A GENERAL
A1
STRUCTURAL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE MASSACHUSETTS BUILDING CODE, NINTH EDITION AND THE INTERNATIONAL
BUILDING CODE, 2015.
A2
VERIFY AND COORDINATE ALL NEW AND EXISTING DIMENSIONS RELATED TO THIS PROJECT.
A3
TYPICAL DETAILS AND NOTES SHOWN ON STRUCTURAL DRAWINGS SHALL BE APPLICABLE TO ALL PARTS OF THE STRUCTURAL WORK EXCEPT WHERE
SPECIFICALLY REQUIRED OTHERWISE BY CONTRACT DOCUMENTS.
A4
DETAILS NOT SPECIFICALLY SHOWN SHALL BE SIMILAR TO THOSE SHOWN FOR THE MOST NEARLY SIMILAR CONDITION AS DETERMINED BY THE ARCHITECT.
A5
IF IN THE COURSE OF EXECUTION OF THE STRUCTURAL WORK, ANY PORTION OF THE COMPLETED STRUCTURE DOES NOT MEET THE REQUIREMENTS OF THE
CONTRACT DOCUMENTS AS DETERMINED BY THE ARCHITECT, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF
REMEDIAL ACTION TO ENSURE THAT THE COMPLETED WORK IS IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. A DESCRIPTION OF THE
NON-CONFORMING WORK SHALL BE SUBMITTED ALONG WITH THE PROPOSED REMEDIAL ACTION TO THE ARCHITECT FOR REVIEW AND APPROVAL PRIOR TO
IMPLEMENTATION.
A6
THE BASE BUILDING STRUCTURE WAS DESIGNED TO RESIST THE LOADS DESCRIBED IN GENERAL NOTES SECTION ******DESIGN LOAD SECTION****** IN THE
COMPLETED CONDITION OF THE PROJECT. DURING CONSTRUCTION THE CONTRACTOR IS RESPONSIBLE TO VERIFY THE CAPACITY OF THE PARTIALLY
COMPLETED STRUCTURE TO RESIST LOADS DUE TO TEMPORARY CONDITIONS, CONSTRUCTION EQUIPMENT, STORED MATERIALS, SHORING, ETC.
A7
THE CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS FOR ALL PARTS OF THE WORK, INCLUDING DESCRIPTION OF DEMOLITION, AND
CONSTRUCTION METHODS AND SEQUENCING WHERE APPLICABLE. NO PERFORMANCE OF THE WORK INCLUDING, BUT NOT LIMITED TO, DEMOLITION OF
EXISTING STRUCTURE, OR FABRICATION OR ERECTION OF NEW STRUCTURAL ELEMENTS, SHALL COMMENCE WITHOUT REVIEW OF THE SHOP DRAWINGS BY
THE ARCHITECT.
A8
INFORMATION REGARDING EXISTING CONSTRUCTION IS BASED UPON AVAILABLE CONSTRUCTION DOCUMENTS PREPARED BY THE ARCHITECT, WHICH MAY
OR MAY NOT REFLECT ALL AS BUILT CONDITIONS. NOTIFY ARCHITECT OF ANY DISCREPANCIES DISCOVERED DURING THE COURSE OF CONSTRUCTION BEFORE
PROCEEDING WITH WORK IN THE AREA.
A9
UNLESS OTHERWISE SPECIFICALLY STATED IN WRITING, MARK-UPS ON REVIEWED OR APPROVED SHOP DRAWINGS OR SIMILAR SUBMISSIONS ARE TO
COMMUNICATE AND CONFIRM THE INTENT OF CONTRACT DOCUMENTS AND SHALL NOT BE CONSTRUED AS AUTHORIZING OR REQUESTING A CHANGE TO
ANY CONTRACT PRICE. IF A FABRICATOR OR CONTRACTOR BELIEVES THAT A CHANGE TO ANY CONTRACT PRICE SHOULD BE MADE, A WRITTEN REQUEST
SHALL BE SUBMITTED FOR A RECOMMENDATION BY THE ARCHITECT AND ACTION BY THE OWNER ALONG WITH A COST PROPOSAL FOR ANY PROPOSED
CHANGE PRIOR TO FABRICATION OR INSTALLATION OF ANY ITEM FOR WHICH A CHANGE IN CONTRACT PRICE IS REQUESTED. ANY CLAIM FOR ADDITIONAL
COMPENSATION FOR AN ITEM FABRICATED OR INSTALLED WITHOUT PRIOR WRITTEN APPROVAL OF A CHANGE IN CONTRACT PRICE FOR SUCH FABRICATION
AND/OR INSTALLATION WILL NOT BE ALLOWED.
B FOUNDATIONS
B1
FOUNDATIONS FOR THIS PROJECT CONSIST OF ISOLATED COLUMN FOOTINGS AND EXISTING WALL FOUNDATIONS.
B2
FOUNDATION UNITS SHALL BE CENTERED UNDER SUPPORTED STRUCTURAL MEMBERS, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
B3
PROVIDE TEMPORARY OR PERMANENT SUPPORTS, WEATHER SHORING, SHEETING, OR BRACING, SO THAT NO HORIZONTAL MOVEMENT OR VERTICAL
SETTLEMENT OCCURS TO EXISTING STRUCTURES, STREETS, SOIL OR UTILITIES ADJACENT TO THE PROJECT SITE.
B4
BOTTOM 3 INCHES OF EXCAVATIONS SHALL BE FINISHED BY HAND SHOVEL OR SMOOTH-EDGED EXCAVATOR BUCKET. FINAL SUBGRADES SHALL BE FIRM
AND FREE OF LOOSE AND/OR DISTURBED MATERIALS.
B5
CARRY OUT CONTINUOUS CONTROL OF SURFACE AND SUBSURFACE WATER DURING CONSTRUCTION SUCH THAT FOUNDATION WORK IS DONE IN DRY AND
ON UNDISTURBED SUBGRADE MATERIAL.
B6
CARRY OUT CONTINUOUS CONTROL OF SURFACE AND SUBSURFACE WATER UNTIL SUFFICIENT DEAD LOAD HAS ACCUMULATED TO PREVENT FLOTATION OF
ANY PART OF THE STRUCTURE.
B7
BACKFILL UNDER ANY PORTION OF THE STRUCTURE SHALL BE COMPACTED IN 6" LIFTS PER SPECIFICATION REQUIREMENTS.
B8
NO FOUNDATION CONCRETE SHALL BE PLACED IN WATER OR ON FROZEN SUBGRADE MATERIAL.
B9
PROTECT IN-PLACE FOUNDATIONS AND SLABS FROM FROST PENETRATION UNTIL THE PROJECT IS COMPLETED. REMOVE FROZEN SUBGRADE MATERIALS
AND REPLACE WITH GRANULAR FILL AS NECESSARY PRIOR TO PLACING NEW FILL MATERIALS AND/OR PLACING FOUNDATION UNITS.
B10
SHEETING, SHORING AND BRACING FOR THE LATERAL SUPPORT OF EXCAVATION SHALL REMAIN IN PLACE UNTIL ALL PERMANENT STRUCTURAL SYSTEMS
BELOW GROUND LEVEL ARE COMPLETE. FOR FURTHER INFORMATION ON LATERAL SUPPORT OF EXCAVATION, SEE SPECIFICATIONS.
B11
NO UTILITIES, PIPES, OR OTHER ELEMENTS SHALL PENETRATE A FOUNDATION ELEMENT EXCEPT AS SPECIFICALLY SHOWN ON THE DRAWINGS.
B12
WHERE SUITABLE BEARING MATERIAL IS NOT ENCOUNTERED AT THE SPECIFICIED BOTTOM OF FOUNDATION ELEVATION, OVEREXCAVATE TO SUITABLE
MATERIAL AND PLACE LEAN CONCRETE TO THE SPECIFIED BOTTOM OF FOUNDATION ELEVATION. IN ALL INSTANCES, THE SUITABILITY OF THE BEARING
MATERIAL SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER.
C CONCRETE
C1
CONCRETE WORK SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318-14), AND "SPECIFICATIONS FOR
STRUCTURAL CONCRETE" (ACI 301-05).
C2
CONCRETE SHALL BE CONTROLLED CONCRETE, PROPORTIONED, MIXED, AND PLACED IN THE PRESENCE OF A REPRESENTATIVE OF AN APPROVED TESTING
AGENCY.
C3
UNLESS NOTED OTHERWISE, CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AND BE OF A TYPE AS FOLLOWS:
C4
C5
C6
C7
C8
(A)
GENERAL CONCRETE, U.N.O.
4000 PSI (NORMALWEIGHT)
(B)
FOOTINGS, PIERS, SLAB ON GRADE
5000 PSI (NORMALWEIGHT)
CONCRETE SHALL BE PLACED WITHOUT HORIZONTAL CONSTRUCTION JOINTS EXCEPT WHERE SHOWN OR NOTED. VERTICAL CONSTRUCTION JOINTS AND
STOPS IN CONCRETE WORK SHALL BE MADE AT MIDSPAN OR AT POINTS OF MINIMUM SHEAR AS DETERMINED BY THE ARCHITECT.
ALLOW ADEQUATE TIME FOR CONCRETE TO CURE AND DRY TO PROPERLY APPLY ALL FINISHES DIRECTLY ADHERED TO FINISHED CONRETE SURFACES.
SIZE OF CONCRETE PLACEMENTS, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS:
MINIMUM OF 72 HOURS SHALL ELAPSE BETWEEN ADJACENT CONCRETE PLACEMENTS.
STRUCTURAL STEEL BELOW GRADE SHALL BE ENCASED IN CONCRETE WITH A MINIMUM COVER OF 2".
D REINFORCEMENT
D1
REINFORCEMENT WORK OF DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE" (ACI 318-08), "ACI DETAILING MANUAL - 2004" (SP-66); "CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION" (2009), AND "STRUCTURAL
WELDING CODE - REINFORCING STEEL" (AWS D1.4-98).
D2
STEEL REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL CONFORM TO THE FOLLOWING:
(A)
(B)
(C)
(D)
D3
D4
D5
D6
D7
D10
D11
ASTM A615 GRADE 60 (YIELD STRESS 60,000 PSI)
ASTM A706 GRADE 60 (YIELD STRESS 60,000 PSI)
ASTM A185
ASTM A775
E6
E7
E8
E9
E10
E11
E12
E13
E14
E15
E16
E17
E18
E19
E20
E21
JOIST AND RAFTER CONSTRUCTION SPANNING OVER 8'-0" MUST HAVE CROSS-BRIDGING OR SOLID BLOCKING AT THE CENTER OF THE
SPAN.
JOIST SUPPORT BY NAILING IS FORBIDDEN UNLESS USED WITH AN APPROVED HANGER.
MINIMUM BEARING FOR ALL JOISTS AND RAFTERS SHALL BE 4".
PARTITION AND OUTSIDE STUD WALLS SHALL BE BRIDGED ONCE IN THEIR STORY HEIGHT OR AT LEAST EVERY 4'-6".
ANCHOR BOLTS AND BOLTS FOR STRUCTURAL TIMBER SHALL BE ASTM A 307. STANDARD CUT WASHERS SHALL BE PROVIDED BETWEEN
WOOD AND BOLT HEAD AND BETWEEN WOOD AND BOLT NUT UNLESS STEEL PLATES OR PLATE WASHERS ARE USED.
INTERIOR PARTITIONS SHALL BE FRAMED WITH 2X4's AT 16" C/C (UNLESS NOTED ON THE PLANS).
ALL DOOR AND WINDOW LINTELS SHALL BE A MINIMUM OF 2X6's (UNLESS NOTED OTHERWISE ON THE PLANS).
NO JOIST SHALL BE NOTED OR DRILLED WITH HOLES WITHOUT THE SPECIFIC APPROVAL OF THE ENGINEER.
NO JOIST SHALL BE REPAIRED OR REINFORCED IN ANY WAY WITHOUT THE SPECIFIC APPROVAL OF THE ENGINEER.
BEAMS BUILT UP OF TIMBERS SHALL BE FIRMLY NAILED OR BOLTED TOGETHER.
PLYWOOD SHALL BE LAID WITH FACE GRAIN PARALLEL TO SPAN; STAGGER ALL JOINTS.
SILLS SHALL BE 2-2X6 (PRESSURE-TREATED) AND SHALL BE ANCHORED WITH 5/8" DIAMETER BY 1'-6" LONG ANCHOR BOLTS NOT MORE
THAN 4'-0" OC AND AT EACH CORNER UNO.
TEMPORARY ERECTION BRACING SHALL BE PROVIDED TO HOLD STRUCTURAL TIMBER SECURELY IN POSITION AS DESCRIBED ON THE
DRAWINGS. IT SHALL NOT BE REMOVED UNTIL PERMANENT BRACING HAS BEEN INSTALLED.
TIMBER SHALL BE GENERALLY KNOT-FREE, WITH ONLY SMALL TIGHT KNOTS PERMITTED AND GENERALLY STRAIGHT-GRAINED.
STRUCTURAL TIMBER SHALL BE INDENTIFIED BY THE GRADE MARK OF OR CERTIFICATE OF INSPECTION ISSUED BY A GRADING OR
INSPECTION BUREAU OR AGENCY RECOGNIZED AS BEING COMPETENT.
STRUCTURAL TIMBER SHALL BE VISUALLY STRESS-GRADED LUMBER IN ACCORDANCE WITH THE PROVISIONS OF ASTM DESIGNATION
D245-74, "METHODS FOR ESTABLISHING STRUCTURAL GRADES AND RELATED ALLOWABLE PROPERTIES FOR VISUALLY GRADED LUMBER."
TIMBER SHALL BE SO HANDLED AND COVERED AS TO PREVENT MARRING AND MOISTURE ABSORPTION FROM SNOW OR RAIN.
G STRUCTURAL DESIGN LOADS
100
G1
DEAD
LOADS
101
(A)
WEIGHT OF BUILDING COMPONENTS
103
(B)
ROOFING ALLOWANCE
104
(C)
HUNG ALLOWANCE
200
G2
LIVE
LOADS
201
(A)
OCCUPANCY CATEGORY
202
(B)
STORAGE (LIGHT)
203
(C)
TYPICAL OFFICE FLOOR CORRIDORS
204
(D)
PARTITION ALLOWANCE
205
(E)
MECHANICAL EQUIPMENT ROOM
206
G2
(F)
CATWALKS
300
G3
SNOW
LOADS
301
(A)
GROUND SNOW LOAD
302
(B)
IMPORTANCE FACTOR (Is)
303
(C)
EXPOSURE FACTOR (Ce)
304
(D)
THERMAL FACTOR (Ct)
305
(E)
ROOF SNOW LOAD
400
G4
WIND
LOADS
401
(A)
BASIC WIND SPEED
402
(B)
IMPORTANCE FACTOR (Iw)
403
(C)
EXPOSURE CATEGORY
404
(D)
VELOCITY PRESSURE COEFFICIENT (Kh) ROOF
405
(E)
DIRECTIONALITY FACTOR (Kd)
406
(F)
TOPOGRAPHIC FACTOR (Kzt)
407
(G)
GUST FACTOR (G) – SHORT DIRECTION
408
(H)
GUST FACTOR (G) – LONG DIRECTION
409
(I)
EXTERNAL PRESSURE COEFFICIENT (Cp) (WINDWARD)
410
(J)
EXTERNAL PRESSURE COEFFICIENT (Cp) (LEEWARD) – SHORT DIRECTION
411
(K)
EXTERNAL PRESSURE COEFFICIENT (Cp) (LEEWARD) – LONG DIRECTION
412
(L)
AVERAGE DESIGN WIND PRESSURE
413
(M)
BASE SHEAR DUE TO WIND LOADS
414
(N)
MAIN WIND FORCE RESISTING SYSTEM – SHORT DIRECTION
415
(O)
MAIN WIND FORCE RESISTING SYSTEM – LONG DIRECTION
500
G5
SEISMIC
LOADS
501
(A)
Ss
502
(B)
S1
503
(C)
SITE CLASS
504
(D)
Sds
505
(E)
Sd1
506
(F)
IMPORTANCE FACTOR (Ie)
507
(G)
SEISMIC DESIGN CATEGORY
508
(H)
BASIC LATERAL FORCE RESISTING SYSTEM – SHORT DIRECTION
509
(I)
BASIC LATERAL FORCE RESISTING SYSTEM – LONG DIRECTION
510
(J)
RESPONSE MODIFICATION FACTOR (R)
511
(K)
OVERSTRENGTH FACTOR (Ωo)
512
(L)
DEFLECTION AMPLIFICATION FACTOR (Cd)
513
(M)
ANALYSIS PROCEDURE
514
(N)
BUILDNG FUNDAMENTAL PERIOD (T)
515
(O)
BUILDING SEISMIC WEIGHT
516
(P)
BASE SHEAR DUE TO SEISMIC LOADS
General Notes
AS REQUIRED
30 PSF
10 PSF
II
125 PSF
80 PSF
20 PSF
150 PSF OR EQUIP WT
40 PSF OR 300 LB CONC
30 PSF
1.0
1.1
1.0
35 PSF + DRIFT
140 MPH
1.0
B
XX
XX
XX
XX
XX
XX
XX
XX
XX PSF
XX KIPS (SHORT) / XX KIPS (LONG)
******USER INPUT******
******USER INPUT******
.23
.065
D (ESTIMATED)
.245
.104
1.0
B
******USER INPUT******
******USER INPUT******
3.5
2.5
2.25
EQUIVALENT LATERAL FORCE
XX SEC (SHORT) / XX SEC (LONG)
XX KIPS
XX KIPS (SHORT) / XX KIPS (LONG)
Seal
Revisions
No.
Description
Date
WHERE REINFORCEMENT IS REQUIRED IN SECTION, REINFORCEMENT IS CONSIDERED TYPICAL WHEREVER THE SECTION APPLIES.
DOWELS SHALL MATCH BAR SIZE AND NUMBER, UNLESS NOTED OTHERWISE.
WHERE CONTINUOUS REINFORCEMENT IS CALLED FOR, IT SHALL BE EXTENDED CONTINUOUSLY AROUND CORNERS AND LAPPED AT NECESSARY SPLICES
OR HOOKED AT DISCONTINUOUS ENDS.
LAPS SHALL BE CLASS B TENSION LAP SPLICES, UNLESS NOTED OTHERWISE.
MINIMUM CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS:
(A)
(B)
D8
D9
STEEL REINFORCEMENT
WELDABLE STEEL REINFORCEMENT
WELDED WIRE FABRIC (WWF)
EPOXY-COATED STEEL REINFORCEMENT
E5
UNFORMED SURFACES CAST AGAINST AND PERMANENTLY IN CONTACT WITH EARTH
FORMED SURFACES IN CONTACT WITH EARTH OR EXPOSED TO WEATHER
. #6 THROUGH #18 BARS
. #5 BARS, 5/8" DIAMETER WIRES, AND SMALLER
3.0"
2.0"
1.5"
REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS.
DOWELS AND OTHER BARS PASSING THROUGH COLD JOINTS OR CONSTRUCTION JOINTS SHALL BE SET PRIOR TO THE INITIAL CONCRETE PLACEMENT.
BARS SHALL NOT BE WET-STUCK IN PLACE AFTER INITIAL CONCRETE PLACEMENT.
WELDED WIRE FABRIC SHALL LAP 8" OR 1-1/2 SPACES, WHICHEVER IS LARGER, AND SHALL BE WIRED TOGETHER.
INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO THE SCHEDULED CONCRETE PLACEMENT. NOTIFY ARCHITECT
OF COMPLETION AT LEAST 24 HOURS PRIOR TO THE SCHEDULED COMPLETION OF THE INSTALLATION OF REINFORCEMENT.
© 2011 Bohlin Cywinski Jackson
Owner
Project Name
E WOOD
E1
TIMBER CONSTRUCTION SHALL CONFORM TO PART II "DESIGN" AS PUBLISHED IN THE "TIMBER CONSTRUCTRION MANUAL" (AITC 6TH
EDITION) AND TO "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NF.PA, 2018 EDITION).
E2
NEW TIMBER FOR STRUCTURAL USE SHALL HAVE A MOISTURE CONTENT AS SPECIFIED IN THE "NATIONAL DESIGN SPECIFICATION FOR
WOOD CONSTRUCTION" (NF.PA, 2018 EDITION).
E3
MATERIAL PROPERTIES FOR TIMBER SHALL CONFORM TO THE FOLLOWING:
E4
"PT" INDICATES PRESSURE-TREATED LUMBER (TO BE USED WHEN IN CONTACT WITH CONCRETE, MASONRY, OR WEATHER).
(A)
(B)
12/3/2021 6:37:35 AM
(C)
FOR MEMBERS WITH NOMINAL 2" THICKNESS. SPRUCE PINE FIR #1/#2 OR BETTER (15% MAX MC)
ALLOWABLE BENDING STRESS:
Fb = 875 PSI (SINGLE MEMBER USE).
ALLOWABLE SHEAR STRESS Fv = 135 PSI
COMPRESSION PARALLEL TO GRAIN = 1150 PSI
COMPRESSION PERPENDICULAR TO GRAIN = 425 PSI
MODULUS OF ELASTICITY = 1,400,000 PSI
FOR MEMBERS USED AS BLOCKING.
DOUGLAS-FIR-LARCH #2 OR BETTER (15% MAX MC)
FOR MEMBERS MARKED LVL (MANUFACTURED BY GEORGIA-PACIFIC OR EQUAL)
ALLOWABLE BENDING STRESS Fb = 2900 PSI
ALLOWABLE SHEAR STRESS Fv = 285 PSI
COMPRESSION PARALLEL TO GRAIN = 2600 PSI
COMPRESSION PERPENDICULAR TO GRAIN = 845 PSI
MODULUS OF ELASTICITY = 2,000,000 PSI
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Project Status
GENERAL NOTES
Scale
Issue Date
Date
BCJ Project Number
Project Number
S0.01