL MATERIALS ANTICIPATED TO REMAIN FOR THE FULL LIFE OF THE

STRUCTURE, HOWEVER, THE PROVIDED DEAD LOAD DOES NOT INCLUDE THE WEIGHT OF THE JOISTS. THE DESIGNER MAY ADD THE STEEL JOIST LOADING TO

DETERMINE "NET UPLIFT", WHILE APPLYING APPROPRIATE LOAD COMBINATIONS.

DEAD LOAD

FOR UPLIFT

DESIGN

(PSF)

10.0

10.0

10.0

10.0

6.0

6.0

6.0 a a= 7.833'

1. WHERE ROOF OVERHANGS EXIST, THE EDGE DISTANCE SHALL BE

MEASURED FROM THE OUTSIDE FACE OF THE OVERHANGS. COORDINATE OVERHANG EXTENTS

WITH SECTIONS AND ARCHITECTURAL DRAWINGS.

ZONE 3e

ZONE 2e

ZONE 1

ZONE 3e

ZONE 2n

ZONE 2n a a a a a

ZONE 3r

ZONE 3r

ZONE 2r

ROOF ZONE 2n -127.77 -70.36 10.0

ROOF ZONE 2r 10.0

ROOF ZONE 3r

OVERHANG ZONE 2r N/A N/A 6.0

OVERHANG ZONE 3e N/A N/A -164.74 -90.02 6.0

OVERHANG ZONE 3r N/A N/A -192.98 -92.51 6.0

-80.34

-80.34

28.71

28.71

28.71

28.71

28.71

19.35

19.35

19.35

19.35

19.35

-127.77

-127.77

-70.36

-70.36

-27.30

-27.30

-79.56

-70.36

-70.36

-70.36

-140.72

-140.72

-76.60

-80.34

-90.02

-92.51

-80.34

-80.34

LOADING SCHEDULE

LOAD TYPE DEAD LOAD LIVE LOAD MARK

40 PSF15 PSFCLASSROOM

1ST FLOOR: 100 PSF

OTHER: 80 PSF

15 PSFCORRIDOR

125 PSF15 PSFMEP/ STORAGE

75 PSF15PSFBATHROOM

100 PSF15 PSFSTAIR/ ASSEMBLY

30 PSF (SNOW)

REFER TO PLAN

FOR DRIFT

23 PSFROOF+PV

N

9 8 7 6 5 4 3 2 1

A

B

C

D

E

F

G

H

A

B

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E

F

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DATE

DRAWN BY

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KEY PLAN

AREA-BAREA-A

AREA-C

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LOADING PLANS - AREA C

2ND FLOOR, 3RD FLOOR

AND ROOF

PS

1/16" = 1'-0"

1 MAIN LEVEL LOADING PLAN AREA C

1/16" = 1'-0"

2 UPPER LEVEL LOADING PLAN AREA C

1/16" = 1'-0"

3 ROOF LOADING PLAN AREA C ROOF

ISSUE DATES

NO. DATE PURPOSE

PHASE 1 - A

DDENDUM 1

FOR R

5.8 10 13 17.5 C33 4.8

W

V

U.5

Q

16.7

P.8

1.4

17.6

17.6

10.4

HH

EE

B

13.5

2119.717.8 25.324.3 27

25.523.5

M

L

C

A

23.7

16.3

R3

R5

R8

11.2

H.8

AREA B

AREA C

AREA A

AREA C

A R

E A

A

A R

E A

B

G G

F F

21.5

U

T.8

16.5

16.5

O

P

P.1

18.5

R

7.1 12.2 13.3

4.5

4.5

5.5

5.5

9.5

9.5

DD

J

1 2 4 6

2524 26

J.5

S.2

22.5

22.3

13.8

S

O.2

Q.6

S.5

E.1

G.2

3.2

E.2E.2

G.1G.1

20.8

17.2

J10

T

4.2 12.6

16 20.9

23.4

R1

R2

O.8

F.2 F.2

12.9

5.9

1.6

1.7

23.1

25.4

A.6

RR

16.8

18.4

A.1

F.1

F.3

26.9

C.5

C.6

17.7

8.2

87.5

A.2

8.6 8.8

8.3

8.4

8.4

N

R7

R4R6

N

9 8 7 6 5 4 3 2 1

A

B

C

D

E

F

G

H

A

B

C

D

E

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DATE

DRAWN BY

APPROVED BY

9 8 7 6 5 4 3 2 11011

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KEY PLAN

AREA-BAREA-A

AREA-C

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