S0.01-GENERAL-NOTES- PV load.pdf

GENERAL NOTES

G1. THE INTENT OF THE STRUCTURAL DRAWINGS IS TO SHOW THE MAIN STRUCTURAL FEATURES AND DESIGN FOR THE COMPLETED PROJECT. ARCHITECTURAL DETAILS AND OTHER COMPONENTS THAT MAY BE NECESSARY TO CONSTRUCT THE PROJECT ARE SHOWN INCIDENTALLY ONLY AND NOT COMPLETELY.

THEREFORE, ALL CONTRACT DRAWINGS AND SPECIFICATIONS MUST BE USED IN CONJUNCTION WITH

THE STRUCTURAL DRAWINGS DURING ALL PHASES OF CONSTRUCTION. DISCREPANCIES BETWEEN

STRUCTURAL DRAWINGS AND ARCHITECTURAL DRAWINGS, IF NOT CLARIFIED IN THE ADDENDA AT THE REQUEST OF THE CONTRACTOR, SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT DURING CONSTRUCTION FOR CLARIFICATIONS. THE CONTRACTOR SHALL TAKE THIS INTO CONSIDERATION IN HIS BID.

G2. THE CONTRACTOR SHALL INFORM THE ARCHITECT OF ALL DISCREPANCIES BETWEEN DRAWINGS OF

DIFFERENT TRADES PRIOR TO INITIATION OF ANY WORK.

G3. THE DESIGN IS IN ACCORDANCE WITH THE NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE.

G4. THE CONTRACTOR SHALL BE COMPLETELY RESPONSIBLE FOR THE SAFETY OF ADJACENT STRUCTURES, PROPERTY, AND THE PUBLIC. THE CONTRACTOR SHALL SHORE, BRACE, AND PROTECT THE EXISTING

BUILDING AS REQUIRED FOR CONSTRUCTION OF NEW WORK.

G.5 REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR VERIFICATION OF LOCATIONS AND DIMENSIONS OF ALL CHASES, SLOTS, INSERTS, CURBS, OPENINGS, SLEEVES, ANCHOR BOLTS, FLOOR PITCHES, ANGLE FRAMES, AND ALL OTHER PROJECT REQUIREMENTS NOT SHOWN ON

STRUCTURAL DRAWINGS. WORK NOT INDICATED ON A PART OF THE DRAWINGS BUT REASONABLY

IMPLIED TO BE SIMILAR TO THAT SHOWN AT CORRESPONDING LOCATIONS SHALL BE INCLUDED.

G6. DETAILS SHOWN AS TYPICAL ARE APPLICABLE TO ALL SIMILAR CONDITIONS.

G7. ALL CONTRACTORS ARE REQUIRED TO EXAMINE THE DRAWINGS AND SPECIFICATIONS CAREFULLY, VISIT THE SITE, AND FULLY INFORM THEMSELVES AS TO ALL EXISTING CONDITIONS AND LIMITATIONS, PRIOR TO SUBMITTING THE PROPOSAL. FAILURE TO VISIT THE SITE AND FAMILIARIZE THEMSELVES WITH THE EXISTING CONDITIONS AND LIMITATIONS WILL IN NO WAY RELIEVE THE SUCCESSFUL BIDDER FROM

FURNISHING ANY MATERIALS OR PERFORMING ANY WORK IN ACCORDANCE WITH DRAWINGS AND

SPECIFICATIONS WITHOUT ADDITIONAL COST TO THE OWNER.

G8. DIMENSIONS AND ELEVATIONS OF EXISTING STRUCTURE SHOWN ON STRUCTURAL DRAWINGS HAVE BEEN OBTAINED FROM EXISTING DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING WITH FIELD MEASUREMENTS OF ALL DIMENSIONS AND ELEVATIONS WHICH ARE REQUIRED FOR FABRICATION AND INSTALLATION OF ADDITIONS TO EXISTING STRUCTURE THAT ARE BEING MADE UNDER THIS CONTRACT.

G9. THE CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS INCLUDING BUT NOT LIMITED TO TEMPORARY SHORING AND BRACING OF NEW AND EXISTING CONSTRUCTION TO MAINTAIN STRUCTURAL STABILITY FOR ALL CONDITIONS OF STATIC, DYNAMIC, GRAVITY, AND WIND LOADS DURING DEMOLITION PROCEDURES, REPAIR PROCEDURES, AND NEW CONSTRUCTION PROCEDURES THROUGHOUT THE DURATION OF THE CONSTRUCTION CONTRACT. THE CONTRACTOR IS RESPONSIBLE FOR ALL ASPECTS OF TEMPORARY SHORING INCLUDING ENGINEERING BY A PROFESSIONAL ENGINEER REGISTERED IN THE COMMONWEALTH OF MASSACHUSETTS. THE CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTIONRELATED

SAFETY MEASURES.

G10. ANY ILLUSTRATION OR DESCRIPTION OF CONSTRUCTION SEQUENCING, TEMPORARY SHORING SEQUENCE, OR TEMPORARY SHORING SYSTEM, AS SHOWN ANYWHERE IN THE CONTRACT DOCUMENTS (DRAWINGS AND/OR SPECIFICATIONS) IS PROVIDED TO THE CONTRACTOR ONLY FOR ILLUSTRATION OF A POSSIBLE METHOD OR SEQUENCE OF ACCOMPLISHING THE WORK, TO DEMONSTRATE FEASIBILITY IN PRINCIPLE ONLY, UNLESS OTHERWISE NOTED. SUCH ILLUSTRATIONS OR DESCRIPTIONS OF CONSTRUCTION SEQUENCING OR TEMPORARY SHORING IN THE CONTRACT DOCUMENTS ARE DEEMED SUGGESTIONS FOR CONSIDERATION ONLY BY THE CONTRACTOR AND ARE NOT ENDORSED BY THE ARCHITECT OR ENGINEER AND ARE NOT INTENDED TO DICTATE TO THE CONTRACTOR CONSTRUCTION MEANS AND METHODS OR SEQUENCING FOR THE WORK, UNLESS OTHERWISE NOTED. THE SELECTION, DETAILS AND EXECUTION OF ALL CONSTRUCTION MEANS, METHODS AND/OR SEQUENCING OF THE CONSTRUCTION WORK ARE SOLELY THE CHOICE AND RESPONSIBILITY OF THE CONTRACTOR. SUCH ILLUSTRATIONS OR DESCRIPTIONS OF CONSTRUCTION SEQUENCING OR TEMPORARY SHORING IN THE CONTRACT DOCUMENTS ARE SHOWN ONLY FOR THOSE ASPECTS OF THE WORK WHERE COMPLEXITY, UNIQUE CONDITIONS, OR GLOBAL STABILITY (AS RELATED TO THE PROJECT) WARRANT NOTICE OF VERY SPECIAL ATTENTION REQUIRED BY THE CONTRACTOR. SUCH ILLUSTRATIONS OR DESCRIPTIONS OF CONSTRUCTION SEQUENCING OR TEMPORARY SHORING IN THE CONTRACT DOCUMENTS ARE NOT TO BE INTERPRETED IN ANY WAY AS LIMITING THE WORK REQUIRING SEQUENCING OR TEMPORARY SHORING TO ONLY THOSE ASPECTS ILLUSTRATED OR DESCRIBED. AS PART OF THE BASE CONTRACT WORK, THE CONTRACTOR SHALL IDENTIFY, PLAN FOR, ENGINEER AND DETAIL, AND PROVIDE ALL CONSTRUCTION SEQUENCING AND

TEMPORARY SHORING AS NECESSARY TO SAFELY AND SUCCESSFULLY EXECUTE ALL THE WORK

ENCOUNTERED FOR THIS PROJECT.

REINFORCED CONCRETE NOTES

R1. ALL CONCRETE WORK SHALL CONFORM TO ACI-318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND TO THE NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE. IN CASE OF

CONFLICT, THE MASSACHUSETTS STATE BUILDING CODE SHALL GOVERN.

R2. ALL CONCRETE SHALL BE CONTROLLED, MIXED, AND PLACED UNDER THE SUPERVISION OF

AN APPROVED CONCRETE TESTING AGENCY, PROVIDED BY OWNER.

R3. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM

5,000 PSI 28 DAY COMPRESSION STRENGTH AND CONTAIN AN AIR ENTRAINMENT ADMIXTURE.

R4. UNLESS OTHERWISE NOTED, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,500 POUNDS PER SQUARE INCH AT THE END OF 28 DAYS. CONCRETE SLABS ON GRADE AND SUPPORTED CONCRETE SLABS SHALL BE NORMAL WEIGHT AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,500 POUNDS PER SQUARE INCH AT THE END OF 28 DAYS. CONCRETE SLABS ON STEEL DECK SHALL BE LIGHT WEIGHT OR NORMAL WEIGHT CONCRETE AS INDICATED ON PLANS WITH A MINIMUM COMPRESSIVE

STRENGTH OF 4,500 PSI AT THE END OF 28 DAYS.

R5. CONCRETE QUALITY IN ACCORDANCE WITH THE REQUIREMENTS OF THESE DRAWINGS AND

SPECIFICATIONS IS ESSENTIAL TO THE STRUCTURAL PERFORMANCE OF THIS BUILDING. CONCRETE THAT IS NOT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS WILL NOT BE ACCEPTED.

R6. CONCRETE SHALL REACH THE 40 PERCENT OF ITS 28 DAY COMPRESSIVE STRENGTH (fc) BEFORE

FORMS OR SHORES FOR WALLS MAY BE REMOVED. NO FORMS CAN BE REMOVED UNLESS

CONCRETE HAS ATTAINED SUFFICIENT STRENGTH TO SUPPORT ITS OWN WEIGHT.

R7. CONSTRUCTION JOINT LOCATIONS, OTHER THAN SHOWN ON THE DRAWINGS, ARE

PERMITTED SUBJECT TO PRIOR APPROVAL OF THE ENGINEER. EXPANSION JOINT

AND CONTROL JOINT LOCATIONS ARE MANDATORY,AS SHOWN.

R8. REINFORCING BARS SHALL CONFORM TO ASTM A615 WITH 60,000 POUNDS PER SQUARE INCH

YIELD STRENGTH, AS INDICATED AND SHALL HAVE THE FOLLOWING CONCRETE COVER,

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

A. SURFACES PLACED IN CONTACT WITH THE GROUND - 3"

B. FORMED SURFACE EXPOSED TO GROUND - 2"

C. INSIDE FACE OF FORMED WALL - 1 1/2"

D. WALL PIER TIES - 1 1/2"

E. SLAB REINFORCING - 3/4" TOP & BOTTOM

R9. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185; LAP TWO SQUARES

AT ALL SPLICES AND TIE AT 3 FOOT CENTERS.

R10. ALL LAP REINFORCING TO DEVELOP FULL TENSION CAPACITY OF THE SMALLER

BAR REINFORCEMENT UNLESS OTHERWISE NOTED ON THE DRAWINGS.

R11. PROVIDE BAR SUPPORTS, SPACES, AND ACCESSORIES RECOMMENDED IN THE LATEST ADDITION OF THE ACI DETAILING MANUAL, PUBLICATION SP-66. ALL REINFORCEMENT DETAILING, LAP SPLICES, AND EMBEDMENTS SHALL CONFORM TO THIS MANUAL. ALL ACCESSORIES, SUCH AS SLAB BOLSTERS AND BEAM AND SLAB CHAIRS IN CONTACT WITH EXPOSED SURFACES, SHALL BE ZINC COATED OR PLASTIC TYPE.

R12. PIPES OR CONDUITS SHALL NOT BE PLACED IN SLABS ON GRADE OR ELEVATED SLABS.

R13. CONCRETE WALLS SHALL BE CAST IN PANELS NOT EXCEEDING 60 FEET IN LENGTH.

REINFORCED CONCRETE NOTES (CONT)

R14. DETAILING OF REINFORCEMENT SHALL BE ACCORDING TO THE LATEST EDITION OF ACI 315

"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES".

R15. SET SECURELY AND TIE ALL REINFORCEMENT BEFORE PLACING CONCRETE.

SETTING DOWELS AND REINFORCEMENT INTO WET CONCRETE IS PROHIBITED.

R16. ALL REINFORCING WILL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS.

R17. FOR CONCRETE FILL AND TOPPINGS, PLACE CONSTRUCTION AND EXPANSION JOINTS AT THE SAME

LOCATION AS THE CONSTRUCTION AND EXPANSION JOINTS IN THE SUPPORTING CONCRETE.

R18. BUILD ALL CONCRETE MAT FOUNDATIONS, BASE SLABS, WALLS, AND FLOORS TO MINIMIZE THE EFFECTS OF SHRINKAGE BY CASTING ALTERNATE SECTIONS. ADJACENT SECTIONS MAY BE CAST WHEN PREVIOUSLY PLACED SECTION HAS CURED FOR 48 HOURS AFTER ITS INITIAL SET. CURING REQUIREMENTS ARE

SPECIFIED IN SECTION 03300, CAST-IN-PLACE CONCRETE OF THE SPECIFICATIONS.

R19. EXPOSED EDGES OF CONCRETE ELEMENTS, SUCH AS PILASTERS, CURBS, AND EQUIPMENT

PADS, WILL HAVE 1 INCH CHAMFER.

R20. ALL KEYS SHALL BE 2"x4" (NOMINAL) UNLESS SHOWN OTHERWISE ON DRAWINGS.

R21. NOT ALL OPENINGS THROUGH CONCRETE SLABS AND WALLS ARE SHOWN ON STRUCTURAL DRAWINGS.

OPENINGS INDICATED, OR ANY ADDITIONAL OPENINGS OR INSERTS REQUIRED, SHALL BE VERIFIED WITH

RESPECTIVE TRADES BEFORE POURING OF CONCRETE.

R22. USE NON-SHRINK, NON-METALLIC GROUT WHERE INDICATED. SEE SECTION 03300, CAST-IN-PLACE CONCRETE

OF THE SPECIFICATIONS FOR ALL THE REQUIREMENTS.

R23. SEE ARCHITECTURAL DRAWINGS FOR FINISHES, DEPRESSIONS, REGLETS,

NOTCHES, AND OTHER ARCHITECTURAL FEATURES.

R24. PROVIDE SEALANT JOINTS FOR ALL EXPOSED TO VIEW CONSTRUCTION JOINTS,

CONTROL JOINTS, AND SHEAR KEYS.

R25. SET ANCHOR BOLTS AND EMBEDDED PLATES REQUIRED FOR CONNECTION OF WORK FURNISHED

BY OTHER TRADES FOR INSTALLATION AS PART OF THEIR SCOPE OF WORK.

R26. PROVIDE A MINIMUM OF #4 AT 12 EACH WAY, EACH FACE FOR ALL WALLS, FOOTINGS,

PITS, OR PADS, UNLESS NOTED OTHERWISE.

R27. PROVIDE CONCRETE PADS FOR MECHANICAL EQUIPMENT ACCORDING TO THE REQUIREMENTS

OF THE MANUFACTURER AND IN ACCORDANCE WITH THE TYPICAL DETAILS. ALWAYS PROVIDE

A MINIMUM REINFORCEMENT FOR PADS, UNLESS NOTED OTHERWISE.

COORDINATE LOCATIONS WITH MECHANICAL WORK.

R28. PROVIDE CONDENSATE PITS AND OTHER DEPRESSIONS OR CURBS AS REQUIRED

FOR COMPLETION OF THE MECHANICAL WORK.

R29. NO CONCRETE SHALL BE PLACED BEFORE REVIEW AND APPROVAL OF THE REINFORCING AND

EMBEDDED ITEMS HAVE BEEN OBTAINED FROM THE ARCHITECT / ENGINEER.

R30. WHEN REINFORCEMENT IS PLACED IN TWO OR MORE LAYERS, BARS IN THE UPPER LAYERS

SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER WITH A CLEAR

DISTANCE BETWEEN THE LAYERS NOT LESS THAN ONE INCH.

R31. FLOOR SLOPES WILL BE AN INTEGRAL PART OF STRUCTURAL SLABS. SEPARATE CONCRETE FILL IS NOT PERMITTED UNLESS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS. CONCRETE CAST ON SLOPED SURFACES, SHALL BEGIN AT THE LOWEST ELEVATION AND CONTINUE MONOLITHICALLY TOWARD

THE HIGHER ELEVATIONS UNTIL THE INTENDED POUR IS COMPLETED.

REINFORCED CONCRETE MASONRY

M1. ALL REINFORCED CONCRETE MASONRY SHALL CONFORM TO ACI 530 -13 " BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES" AND ACI-530.1-13 "SPECIFICATION FOR

MASONRY STRUCTURES" FOR THE DESIGN AND CONSTRUCTION OF LOAD-BEARING

CONCRETE MASONRY AND TO THE NINTH EDITION OF THE MASSACHUSETTS STATE

BUILDING CODE. IN CASE OF CONFLICT, THE MASSACHUSETTS STATE BUILDING

CODE SHALL GOVERN.

M2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE N,

TYPE I, NORMAL WEIGHT WITH AN AVERAGE MINIMUM COMPRESSIVE

STRENGTH OF 2,000 POUNDS PER SQUARE INCH ON THE NET AREA.

M3. MORTAR SHALL CONFORM TO ASTM C270, TYPE S, AND SHALL DEVELOP A

COMPRESSIVE STRENGTH OF 1,800 POUNDS PER SQUARE INCH AT 28 DAYS.

M4. GROUT SHALL CONFORM TO ASTM C476, FINE TYPE, AND SHALL HAVE A MINIMUM 28 DAY

COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.

M5. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60

TYPICALLY, REINFORCING BARS BEING WELDED SHALL CONFORM TO

A706, GRADE 60. DEFORMED HORIZONTAL TRUSS REINFORCING

MATERIAL SHALL CONFORM TO ASTM A82 AND SHALL HAVE MINIMUM

CROSS-SECTIONAL AREAS INDICATED ON PLANS OR IN SECTIONS.

M6. PROVIDE HORIZONTAL AND VERTICAL REINFORCING AS NOTED ON THE

DRAWINGS AND FILL ALL REINFORCED BLOCK CELLS WITH GROUT.

M7. GROUTING SHALL BE LIMITED TO A MAXIMUM WALL HEIGHT OF 4 FEET PER LIFT.

M8. REINFORCE CMU AT ALL ELEVATORS, STAIRS, AND MEANS OF EGRESS AND

EXTERIOR WALLS WITH A MINIMUM #7 @ 48" ON CENTER VERTICALLY.

M9. PROVIDE 48 DIAMETER LAPS FOR ALL REINFORCING UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL NOTES

S1. ALL STEEL WORK SHALL CONFORM TO THE AISC 360-10 SPECIFICATIONS FOR STRUCTURAL STEEL

BUILDINGS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND TO THE

NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE. IN CASE OF

CONFLICT, THE MASSACHUSETTS STATE BUILDING CODE SHALL GOVERN.

S2. THE STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A. ALL STRUCTURAL WIDE FLANGE SHAPES: ASTM A992 FY = 50KSI,

HAVING A MINIMUM YIELD STRENGTH OF 50 KSI, UNLESS OTHERWISE NOTED.

B. BARS, PLATES, CHANNELS, AND CONNECTION ANGLES: ASTM A36,

UNLESS NOTED OTHERWISE.

C. STRUCTURAL TUBES: ASTM A500, GRADE C. FY = 50KSI.

D. STRUCTURAL PIPES: ASTM A53, GRADE B OR ASTM A501.

E. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554.

S3. ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS D1.1 STRUCTURAL WELDING CODE.

S4. BOTTOM OF DECK ELEVATIONS REFER TO TOP ELEVATION OF SUPPORTING ELEMENT

INCLUDING JOISTS, BEAMS, PLATES, TEES, ANGLES, ETC.

S5. TOP-OF-STEEL ELEVATIONS INDICATED ON THE DRAWINGS REFER TO TOP OF TOP-BEAM

FLANGE UNLESS NOTED OTHERWISE ON PLANS.

S6. DESIGN AND DETAIL OF ALL CONNECTIONS SHALL BE ACCORDING TO AISC.

S7. THE BEAM CONNECTION DESIGN SHOULD ACCOUNT FOR REACTIONS OF MEMBERS SUPPORTED

BY THE BEAM NEAR SUPPORTS CONCENTRATED LOADS WITHIN ONE THIRD THE SPAN OF THE

BEAM CLOSER TO THE SUPPORT AND/OR VERTICAL COMPONENTS OF FORCE IN DIAGONAL

BRACING MEMBERS FRAMING INTO THE MEMBERS.

S8. ALL CONNECTIONS SHALL BE BOLTED WITH ASTM A325 HIGH-STRENGTH BOLTS OR WELDED IN

ACCORDANCE TO AWS AND WITH THE AISC MANUAL REQUIREMENTS UNLESS NOTED OTHERWISE.

S9. ALL CONNECTIONS SHALL BE DOUBLE ANGLE CONNECTORS DESIGNED FOR A BEAM

REACTION "R" DETERMINED BY THE MEMBER CAPACITY AS SPECIFIED BY AISC EXCEPT

COMPOSITE STRUCTURAL STEEL BEAMS AND GIRDERS WHICH SHALL BE DESIGNED

USING THE REACTION "R" MODIFIED BY THE MAGNIFICATION FACTOR AS FOLLOWS:

FOR STEEL SECTION DEPTH = "D"

"RC" = REQUIRED CONNECTION CAPACITY FOR COMPOSITE BEAMS.

- FOR "D" GREATER THAN OR EQUAL TO 24", RC = 1.5R

- FOR "D" GREATER THAN OR EQUAL TO 21", BUT LESS THAN 24", RC = 1.75R

- FOR "D" GREATER THAN OR EQUAL TO 14", BUT LESS THAN 21", RC = 2. OR

- FOR "D" LESS THAN 14" RC = 2.25R

ADD TO "R" OR "RC" THE LOADS OR REACTIONS OF MEMBERS SUPPORTED BY THE BEAM

NEAR SUPPORTS AND/OR VERTICAL COMPONENTS OF FORCE IN DIAGONAL BRACING

MEMBERS FRAMING INTO THE MEMBER.

STRUCTURAL STEEL NOTES (CONT)

S10. SHOP CONNECTIONS MAY BE BOLTED OR WELDED, UNLESS THE CONNECTION METHOD IS SPECIFICALLY

INDICATED ON THE STRUCTURAL DRAWINGS.

S11. THE CONTRACTOR SHALL SUPPLY ALL PLATES, CLIPS, SET ANGLES, CONNECTIONS, ETC. AS REQUIRED FOR COMPLETION OF THE STRUCTURE, EVEN IF SUCH ITEMS ARE NOT EXPLICITLY CALLED FOR ON THE

ARCHITECTURAL OR STRUCTURAL DRAWINGS.

S12. THE CONTRACTOR SHALL PROVIDE ALL EMBEDDED PLATES, SLEEVES, BOX-OUTS, CONDUITS, ETCETERAS, AS

REQUIRED BY OTHER TRADES IN THE CONCRETE STRUCTURE.

S13. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD NEW STRUCTURE FOR WIND AND CONSTRUCTION LOADS. THE STEEL FRAME IS A NON-SUPPORTING STEEL FRAME IN ACCORDANCE WITH SECTION 7.9.3 OF THE AISC CODE OF STANDARD PRACTICE IT RELIES ON THE INTERACTION BETWEEN THE METAL ROOF DECK, THE CONCRETE COMPOSITE FLOOR, BRACED FRAMES, AND MASONRY SHEAR WALLS FOR STABILITY. THE CONTRACTOR IS TO PROVIDE TEMPORARY SUPPORTS UNTIL ALL ELEMENTS REQUIRED FOR STABILITY OF THE STEEL FRAME ARE COMPLETED.

S14. PROVIDE ANCHOR BOLTS, SETTING PLATES, AND EMBEDDED PLATES TO BE SET BY OTHERS.

S15. PROVIDE 1/4" THICK LEVELING PLATES FOR USE IN ALIGNING AND SETTING ANCHOR BOLTS AND BASE PLATES.

S16. MOMENT CONNECTIONS BETWEEN BEAMS AND COLUMNS INDICATED ON THE DRAWINGS SHALL BE DESIGNED AND DETAILED FOR THE FULL MOMENT CAPACITY OF THE CONNECTING MEMBERS, UNLESS NOTED OTHERWISE.

S17. ALL TUBE STEEL COLUMN CAP PLATES ARE TO BE 1/2" THICK MINIMUM EXCEPT MOMENT FRAMED COLUMNS ARE TO BE 3/4" THICK MINIMUM OR MATCH BEAM FLANGE, WHICH EVER IS GREATER, UNLESS OTHERWISE NOTED.

S18. PROVIDE 1/4" THICK CLOSURE PLATES AT ALL OPEN ENDED TUBE STEEL MEMBERS.

S19. STEEL FRAMING SHALL NOT BE CANTED UNLESS SPECIFICALLY NOTED AS "CANTED" ON THE

STRUCTURAL DRAWINGS. WHERE THE DECK SLOPE ACROSS THE BEARING SURFACE IS GREATER

THAN 1:24, PROVIDE STEEL SHIMS FOR ADEQUATE BEARING OF STEEL DECK.

STEEL DECK

SD1. ALL STEEL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF

NC1.0 - 10 STANDARD FOR NONCOMPOSITE STEEL FLOOR DECK.

RD1.0 - 10 STANDARD FOR STEEL FLOOR DECK.

SD1-C - 2011 STANDARD FOR COMPOSITE STEEL FLOOR DECK SLABS.

SD1 - QA/QC - 2011 STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FOR INSTALLATION OF STEEL DECK, OF THE STEEL DECK INSTITUTE AND THE NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE.

IN CASE OF CONFLICT, THE MASSACHUSETTS STATE BUILDING CODE SHALL GOVERN.

SD2. STEEL DECK UNITS SHALL BE FORMED FROM STEEL SHEETS CONFORMING TO ASTM A611, OR A653.

WHERE GALVANIZED DECK IS INDICATED, SHEETS SHALL BE COATED WITH A ZINC

COATING CONFORMING TO ASTM A653, G-60 COATING FOR FLOOR DECK AND FORM DECK AND G-90

COATING FOR ROOF DECK.

SD3. STEEL DECKING SHALL BE FASTENED TO ALL SUPPORTING STEEL MEMBERS AS FOLLOWS AND AS

SHOWN ON THE STRUCTURAL DRAWINGS:

1-1/2" DEEP DECK:

FIELD: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT EACH RIB, 6" ON CENTER;

PERIMETER: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT 6" ON CENTER

OPENINGS: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT 6" ON CENTER

CORNERS: ONE 3/4" DIAMETER ROUND SPOT WELD TO STEEL SUPPORTS

SIDELAPS: NO. 10 TEK SCREWS AT 1'-0" ON CENTER AT SIDELAPS BETWEEN SUPPORTS

3" DEEP DECK:

FIELD: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT EACH RIB, 8" ON CENTER;

PERIMETER: 3/4" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT 8" ON CENTER

OPENINGS: 3/4" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT 8" ON CENTER

CORNERS: TWO EACH 3/4" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS

SIDELAPS: NO. 10 TEK SCREWS AT 1'-0" ON CENTER AT SIDELAPS BETWEEN SUPPORTS.

2" AND 3" DEEP COMPOSITE DECK:

FIELD: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT EACH RIB, 12" ON CENTER;

PERIMETER: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT 12" ON CENTER

OPENINGS: 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS AT 12" ON CENTER

CORNERS: ONE EACH 5/8" DIAMETER ROUND SPOT WELDS TO STEEL SUPPORTS

SIDELAPS: NO. 10 TEK SCREWS AT 2'-0" MAXIMUM ON CENTER OR CLOSER TO SUPPORT WET

CONCRETE AND CONSTRUCTION LOADS AT SIDELAPS BETWEEN SUPPORTS.

SPOT WELDS SHALL BE FULLY JOINED ALL AROUND TO THE DECK . AFTER WELDING, ALL

ROOF DECK WELDS SHALL BE PAINTED WITH ZRC COLD GALVANIZING COMPOUND.

SD4. STEEL DECK SIZES, GAGES, AND MINIMUM PROPERTIES SHALL BE AS

INDICATED ON DRAWINGS OR IN SPECIFICATIONS.

SD5. PROVIDE MINIMUM 16 GAGE SCREED ANGLE OR GREATER WHERE REQUIRED AT

PERIMETER OF BUILDING AND ALL OPENINGS IN CONCRETE SLAB ON

STEEL DECK, UNLESS OTHERWISE NOTED.

DESIGN LOADS

D1. ROOF SNOW LOADS

SNOW GROUND LOAD, Pg = 50 PSF FLAT ROOF SNOW LOAD Pf = 39 PSF (PARTIALLY EXPOSED)

ALLOWANCE FOR DRIFTING PER MASSACHUSETTS STATE BUILDING CODE

D2. FLOOR LIVE LOADS

MECHANICAL ROOMS .................................................. 150 PSF MIN

PUBLIC GATHERING AREAS ........................................ 100 PSF

STAIRS/LOBBY ............................................................... 100 PSF STORAGE ....................................................................... 125 PSF

TYPICAL CONCENTRATED LOAD .................................. 1,000 POUNDS

FUTURE PHOTOVOLTAIC PANELS................................ 15 PSF

CLASSROOMS ...................................................................40PSF + 15 PSF PARTITIONS

LIBRARY READING ROOM ................................................60PSF

CORRIDORS ABOVE FIRST FLOOR .................................80PSF

CONCENTRATED LOAD IN AUDITORIUM .......................3000 LBS

STAGE LOADING PLATFORM ..........................................400 PSF

D3. WIND LOADS

AS PER THE NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE,

BASIC WIND SPEED 134 M.P.H.

EXPOSURE - C

WIND LOADS IN ACCORDANCE WITH ASCE7-10

D4. SEISMIC LOADS

AS PER THE NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE

SEISMIC DESIGN CATEGORY ...................................... B

SOIL PROFILE TYPE .................................................... SITE CLASS D

MAPPED SPECTRAL RESPONSE

ACCELERATIONS ........................................................... Ss = 0.263

S = 0.078

BASIC SEISMIC FORCE RESISTING SYSTEMS

STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

AND INTERMEDIATE REINFORCED MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR .......................... R = 3.0

DEFLECTION AMPLIFICATION FACTOR ..................... Cd = 3.0

ANALYSIS PROCEDURE ............................................... EQUIVALENT LATERAL FORCE

SEISMIC IMPORTANCE FACTOR, I = 1.25

RISK CATEGORY

SPECTRAL RESPONSE COEFFICIENT ........................ SDs = 0.279

SD1 = 0.125

AREA A AND B:

SEISMIC RESPONSE COEFFICIENT .............................. CS = 0.1161

DESIGN BASE SHEAR ...................................................... V = 1163 KIPS

AREA C:

SEISMIC RESPONSE COEFFICIENT .............................. CS = 0.1161

DESIGN BASE SHEAR ...................................................... V = 1603 KIPS

AREA D:

SEISMIC RESPONSE COEFFICIENT ............................... CS = 0.1161

DESIGN BASE SHEAR ....................................................... V = 588 KIPS

NOTE:

ALL STRUCTURAL STEEL SHAPES, PLATES, BARS, RELATED FASTENERS

AND ANCHORS SHOWN ON THE STRUCTURAL DRAWINGS ARE FURNISHED

AND INSTALLED UNDER SPECIFICATION SECTION 051200 UNLESS NOTED

OTHERWISE ON THE STRUCTURAL DRAWINGS.

ALL BEARING PLATES BUILT INTO MASONRY WALLS ARE FURNISHED

UNDER SPECIFICATION SECTION 051200 AND INSTALLED UNDER

SPECIFICATION SECTION 042000.

FOUNDATION NOTES

F1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY PES ASSOCIATES SEPTEMBER 23, 2019. REFER TO BORING LOGS

AND TEST PIT DATA IN THE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

F2. FOOTINGS SHALL BEAR TYPICALLY ON FILL IMPROVED GROUND, ON UNDISTURBED NATURAL SOIL OR COMPACTED STRUCTURAL FILL PLACED OVER UNDISTURBED NATURAL SOILS HAVING A MINIMUM BEARING CAPACITY OF 3 TONS PER SQUARE FOOT. REFER TO EARTHWORK SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

F3. ALL BACKFILL UNDER STRUCTURAL SLABS, MATS, AND FOOTINGS WILL BE ENGINEERED STRUCTURAL FILL COMPACTED IN SPECIFIED LIFTS TO 95 PERCENT OF MAXIMUM DRY DENSITY, UNLESS OTHERWISE INDICATED

OR SPECIFIED. REFER TO EARTHWORK SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

F4. PROVIDE SHEETING, BRACING, AND UNDERPINNING AS REQUIRED TO PRESERVE ADJACENT STRUCTURES.

F5. FOUNDATIONS AND SLABS SHALL NOT BE POURED IN WATER OR ON FROZEN GROUND.

F6. VERIFY LOCATIONS AND REQUIREMENTS FOR INSERTS, SLEEVES, CONDUITS, EMBEDMENTS, AND

PENETRATIONS WITH RESPECTIVE TRADES BEFORE PLACING CONCRETE.

F7. BLASTING, IF REQUIRED, SHALL BE COMPLETED BEFORE ANY CONCRETE IS PLACED.

F8. DOWELS FROM FOUNDATIONS INTO PIERS, PILE CAPS, COLUMNS, BUTTRESSES, OR WALLS SHALL BE THE SAME SIZE AND NUMBER AS REINFORCEMENT IN PIERS, COLUMNS, BUTTRESSES, OR WALLS

ABOVE, EXCEPT AS OTHERWISE SHOWN.

F9. CONTRACTOR SHALL PROVIDE CONTINUOUS DRAINAGE BY MECHANICAL METHODS TO CONTROL

SURFACE AND UNDERGROUND WATER, AS REQUIRED DURING CONSTRUCTION. REFER TO

EARTHWORK SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

F10. CONTRACTOR SHALL ENSURE THAT GROUND WATER LEVELS UNDER ADJACENT STRUCTURES AND PROPERTIES

ARE NOT ALTERED. REFER TO EARTHWORK SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

F11. ALL FOUNDATIONS UNITS (PIERS AND FOOTINGS) SHALL BE CENTERED UNDER SUPPORT MEMBERS, UNLESS NOTED OTHERWISE ON PLANS.

F12. COORDINATE UNDER FLOOR AND PERIMETER DRAIN REQUIREMENTS WITH ARCHITECTURAL,

CIVIL, AND PLUMBING DRAWINGS.

F13. THE OWNER AND ENGINEER ASSUME NO RESPONSIBILITY FOR THE VALIDITY OF THE SUBSURFACE CONDITIONS DESCRIBED ON THE DRAWINGS, SPECIFICATIONS, BORING LOGS, OR TEST PITS. THIS DATA IS INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT CONDITIONS ONLY OF THOSE SPECIFIED LOCATIONS AT THE PARTICULAR TIME THEY WERE MADE.

F14. CONTRACTOR SHALL INFORM THE ARCHITECT AND RELOCATE ANY EXISTING UTILITY LINES AS REQUIRED THAT MAY INTERFERE WITH NEW FOUNDATIONS. CONTRACTOR SHALL REMOVE ANY EXISTING UTILITY LINES

THAT ARE BEING ABANDONED IN THE VICINITY OF THE NEW FOUNDATION AND BACKFILL THE

AREA WITH COMPACTED STRUCTURAL FILL.

F15. SEE THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION AND OTHER SPECIFIC FOUNDATION

CONSTRUCTION REQUIREMENTS.

STEEL JOIST NOTES

SJ1. ALL STEEL JOISTS SHALL CONFORM TO SJI K-10 "STANDARD SPECIFICATION FOR OPEN WEB STEEL JOISTS K-SERIES", AND TO SJI LH/DLH-10 "STANDARD SPECIFICATION FOR LONGSPAN STEEL JOISTS LH-SERIES AND DEEP LONGSPAN STEEL JOISTS DLH-SERIES" OF THE STEEL JOIST INSTITUTE AND TO THE NINTH EDITION OF THE MASSACHUSETTS STATE BUILDING CODE. IN CASE OF CONFLICT, THE MASSACHUSETTS STATE BUILDING CODE SHALL GOVERN.

SJ2. ALL WELDING WILL BE IN ACCORDANCE WITH THE AWS D1.1 STRUCTURAL WELDING CODE.

SJ3. TOP AND BOTTOM CHORD OF ALL JOISTS SHALL BE OF DOUBLE ANGLES.

SJ4. STARTING POINTS FOR ALL JOIST SPACING ARE BASED ON A JOIST OCCURRING AT COLUMN CENTER LINES

UNLESS OTHERWISE NOTED ON PLANS.

SJ5. ALL CONTINUOUS HORIZONTAL BRIDGING SHALL CONSIST OF TWO MEMBERS WITH ONE MEMBER AT TOP CHORD OF JOIST AND THE OTHER AT THE BOTTOM CHORD OF JOIST. ATTACH BY WELDING AT POINT OF CONTACT WITH EACH JOIST.

SJ6. ALL BOLTED DIAGONAL BRIDGING SHALL CONSIST OF 2 MEMBERS BOLTED TO TOP CHORD OF JOIST AND

BOTTOM CHORD OR FLANGE OF ADJACENT MEMBER AND BOLTED TOGETHER AT INTERSECTION.

SJ7. DESIGN JOISTS AND PROVIDE UPLIFT BRIDGING FOR UPLIFT WIND LOADS AS PER SPECIFICATIONS.

PROVIDE BRIDGING AT FIRST BOTTOM CHORD PANEL POINT AT BOTH ENDS OF JOIST.

CONVENTIONAL WOOD FRAMING NOTES

CW1. ALL SAWN LUMBER FRAMING MEMBERS SHALL BE SPRUCE-PINE-FIR (SPF) OR DOUGLAS FIR-LARCH (DF)

AS NOTED ON THE PLANS WITH THE FOLLOWING MINIMUM GRADES:

SPRUCE-PINE-FIR (SPF):

A. JOISTS, RAFTERS, WOOD PLANKING AND BUILT-UP BEAMS, WALL STUDS AND LINTELS;

SELECT STRUCTURAL GRADE (Fb = 1250 PSI).

B. SILLS AND PLATES; NO. 1/NO. 2 GRADE (Fb = 875 PSI).

C. SOLID WOOD POSTS; NO. 1/NO. 2 GRADE (Fb = 875 PSI, Fc PARALLEL = 800 PSI).

D. BRIDGING, BLOCKING AND NAILERS; NO. 1/NO. 2 GRADE (Fb = 875 PSI).

E. SOLID BEAMS, SELECT STRUCTURAL (Fb = 1110 PSI).

DOUGLAS FIR-LARCH (DF):

A. JOISTS; SELECT STRUCTURAL GRADE (Fb = 1500 PSI).

B. NAILER; NO. 1 GRADE (Fb = 1000 PSI, Fc PARALLEL = 1500 PSI).

CW2. ALL "GLULAM" MEMBERS SHALL BE DOUGLAS FIR-LARCH WITH THE FOLLOWING MINIMUM GRADES:

A. BEAMS: 24F-V4 DF/DF

NOTE: BOTTOM TWO LAMINATIONS SHALL MEET REQUIREMENTS BELOW.

EX = 1.8 x 10 6 PSI

F+BX = 2400 PSI

F-BX = 1850 PSI

FC PERP = 650 PSI

FVX = 265 PSI

FBY = 1450 PSI

FVY = 230 PSI

FT = 1100 PSI

B. GIRTS: 24F-V8 DF/DF

NOTE: OUTER TWO LAMINATIONS SHALL MEET REQUIREMENTS BELOW.

EX = 1.8 x 10 6 PSI

F+BX = 2400 PSI

F-BX = 2400 PSI

FC PERP = 650 PSI

FVX = 265 PSI

FBY = 1550 PSI

FVY = 230 PSI

FT = 1100 PSI

C. COLUMNS: DFL2

NOTE: OUTER TWO LAMINATIONS SHALL MEET REQUIREMENTS BELOW.

E = 1.6 x 10 6 PSI

FC = 560 PSI

FT = 1250 PSI

FC = 1950 PSI

FBX = 1700 PSI

FVX = 265 PSI

FBY = 1800 PSI

FVY = 230 PSI

CW3. ALL WOOD DECKING SHALL BE DOUGLAS FIR-SOUTH SELECTED:

E = 1,400,000 PSI

FB = 1650 PSI

FC PERP = 520 PSI

CW4. UNLESS NOTED OTHERWISE, ALL NAILING AND FASTENING SHALL BE IN ACCORDANCE

WITH TABLE 2304.10.1 FASTENING SCHEDULE, INTERNATIONAL BUILDING CODE.

CW5. WOOD SILLS BENEATH ALL INTERIOR AND EXTERIOR BEARING WALLS AND ALL MEMBERS

EXPOSED TO WEATHER OR MOISTURE SHALL BE PRESERVATIVE TREATED IN ACCORDANCE

WITH THE "AMERICAN WOOD PRESERVERS ASSOCIATION, STANDARD C1".

CW6. ALL STUD WALLS, BEARING AND NON-BEARING, SHALL HAVE A MINIMUM OF ONE ROW OF

CONTINUOUS 2X SOLID BLOCKING BETWEEN STUDS AT MID-HEIGHT. BLOCKING SIZE TO

MATCH STUD SIZE. EXCEPT AS OTHERWISE NOTED.

CW7. FRAMING MEMBERS SHALL NOT BE NOTCHED, CUT OR ALTERED IN THE FIELD WITHOUT

THE SPECIFIC APPROVAL OF THE ENGINEER.

CW8. ALL METAL CONNECTORS FOR WOOD CONSTRUCTION SHALL BE FACTORY GALVANIZED

METAL SHAPES AS MANUFACTURED BY "SIMPSON STRONG-TIE COMPANY, INC." OR

APPROVED EQUAL. ALL METAL CONNECTORS SHALL BE ATTACHED BY THE GENERAL

CONTRACTOR PER THE MANUFACTURERS SPECIFICATIONS.

CW9. ALL ROOF SHEATHING SHALL BE 5/8" INCH APA RATED PLYWOOD SHEATHING 32/16. USE

EXPOSURE 1, STRUCTURAL 1, C-D, PANELS, EXCEPT USE EXTERIOR PANELS FOR STARTER

STRIPS ALONG EAVES AND WHEN LONG CONSTRUCTION DELAYS ARE ANTICIPATED. APPLY

PANELS WITH THE FACE GRAIN PERPENDICULAR TO THE RAFTERS OR TRUSSES AND CONTINUOUS OVER TWO OR MORE SPANS. ATTACH PANELS WITH 10d COMMON NAILS AT 6 INCHES ON CENTER

AT PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS.

STRUCTURAL DESIGN

KEY PLAN

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EXPANSION JOINT

EXPANSION JOINT

THIS SHEET WAS PREVIOUSLY ISSUED AS

PART OF AN EARLY RELEASE PACKAGE.

THE EARLY RELEASE PACKAGE INCLUDED

ADDENDA AND BULLETIN CHANGES THAT

HAVE BEEN INCORPORATED FOR CONVENIENCE,

HOWEVER REVISION CLOUDS AND TRACKING

HAVE BEEN REMOVED FROM THIS SET FOR

CLARITY. REFER TO DRAWING LIST FOR

ADDITIONAL INFORMATION REGARDING ERP.

SPECIAL EARLY RELEASE NOTE:

PROJECT NUMBER:

SHEET TITLE:

SHEET NUMBER:

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COPYRIGHT © 2019 by Dore & Whittier Architects, Inc. (D+W).

These documents are D+W's instruments of service and as such, D+W retains all copyrights, common law, and statutory rights. Use of these documents without D+W's express written permission will result in copyright infringement.

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SEAL AND SIGNATURE:

REVISIONS:

ISSUE TITLE AND DATE:

212 BATTERY STREET

260 MERRIMAC ST. BUILDING 7, 2ND FLOOR

P: 802.863.1428

VERMONT

BURLINGTON, VT 05401

MASSACHUSETTS

NEWBURYPORT, MA 01950

P: 978-499-2999

WWW.DOREANDWHITTIER.COM

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GENERAL

NOTES

S0.01

CONFORMED CONSTRUCTION

SET

UNIT PRICES-

PROVIDE UNIT PRICES AS PART OF THE BID FOR THE FOLLOWING:

1.) STRUCTURAL STEEL BEAMS, ANGLES, PLATES, COLUMNS, ETC. THE UNIT PRICE SHALL

INCLUDE WEIGHT OF THE STEEL, COST OF DETAILING, FABRICATION, DELIVERY AND INSTALLATION.

PROVIDE THE UNIT PRICE FOR THE FOLLOWING, USING UNIT MEASUREMENT AS TON:

A. STRUCTURAL STEEL; UNIT WEIGHT UP TO 15 LB/LF.

B. STRUCTURAL STEEL; UNIT WEIGHT 15 TO 30 LB/LF.

C. STRUCTURAL STEEL; UNIT WEIGHT 30 TO 60 LB/LF.

D. STRUCTURAL STEEL; UNIT WEIGHT MORE THAN 60 LB/LF.

2.) COST OF REINFORCEMENT OF BEAMS IN THE SHOP FOR PENETRATIONS FOR DUCTS AND OTHER UTILITIES PER DETAIL 8 ON DRAWING S0.04 AT 10 LOCATIONS. IN ADDITION, PROVIDE UNIT COST OF EACH ADDITIONAL REINFORCEMENT DETAIL AND CREDIT FOR UNIT COST OF EACH DETAIL THAT IS

REDUCED FROM ALLOWANCE OF 10 UNITS.

3.) COST OF PROVIDING UNREINFORCED PENETRATIONS THROUGH STEEL BEAMS FOR DUCTS AND OTHER UTILITIES AT 10 LOCATIONS. IN ADDITION, PROVIDE UNIT COST OF EACH ADDITIONAL

PENETRATION AND CREDIT FOR UNIT COST OF EACH DETAIL THAT IS REDUCED FROM

ALLOWANCE OF 10 PENETRATIONS.

4.) COST OF PROVIDING FRAMES FOR OPENINGS THROUGH ROOF PER DETAIL B ON DETAIL 2

ON DRAWING S0.06 AT 10 LOCATIONS. IN ADDITION, PROVIDE A UNIT COST IF THESE

FRAMES WERE TO BE INSTALLED AFTER ALL OF THE STRUCTURAL STEEL HAS BEEN

ERECTED. IN ADDITION, PROVIDE UNIT COST OF EACH ADDITIONAL FRAME AND CREDIT

FOR UNIT COST OF EACH FRAME THAT IS REDUCED FROM ALLOWANCE OF 10 UNITS.

NO. DATE TITLE

4 03/02/2020 ERP - ADDENDUM-4

5 03/16/2020 ERP - ADDENDUM-5

6 05/08/2020 ERP BULLETIN 1

https://app.procore.com/1115437/project/drawing_areas/804574/drawing_log/126827611 https://app.procore.com/1115437/project/drawing_areas/804574/drawing_log/126827651

C.10

C.22

3.12

3.16

3.27

3.30

4.18

4.33

4.35

4.55

3.10

D.10

D.10

D.12

D.12

D.30

D.30

D.40

D.40

D.60

D.60

D.72

D.72

D.70

D.70

D.80

D.80

C.15

C.30

3.26

3.34

3.40

3.60

3.41

3.42

C.42

C.40C.60C.72

C.85

C.85C.92

3.33

3.23

3.13

3.15

3.20

C.90 C.80

C.80

C.52C.55

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D.65

D.65

4.30

4.40

C.77

3.57

3.28

4.58

D.71

D.71

3.61

C.28

4.11

C.27

C.50

C.37C.62 C.32

A4.10

N25

A4.10

H25

A4.10

T25

A4.10

C25

C.26

C.24

C.65

C.70 C.54

C.75

C.95

C.95

A.60

B.10B.15

B.20

B.20

B.25

B.25

B.30B.35

B.35

B.40

B.40

B.50

B.50

B.42

2.15

2.20

2.25

2.30

2.40 2.32

B.17

B.45

2.26

2.19

B.47

B.47

B.56

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A.10

A.10

A.20

A.20

A.30

A.30

A.40

A.40 A.50

1.10

1.20

1.30

1.40

1.50

D.45

D.45

3.35

3.17

4.54

1.45

D.44

B.29

2.27

3.22

3.25

3.29

3.36

4.15

1.35

2.10

C.81

C.63 C.31

3.19

3.31

C.23

D.75

D.75

C.93

3.24

3.32

4.28

C.14

C.51

C.51

D.66

C.79

1.21

1.29

1.39

D.20

D.20

D.50

D.50

C.89

D.11

D.11

B.51

B.09

C.29

C.61

C.59

3.62

3.63

SOLAR READY ZONE

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COPYRIGHT © 2019 by Dore & Whittier Architects, Inc. (D+W).

These documents are D+W's instruments of service and as such, D+W retains all copyrights, common law, and statutory rights. Use of these documents without D+W's express written permission will result in copyright infringement.

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REVISIONS:

ISSUE TITLE AND DATE:

212 BATTERY STREET

260 MERRIMAC ST. BUILDING 7, 2ND FLOOR

P: 802.863.1428

VERMONT

BURLINGTON, VT 05401

MASSACHUSETTS

NEWBURYPORT, MA 01950

P: 978-499-2999

WWW.DOREANDWHITTIER.COM

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NO. DATE TITLE

https://app.procore.com/1115437/project/drawing_areas/804574/drawing_log/126841485 https://app.procore.com/1115437/project/drawing_areas/804574/drawing_log/126841485 https://app.procore.com/1115437/project/drawing_areas/804574/drawing_log/126841485 https://app.procore.com/1115437/project/drawing_areas/804574/drawing_log/126841485