STRUCTURAL NOTES
GENERAL NOTES
FOUNDATION NOTES
REINFORCED CONCRETE NOTES
STRUCTURAL STEEL NOTES
CONTRACTORS DESIGN RESPONSIBILITY
1.
THE STRUCTURAL PLANS AND SPECIFICATIONS, TO THE BEST OF OUR
KNOWLEDGE, COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE
INTERNATIONAL BUILDING CODE 2003 WITH STATE OF CONNECTICUT
AMENDMENTS.
1.
FOUNDATION DESIGN PARAMETERS FROM GEOTECHNICAL INVESTIGATION
REPORT PREPARED BY LOBDELL CONSULTANTS, P.C. DATED AUGUST 31, 2009.
1.
1.
1.
THE LISTED BELOW PROJECT ITEMS ASSOCIATED WITH FABRICATION,
ERECTION AND CONTRACTORS MEANS AND METHODS AND REQUIRING
STRUCTURAL DESIGN ARE THE RESPONSIBILITY OF THE CONTRACTOR.
2.
FOUNDATIONS SHALL BE DESIGNED FOR 4,000 PSF STATIC BEARING CAPACITY.
THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE
INTERNATIONAL BUILDING CODE 2003 WITH STATE OF CONNECTICUT
AMENDMENTS AND ALL APPLICABLE FEDERAL AND SATE CODES, STANDARDS,
REGULATIONS AND LAWS.
3.
CONTRACTOR SHALL BE FAMILIAR WITH THE SUBSURFACE CONDITIONS AND
GEOTECHNICAL REPORT BEFORE COMMENCING EXCAVATION.
4.
DOWELS FROM FOOTINGS INTO PIERS AND WALLS ABOVE SHALL BE THE SAME
SIZE AND NUMBER AS VERTICAL REBAR IN PIERS AND WALLS, AND SHALL BE
EXTENDED "LTE" INTO FOOTINGS AND "LTS" INTO PIERS AND WALLS UNLESS
OTHERWISE SHOWN.
2.
3.
WORK NOT INDICATED ON A PART OF THE DRAWINGS BUT REASONABLY
IMPLIED TO BE SIMILAR TO THAT SHOWN AT CORRESPONDING PLACES SHALL
BE REPEATED.
5.
IN ANY CASE OF CONFLICT BETWEEN THE NOTES, DETAILS AND
SPECIFICATIONS, THE MOST RIGID REQUIREMENTS SHALL GOVERN.
CONTRACTOR SHALL MAKE NO DEVIATION FROM CONTRACT DOCUMENTS
WITHOUT WRITTEN APPROVAL OF THE ENGINEER.
6.
5.
DROP BOTTOM OF WALLS AND PIERS TO TOP OF FOOTINGS TO OBTAIN FULL
EXTENT OF CONTACT, UNLESS OTHERWISE SHOWN.
6.
CENTERLINE OF FOOTINGS SHALL BE CENTERLINE OF WALLS, PIERS AND
COLUMNS, UNLESS OTHERWISE SHOWN.
7.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AND
COORDINATE WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER
CONSULTANTS, PROJECT SHOP DRAWINGS AND FIELD CONDITIONS.
8.
7.
THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND
UTILITY LINES FROM ALL DAMAGE.
8.
JOB SAFETY AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OF
THE CONTRACTOR.
9.
THE STRUCTURES ARE DESIGNED FOR THE FOLLOWING UNIFORMLY
DISTRIBUTED LIVE LOADS:
NO BACKFILLING SHALL BE DONE AGAINST FOUNDATION AND RETAINING WALLS
UNTIL CONCRETE HAS ATTAINED AT LEAST 75% OF ITS DESIGN STRENGTH.
BEFORE BACKFILLING, PROVIDE BRACING FOR WALLS SUSTAINING MORE THAN
3 FEET OF EARTH PRESSURE. THIS BRACING SHALL REMAIN IN PLACE UNTIL ALL
SLABS AND BEAMS FRAMING INTO WALL HAVE BEEN PLACED AND SET.
IN NO CASE SHALL BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED
CLOSER THAN 5 FEET FROM ANY FOUNDATION WALL. IF IT IS NECESSARY TO
OPERATE SUCH EQUIPMENT CLOSER THAN 8 FEET TO THE WALL, THE
CONTRACTOR SHALL BE THE SOLE RESPONSIBLE PARTY AND AT THEIR OWN
EXPENSE SHALL PROVIDE ADEQUATE SUPPORTS OR BRACE THE WALL TO
WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT.
100 LBS./SQ.FT.
150 LBS./SQ.FT.
6 LBS./SQ.FT.
100 LBS./SQ.FT.
30 LBS./SQ. FT. + DRIFTING
SEISMIC LOADS
1.
2.
THE BUILDING STRUCTURAL FRAMES/WALLS ARE DESIGNED USING THE
EQUIVALENT LATERAL FORCE METHOD IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE 2003 W/ CONNECTICUT AMENDMENTS.
9.
2.
A.
SPECTRAL ACCELERATIONS
IMPORTANCE FACTOR
B. SEISMIC DESIGN CATEGORY
B.
C.
D.
ALL EXPOSED CONCRETE SHALL HAVE AN AIR ENTRAINING AGENT.
4.
ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60 UNLESS
REQUIRED TO BE WELDED AS SHOWN ON PLANS. ALL REINFORCING BARS
REQUIRED TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 50.
5.
6.
C.
"R=3"
LIGHT FRAMED WALLS SHEATHED WITH WOOD
STRUCTURAL PANELS RATED FOR SHEAR
RESISTANCE
"R=6"
CONTROLING RESPONSE FACTOR USED FOR
ENTIRE BUILDING STRUCTURE (PER ASCE-7
SECTION 9.5.2)
WIND LOADS
"R=3"
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. SUPPORT WIRE FABRIC
WITH CHAIRS OR LIFTS, DURING CONCRETE PLACEMENT TO INSURE PROPER
POSITION IN SLAB.
% PASSING (BY WEIGHT)
100%
50-100%
25-75%
13. STRUCTURAL FILL MATERIAL SHOULD BE PLACED IN UNIFORM 12" THICK LOOSE
LIFTS AND COMPACTED TO 95% OF ITS MAXIMUM DRY DENSITY, AT OPTIMUM
MOISTURE CONTENT, IN ACCORDANCE WITH ASTM D1557-93. IN RESTRICTED
AREAS WHERE ONLY HAND-OPERATED EQUIPMENT IS PERMITTED, THE
MAXIMUM LOOSE LIFT SHALL BE 8".
14. SOIL COMPACTION SHALL BE CONTROLLED BY A QUALIFIED TESTING
LABORATORY OR GEOTECHNICAL ENGINEER. TAKE A MINIMUM OF ONE FIELD
DENSITY TEST FOR EACH LAYER. LOCATION OF TEST SHALL BE DETERMINED BY
THE TESTING AGENCY.
2.
3.
4.
DESIGN AND ERECT FORMS AND SHORES IN ACCORDANCE WITH ACI-347.
DESIGN FORMS AND SHORES FOR HORIZONTAL CONCRETE MEMBERS FOR NOT
LESS THAN DEAD LOAD PLUS 50 PSF CONSTRUCTION LOAD AND FOR THE
CUMULATIVE LOADS OF SUPPORTING FLOOR SLABS. DESIGN SHORES WITH A
MIN. FACTOR OF SAFETY OF 3.
PROVIDE TEMPORARY BRACING AS NEEDED TO ENSURE STABILITY OF
STRUCTURE DURING CONSTRUCTION.
FORMING, SHORING AND RE-SHORING SHALL BE INSPECTED BY THE
PROFESSIONAL ENGINEER WHO PREPARES THE SAID DRAWINGS. THEY SHALL
SUBMIT A STATEMENT TO THE ENGINEER THAT THIS WORK WAS PERFORMED IN
ACCORDANCE WITH PLANS AND SPECIFICATIONS.
LAP GRADE BEAM AND WALL TOP HORIZONTAL REINFORCEMENT AT
CENTER OF SPAN.
LAP GRADE BEAM AND WALL BOTTOM HORIZONTAL REINFORCEMENT AT
SUPPORT.
LAP INSIDE FACE WALL VERTICAL REINFORCEMENT AT SUPPORT.
LAP OUTSIDE FACE VERTICAL WALL REINFORCEMENT AT MID-HEIGHT OF
WALL.
UNLESS OTHERWISE NOTED, TERMINATE BARS AT DISCONTINUOUS ENDS
WITH STANDARDS HOOKS.
ALL HOOKED BARS NOT DIMENSIONED SHALL BE STANDARD HOOKS.
MINIMUM CONCRETE COVER SHALL BE AS FOLLOWS, UNLESS NOTED
OTHERWISE ON THE DRAWINGS:
A.
B.
C.
D.
E.
SLABS:
WALLS:
COLUMNS:
ALL CONCRETE EXPOSED TO WEATHER OR EARTH:
ALL CONCRETE PLACED AGAINST EARTH:
3/4 INCH
1 INCH
1-1/2 INCHES
2 INCHES
3 INCHES
PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI-318, CHAPTER 6.4.
SUBMIT SHOP DRAWINGS SHOWING CONSTRUCTION JOINT DETAILS,
LOCATIONS AND THE SEQUENCE OF POURS FOR THE STRUCTURAL ENGINEER'S
REVIEW PRIOR TO BEGINNING WORK.
10. WALL AND GRADE BEAM CONSTRUCTION JOINTS SHALL BE LOCATED TO
PROVIDE A 60 FOOT MAXIMUM LENGTH OF CONCRETE PLACEMENT.
11. VERTICAL CONSTRUCTION JOINTS IN GRADE BEAMS AND WALLS SHALL BE
USED ONLY WITH PRIOR APPROVAL OF THE ENGINEER, SEE NOTE 9 ABOVE,
AND SHALL BE LOCATED AS FOLLOWS:
B.
SHORES SHALL BE DESIGNED AND DETAILED BY A PROFESSIONAL ENGINEER
LICENSED IN THE STATE OF CONNECTICUT. DRAWINGS ILLUSTRATING THE
SHORING SYSTEM AND SEQUENCING SHALL BE SIGNED AND SEALED BY SAID
ENGINEER.
4.
ALL CONNECTION MATERIAL AND BASE PLATES SHALL CONFORM TO ASTM
STANDARD A-36 (36KSI), WITH 50-KSI STEEL PLATE WHERE NOTED.
5.
ALL BOLTS SHALL CONFORM TO ASTM A325 OR A490, NUTS SHALL CONFORM TO
ASTM A563 AND WASHERS SHALL CONFORM TO ASTM A-F436.
9.
F.
9.
B.
C.
ALL ROLLED SHAPES AND CHANNELS: ASTM A-572 OR A-992, MIN. YIELD
STRENGTH OF 50 KSI
MISCELLANEOUS ANGLES: ASTM A-36, MIN YIELD STRENGTH OF 36 KSI
HOLLOW STRUCTURAL STEEL SECTIONS, (TUBES AND PIPES): ASTM A500
GRADE B, MIN YIELD STRENGTH OF 42 KSI FOR PIPES AND 46 KSI FOR
TUBES.
A.
E.
8.
A.
OVERSIZED OR SLOTTED HOLES SHALL NOT BE USED FOR ANY CONNECTIONS
UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN
WRITING BY THE ENGINEER.
EXPOSURE = "C"
1.
CALCULATIONS FOR ITEMS MARKED THUS (*) SHALL BE SUBMITTED FOR
REVIEW AND APPROVAL TO THE ENGINEER OF RECORD, OTHERWISE THE ITEMS
SHALL ONLY BE SUBMITTED FOR THE OWNERS RECORD:
8.
2.
GROUND SNOW LOAD = 30 PSF & DRIFTING, PER ASCE 7-02.
3.
ALL REINFORCING BARS SHALL BE LAPPED AS SPECIFICALLY DETAILED ON THE
DRAWINGS. SPLICING & EMBEDMENTS SHALL BE IN ACCORDANCE W/ ACI 318
WHERE NOT SPECIFICALLY INDICATED ON THE DRAWINGS, ALL REINFORCING
BARS SHALL BE LAPPED USING THE TENSION SPLICE LENGTHS IN THE LAP
SPLICE SCHEDULE:
A.
1.
STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING UNLESS OTHERWISE
NOTED ON THE DRAWINGS:
ALL SHOP OR FIELD BOLTED CONNECTIONS, SHALL BE BOLTED CONNECTIONS
USING 3/4 INCH DIAMETER A325 N BOLTS IN STANDARD HOLES, UNLESS
SPECIFICALLY NOTED OTHERWISE.
BASIC WIND SPEED (3 SECOND GUST) = 110 MPH.
FORMWORK AND SHORING NOTES
3.
7.
ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACING
CONCRETE. IF REQUIRED, ADDITIONAL BARS OR STIRRUPS SHALL BE
PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS.
1.
SNOW LOADS
THE CONTRACTOR SHALL RETAIN THE SERVICES OF STRUCTURAL
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CONNECTICUT TO
PERFORM THE DESIGN OF THESE ITEMS.
ALL ANCHOR BOLTS/RODS SHALL CONFORM TO ASTM F-1554 GRADE 36 WITH
WELD ABILITY SUPPLEMENT S1, UNLESS OTHERWISE NOTED. SUBMIT GRADE
CERTIFICATIONS FOR RECORD. STEEL SUPPLIER SHALL SUPPLY RIGID STEEL
TEMPLATES FOR ANCHOR ROD INSTALLATION.
C.
D.
THE FRACTION PASSING THE NO. 200 SIEVE SHALL BE LESS THAN 15% OF THE
FRACTION PASSING THE NO. 4 SIEVE.
12. ON-SITE EXCAVATED MATERIAL MAY ONLY BE SUITABLE FOR USE AS
GRANULAR FILL IF IT CONFORMS TO THE SPECIFICATIONS NOTED AND IS
APPROVED FOR USE BY THE GEOTECHNICAL ENGINEER. REFER TO
GEOTECHNICAL REPORT FOR MORE INFORMATION.
2.
6.
B.
I=1.00
"B"
STEEL NOT SPECIFICALLY DETAILED FOR SEISMIC
CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL
EXCAVATION SLOPES. WHERE NECESSARY, SHEETING AND SHORING OF
EXCAVATION SHALL BE PROVIDED WITH ALL REQUIRED TIEBACKS AND
BRACING.
SIEVE SIZE
3-1/2"
3/4"
#4
ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE
FOUNDATIONAL WALLS, BUTTRESSES, SLAB ON GRADE:
4000 PSI,
NORMAL WEIGHT
FOOTINGS AND PIERS:
4000 PSI, NORMAL WEIGHT
CONCRETE ON METAL DECK:
4000 PSI, NORMAL WEIGHT
ALL OTHER CONCRETE:
4000 PSI, NORMAL WEIGHT
3.
11. MATERIAL FOR CONTROLLED FILL SHALL MEET THE FOLLOWING CRITERIA:
SELECT EXCAVATED GRAVEL OR STONE MATERIALS FREE OF ORGANIC
MATERIAL, LOAM, TRASH, SNOW, ICE, FROZEN SOIL, AND OTHER
OBJECTIONABLE MATERIAL, CONFORMING TO THE GRADATION REQUIREMENTS
AS FOLLOWS:
Ss = 0.279
S1 = 0.064
SEISMIC RESISTING SYSTEM
CONCRETE SHALL HAVE A MIN. COMPRESSIVE STRENGTH AT 28 DAYS AS
FOLLOWS UNLESS OTHERWISE NOTED ON THE DRAWINGS:
A.
10. METHODS EMPLOYED IN ALL SHEETING AND SHORING SHALL BE DESIGNED BY
A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF CONNECTICUT.
SEISMIC PARAMETERS:
2.
REQUIREMENTS FOR HOT AND COLD WEATHERING CONCRETING MUST BE
ADHERED TO.
7.
PUBLIC ROOMS, STAIRS & CORRIDORS
KITCHENS
PARTITIONS
GATHERING ROOM
ROOF
FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE
CONSTRUCTION, ASD (LATEST EDITION).
ALL REFERENCED STANDARDS REFER TO THE EDITION IN FORCE AT THE TIME
THESE PLANS AND SPECIFICATIONS ARE ISSUED FOR PERMIT.
4.
STRUCTURAL CONCRETE AND CONCRETING PRACTICES SHALL CONFORM WITH
FOUNDATION WALLS:
OPENING.
GRADE BEAMS:
ERECTION: GUIDING, BRACING, CONSTRUCTION LOADS, SCAFFOLDING,
RIGGING CONSTRUCTION HOISTS AND CRANES, TEMPORARY SUPPORTS
AND THEIR CONNECTIONS.
SPECIAL INSPECTIONS
THE FOLLOWING CONTROLLED INSPECTIONS ARE REQUIRED TO BE PERFORMED IN
ACCORDANCE THE BUILDING CODE OF THE STATE OF CONNECTICUT, LATEST
EDITION:
ITEM:
CONCRETE CONSTRUCTION
REINFORCED MASONRY CONSTRUCTION
STEEL CONSTRUCTION
SOILS
SPRAYED FIRE RESISTANT MATERIALS
TIMBER CONSTRUCTION
TIMBER FRAMING NOTES
1.
ALL TIMBER FRAME CONSTRUCTION SHALL BE DONE IN STRICT CONFORMANCE
TIMBER CONSTRUCTION MANUAL, LATEST EDITION.
2.
ALL TIMBER SHALL BE KILN-DRIED, #2 OR BETTER, DOUGLAS FIR WITH A MINIMUM ALLOWABLE
BENDING STRESS OF 1000 PSI OR AN APPROVED EQUIVALENT. ALL WOOD IN CONTACT WITH
SOIL, WEATHER OR CONCRETE SURFACES SHALL BE PRESERVATIVELY TREATED. (P.T.)
10. ALL WELD BACK UP BARS SHALL BE REMOVED AND GROUND SMOOTH AFTER
WELD IS COMPLETED, UNLESS NOTED OTHERWISE.
3.
ALL PLYWOOD DECKING OR SHEATHING SHALL BE APA RATED C-D GRADE
WITH EXTERIOR GLUE.
11. ALL WELDS INDICATED SHALL MEET THE MINIMUM WELD SIDE SPECIFIED BY
THE AISC MANUAL OF STEEL DESIGN. (SINGLE PASS AS REQUIRED)
4.
12. ALL WELDS SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE
WITH A.W.S. SPECIFICATIONS, LATEST EDITIONS. ALL WELDING ELECTRODES
SHALL CONFORM TO A.W.S. A5.1 GRADE E-70. BARE ELECTRODES AND
GRANULAR FLUX SHALL CONFORM TO A.W.S. A5.17, F70 A.W.S. FLUX
CLASSIFICATION.
EXTERIOR PLYWOOD WALL SHEATHING SHALL BE FASTENED WITH 10d COMMON NAILS SPACED
AT 4" O.C. AT PANEL EDGES AND 12" O.C. INTERMEDIATE. EXTERIOR PLYWOOD ROOF SHEATHING
SHALL BE FASTENED WITH 10d COMMON NAILS SPACED AS FOLLOWS: AT AT THE PERIMETER OF
THE ROOF 4" O.C., AT PANEL EDGES AND 12" O.C. INTERMEDIATE. (BLOCKING IS REQUIRED).
5.
ALL LAG BOLT CONNECTIONS SHALL BE PRE-DRILLED WITH THE PROPER SIZE
DIAMETER IN ACCORDANCE WITH THE AITC TIMBER MANUAL.
6.
ALL TIMBER FRAMING CLIPS AND FASTENERS SHALL BE HOT DIP GALVANIZED AFTER
FABRICATION. ALL SIMPSON STRONG TIE CONNECTORS SHALL HAVE ZMAX G185 GALVANIZED
COATINGS.
7.
ALL STRUCTURAL COMPOSITE LUMBER (SCL) SHALL BE MICROLAM LVL's WITH A MINIMUM
MODULUS OF ELASTICITY OF 1900 KSI, AS MANUFACTURED BY THE TRUS JOIST CO. OR AN
APPROVED EQUIVALENT.
14. SHOP AND FIELD CONNECTIONS NOT SPECIFICALLY DETAILED ON THE
DRAWINGS SHALL BE BOLTED OR WELDED.
8.
ALL PARALLAM POST (PSL) SHALL HAVE A MINIMUM MODULUS OF ELASTICITY OF 1800 KSI, AS
MANUFACTURED BY THE TRUS JOIST CO. OR AN APPORVED EQUIVALENT.
15. WHEN NOT SPECIFICALLY DETAILED ELSEWHERE ON THE DRAWINGS, ALL BEAM
TO BEAM AND BEAM TO COLUMN CONNECTIONS SHALL BE DETAILED AS SHOWN
IN THE TYPICAL BEAM CONNECTION DETAILS.
9.
INSTALLATION OF LVL's SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDED
PROCEDURES. DO NOT DRILL OR CUT ANY STRUCTURAL HEADER OR BEAM WITHOUT APPROVAL
OF ARCHITECT/ENGINEER. LAMINATE MULITPLE-PLY LVL'S WITH 3/8" DIAMETER CARRIAGE BOLTS,
TWO ROWS 16" ON CENTER.
ALL BUTT AND FULL PENETRATION WELDS SHALL BE MADE USING RUN OFF
TABS WHICH SHALL BE REMOVED AND GROUND SMOOTH AFTER WELD IS
COMPLETED.
13. ALTERNATE CONNECTIONS WILL BE ACCEPTED ONLY WITH THE WRITTEN
APPROVAL OF THE ENGINEER. HOWEVER, THE ENGINEER SHALL BE THE SOLE
JUDGE OF THE ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATE
THE USE OF THOSE SPECIFIC DETAILS SHOWN ON THE DRAWINGS. IN ANY
EVENT THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF SUCH
ALTERNATE DETAILS WHICH THEY PROPOSE.
16. ALL BEAM AND GIRDERS SHALL BE CONNECTED FOR 115% OF THE REACTION
DENOTED BY THE SYMBOL V ON THE PLAN. PROVIDE A MINIMUM 2 BOLT
CONNECTION. IF NO REACTION IS GIVEN PROVIDE CONNECTION FOLLOWING
NOTE 17 BELOW.
AT CENTERLINES BETWEEN SUPPORTS.
13. NO CONCRETE TEST WILL BE ACCEPTED IF CONCRETE IS TAMPERED WITH IN
ANY WAY AFTER SAID TEST IS PERFORMED. REPEAT TEST IF WATER IS ADDED
AFTER INITIAL SAMPLING.
17. ALL BEAM AND GIRDER CONNECTIONS SHALL BE AT LEAST CAPABLE OF
DEVELOPING THE UNIFORMLY DISTRIBUTED LOAD CAPACITY OF THE MEMBER
USING THE REACTION FROM THE ALLOWABLE LOAD OF BEAM AS TABULATED IN
THE AISC MANUAL OF STEEL CONSTRUCTION LATEST EDITION UNLESS NOTED
OTHERWISE. FOR COMPOSITE BEAMS MULTIPLY THE REACTION BY THE RATIO
Str/S WHERE Str = SECTION MODULUS OF THE TRANSFORMED COMPOSITE
CROSS SECTION WITH RESPECT TO THE BOTTOM FLANGE, AND S= SECTION
MODULUS OF THE STRUCTURAL STEEL ALONE.
14. THE CONTRACTOR SHALL PROVIDE REINFORCING STEEL ERECTOR WITH A SET
OF APPROVED SHOP DRAWINGS FOR FIELD USE.
18. FILLER BEAMS SHOULD BE SPACED EQUALLY BETWEEN THE SUPPORTS
UNLESS OTHERWISE NOTED ON THE DRAWINGS.
15. ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE ROUGHENED
19. ALL HOLES AND CUTS SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN
THE SHOP. CUTS OR BURNING OF HOLES IN STRUCTURAL STEEL MEMBERS IN
THE FIELD WILL NOT BE PERMITTED.
12. NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, WALLS
AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED
IN WRITING PRIOR TO CONSTRUCTION BY THE ENGINEER.
A.
WITH THE AITC
STRESS LEVEL S-2
LEAD HOLE
10. ENGINEERED METAL-PLATE-CONNECTED WOOD TRUSSES SHALL BE DESIGNED BY A LICENSED
PROFESSIONAL ENGINEER. THE CONTRACTOR SHALL SUBMIT ENGINEERED TRUSS SHOP
DRAWINGS TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL. TRUSS
SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A LICENSED DESIGN PROFESSIONAL
CURRENTLY REGISTERED FOR PRACTICE IN THE STATE OF CT. SHOP DRAWINGS SHALL INDICATE
ALL LOADING CASES CONSIDERED, MAXIMUM DEFLECTIONS AND MAXIMUM END REACTIONS FOR
EACH TYPICAL TRUSS CONFIGURATION. TRUSS SHOP DRAWINGS SHALL INDICATE COMPRESSION
MEMBERS REQUIRING ADDITIONAL FIELD-INSTALLED LATERAL BRACING. REFER TO DRAWINGS
S-002 AND S-003 FOR LOAD DIAGRAMS. TRUSS DEFLECTIONS SHALL BE LIMITED TO 1360 OF SPAN.
11. PROVIDE TORQUE LOCKING NUTS AT ALL BOLTED CONNECTIONS.
12. LAMANITED BEAMS SHALL BE 24FV3 SOUTHERN YELLOW PINE AND SHALL BE PRESERVATIVE
TREATED (P.T.).
TIMBER FRAMING FASTENING SCHEDULE
TO ACI RECOMMENDATIONS AND APPLY A BONDING AGENT AS REQUIRED.
16. CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALL
OPENINGS, PIPE SLEEVES, CURBS, ETC., AS REQUIRED BY OTHER TRADES
BEFORE CONCRETE IS PLACED.
17. CONTRACTOR SHALL COORDINATE SLAB DEPRESSIONS FOR FLOOR FINISHES
WITH THE ARCHITECTURAL DRAWINGS.
18. CONTRACTOR SHALL COORDINATE LOCATION OF FLOOR DRAINS, CURBS,
CONCRETE PADS AND FLOOR DEPRESSIONS, ETC., WITH THE ARCHITECTURAL
AND MECHANICAL DRAWINGS.
19. CONTRACTOR SHALL COORDINATE LOCATION OF INSERTS, WELDED PLATES
AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE WITH ARCHITECTURAL AND
MECHANICAL DRAWINGS.
20. HORIZONTAL PIPES OR CONDUITS PLACED IN SLABS SHALL NOT BE SPACED
CLOSER THAN 3 X THE DIAMETER OF CENTER. PIPE AND CONDUITS PLACED IN
SLABS SHALL NOT HAVE AN OUTSIDE DIAMETER LARGER THAN 1/3 OF SLAB
THICKNESS. ALUMINUM CONDUITS SHALL NOT BE PLACED IN CONCRETE. NO
CONDUITS SHALL BE PLACED IN THE SLAB WITHIN 12 INCHES OF ANY COLUMN
FACE.
21. CONTRACTOR SHALL USE RIGID STEEL TEMPLATES (SUPPLIED BY THE STEEL
FABRICATOR) TO INSTALL ANCHOR RODS.
22. ALL STEEL MEMBERS TO BE ENCASED IN CONCRETE SHALL BE WRAPPED WITH
A MINIMUM W.W.F. 6 X 6 - W2.9 X W2.9 REINFORCING, UNLESS OTHERWISE
NOTED.
23. ALL SLABS SHALL BE FLAT AND LEVEL PER THE CONCRETE SPECIFICATIONS.
THE CONCRETE CONTRACTOR SHALL INCLUDE IN THEIR BID ANY EXCESS
CONCRETE REQUIRED DUE TO SUPPORT MEMBER DEFLECTION TO POUR
SLABS FLAT AND LEVEL. THE CONCRETE PLACING PROCEDURE SHALL BE
CONTROLLED TO MINIMIZE SUPPORT MEMBER DEFLECTION.
NO.
CONNECTION
FASTENING
LOCATION
1.
FLOOR JOIST TO SILL
OR WALL PLATE
4 - 8d COMMON
TOENAIL
2.
BOTTOM PLATE TO JOIST,
RIM, OR BLOCKING
(2) ROWS OF 1 4x 4 1 2 SDS
SCREWS @ 12" O.C.
FACE
3.
TOP PLATE TO STUD
2 - 16d COMMON
END NAIL
4.
STUD TO BOTTOM PLATE
2 - 16d COMMON + SIMPSON SP4 STUD
TIE
END NAIL
5.
DOUBLE STUD
16d COMMON @ 16" O.C.
FACE NAIL
6.
DOUBLE TOP PLATES
16d COMMON@ 16" O.C.
FACE NAIL
7.
DOUBLE TOP PLATES LAP SPLICE
8 - 16d COMMON
FACE NAIL
8.
BLOCKING BETWEEN
JOIST OR RAFTER TO TOP
PLATE
3 - 8d COMMON
TOENAIL
9.
RIM JOIST TO TOP PLATE
10d COMMON @ 6" O.C.
TOENAIL
10.
FLOOR TRUSS TO RIM
JOIST
2 - 10d COMMON
FACE NAIL, ONE EACH TOP
AND BOTTOM CHORD
11.
CEILING JOIST TO TOP
PLATE
3 - 10d COMMON
TOENAIL
25. ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.
12.
CEILING JOIST - LAPS
OVER PARTITIONS
4 - 16d COMMON
FACE NAIL
26. ALL TUBE & PIPE SECTIONS EXPOSED TO WEATHER SHALL HAVE OPEN ENDS
CAPPED WITH 1/4" PLATE.
13.
CEILING JOIST TO
PARALLEL RAFTERS
4 - 16d COMMON
FACE NAIL
14.
COLLAR TIE TO RAFTER
4 - 16d COMMON
FACE NAIL
15.
RAFTER TO PLATE
4 - 8d COMMON
TOENAIL
16.
LEDGER TO RIM JOIST
3 - 16d COMMON 24" O.C.
FACE NAIL
17.
LEDGER TO WALL STUD
3 - 16d COMMON EA. STUD
FACE NAIL
18.
2X4 GYPSUM NAILER
8d COMMON 16" O.C.
FACE NAIL
19.
HEADER TO STUD
4 - 8d COMMON
TOENAIL
20. STEEL MEMBERS INDICATED ON THE DRAWINGS TO BE ENCASED IN CONCRETE
SHALL BE UNPAINTED ON THE CONTACT SURFACES AND SHALL BE WRAPPED
WITH A MINIMUM W.W.F. 6 X 6 - W2.9 X W2.9 REINFORCING UNLESS OTHERWISE
NOTED.
21. THE STRUCTURAL STEEL CONTRACTOR SHALL COORDINATE THE BOTTOM OF
BASE PLATE ELEVATION WITH THE TOP OF CONCRETE ELEVATION.
22. THE MAXIMUM LOAD HUNG FROM ANY BEAM FOR MEP DUCTWORK, PIPING ETC
SHALL BE DISTRIBUTED TO THE BEAM'S TRIBUTARY AREA IN A WAY THAT THE
ALLOWABLE DESIGN LOADS LISTED IN THE GENERAL NOTES ARE NOT
EXCEEDED. THE CONTRACTOR SHALL COORDINATE THE LOADS OF ALL TRADES
AND PROVIDE ADDITIONAL SUPPORT OR DISTRIBUTION FRAMING AS REQUIRED
TO ACHIEVE THESE LOADS.
23. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH
ARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS AND DRAWINGS
RELATED TO OTHER TRADES. THE GENERAL CONTRACTOR IS RESPONSIBLE TO
CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC., WITH THE WORK
OF THE OTHER TRADES.
24. PROVIDE ANY TEMPORARY BRACING OR GUYS TO PROVIDE LATERAL SUPPORT
OF THE STRUCTURES AND INDIVIDUAL ELEMENTS UNTIL PERMANENT FRAME IS
COMPLETELY INSTALLED.
27. ALL STRUCTURAL STEEL TO RECEIVE SPRAY APPLIED FIRE PROTECTION SHALL
BE LEFT UNCOATED.
28. FOR EXPOSED INTERIOR STRUCTURAL STEEL, REFER TO ARCHITECTURAL
DRAWINGS AND SPECIFICATIONS FOR SURFACE PREPARATION AND FINISH
REQUIREMENTS.
29. STEEL FABRICATOR SHALL COORDINATE ALL HOLE LOCATIONS FOR SIMPSON
TIE DOWN ANCHORS. ALL HOLES SHALL BE SHOP DRILLED THROUGH BEAM
FLANGES.
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
1"
17'-34
11'-27
8"
3'-0"
21'-9"
9'-113
8"
11'-17
8"
43'-6"
21'-9"
11'-6"
10'-0"
10'-0"
9'-105
8"
11'-7"
9'-6"
12'-71"
8
1'-2"
4'-9"
6'-8"
11'-83
8"
15'-0"
1"
6'-92
11'-83
8"
10'-10"
1"
1'-44
1"
6'-118
1"
4'-112
5'-8"
7'-23"
8
4'-9"
11'-05"
8
3'-9"
1"
6'-92
13'-0"
10'-93
8"
4'-117
8"
6'-25
8"
11'-73
8"
6'-10"
11'-83
8"
1"
6'-42
15'-0"
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
1"
17'-34
11'-27
8"
11'-17
8"
43'-6"
3'-0"
21'-9"
21'-9"
4'-9"
9'-113
8"
11'-05
8"
11'-6"
10'-0"
10'-0"
9'-105"
8
11'-7"
1"
12'-78
9'-6"
1'-2"
4'-9"
6'-0"
7'-23"
8
5'-8"
1"
4'-112
1"
4'-112
5'-8"
6'-0"
7'-23
8"
6'-0"
1"
6'-118
6'-0"
5'-6"
11'-83"
8
11'-73"
8
6'-25
8"
4'-117
8"
6'-0"
10'-93"
8
10'-93
8"
4'-117
8"
6'-25"
8
6'-0"
11'-73
8"
11'-83
8"
5'-113"
8
11'-83
8"
5'-9"
6'-23
4"
11'-83
8"
5'-6"
6'-33"
8
1"
6'-92
10'-10"
4'-7"
6'-0"
6'-0"
1"
1'-44
6'-0"
1"
6'-118
6'-0"
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
1"
17'-34
TYP.
11'-27
8"
11'-17
8"
43'-6"
3'-0"
21'-9"
21'-9"
3' W. X 12" TH.
CONC. SLAB AT
BASE OF STAIRS
4'-9"
9'-113
8"
11'-05
8"
11'-6"
10'-0"
10'-0"
9'-105"
8
11'-7"
12'-71"
8
9'-6"
1'-2"
4'-9"
7'-23
8"
5'-8"
1"
4'-112
1"
6'-118
1"
6'-92
6'-33
8"
10'-10"
SW
3' W. X 12" TH. CONC. SLAB
AT BASE OF STAIRS
TYP.
11'-83
8"
4'-7"
1"
1'-44
1"
6'-118
1"
4'-112
5'-8"
7'-23"
8
3' W. X 12" TH. CONC. SLAB
AT BASE OF STAIRS
3' W. X 2' TH.
GRADE BEAM
5'-9"
SW
SW
6'-23
4"
TOP OF PIERS AND FND.
WALL [+8'-3 1/2"]
5'-113
8"
11'-83
8"
3' W. X 2' TH.
GRADE BEAM
3' W. X 2' TH.
GRADE BEAM
11'-73
8"
6'-25
8"
4'-117
8"
SW
10'-93
8"
LINE OF WALL FRAMING,
ABOVE, SEE S102
10'-93
8"
4'-117
8"
6'-25
8"
11'-73
8"
SW
SW
SW
TOP OF PIERS AND FND.
WALL [+8'-3 1/2"]
SW
11'-83
8"
SW
11'-83
8"
3' W. X 2' TH.
GRADE BEAM,
REINF. WITH (4)
#6 BARS TOP &
BOT., & #4 TIES
@ 12" O.C.
EXTEND INTO
FTG. TYP.
FACE OF EX. BUILDING, DO
NOT UNDERMINE EXISTING
FOUNDATIONS. VERIFY
EXISTING BOTTOM OF FTG.
ELEVATION IN THE FIELD
AND SET A.1 LINE
FOOTINGS TO MATCH
RAMP CONSTRUCTION,
SEE ARCH. DRAWINGS
FOR LAYOUT. TOP OF
PIERS TO FOLLOW
PROFILE OF RAMP, TYP.
3' W. X 12" TH. CONC. SLAB
AT BASE OF STAIRS
TYP
.
TYP.
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
7
11'-27
8"
3'-0"
9'-113
8"
11'-17
8"
43'-6"
21'-9"
11'-05"
8
21'-9"
11'-6"
10'-0"
10'-0"
4'-9"
2X12 STAIR
STRINGERS @
12" O.C., TYP.
10
5
CANT.
5"X18" G.L.B.
5"X18" G.L.B.
(2) 2X12
5"X18" G.L.B.
5"X18" G.L.B.
4
5
S-501
S-501
5"X18" G.L.B.
2X12 @ 16" O.C.
2X12 @ 16" O.C.
4'-7"
00
10
X1
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
68
10
X
W
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
SW
8
X6
10
4
S-202
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
68
5"X18" G.L.B.
SW
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
W
8
X6
10
X
10
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
2
5"X18" G.L.B.
(2) 2X12 P.T.
FLUSH GIRDER
5"X18" G.L.B.
S-202
3
S-201
10'-93"
8
4X4 P.T. POST,
TYP.
(2) 2X12 P.T.
DROP GIRDER
AT PIERS, TYP.
2X12 STAIR
STRINGERS @
12" O.C., TYP.
TYP.
(2) 2X12 DROP
GIRDER
4'-117
8"
5"X18" G.L.B.
CONTRACTOR SHALL
COORDINATE LOCATION OF
FRAMING WITH PLUMBING
PENETRATIONS AT ALL
BATHROOM AND KITCHEN
LOCATIONS, TYP.
(4) 2X12
2X12 @ 12" O.C.
(4) 2X12
2X12 @ 12" O.C.
(4) 2X12
5"X18" G.L.B.
(4) 2X12
(2) 2X12
5"X18" G.L.B.
2X12 JOISTS @
12" O.C., TYP.
(2) 2X12 JOISTS
@ EDGE, TYP.
2X12 @ 16" O.C.
5"X18" G.L.B.
2X12 @ 12" O.C.
(4) 2X12
1
S-202
5"X18" G.L.B.
2X12 @ 12" O.C.
5"X18" G.L.B.
(4) 2X12
(4) 2X12
5"X18" G.L.B.
4X4 P.T. POST,
TYP.
5"X18" G.L.B.
P.A.
2X12 @ 16" O.C.
2X12 P.T. @ 16"
O.C.
(2) 2X12 P.T.
DROP GIRDER
AT PIERS, TYP.
5"X18" G.L.B.
(4) 2X12
5"X18" G.L.B.
5"X18" G.L.B.
W
5"X18" G.L.B.
SW
5"X18" G.L.B.
5'-113"
8
5"X18" G.L.B.
68
5"X18" G.L.B.
W
(2) 2X12
5"X18" G.L.B.
2X12 @ 16" O.C.
SW
5"X18" G.L.B.
SW
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
X
10
(2) 2X12
PROVIDE
BLOCK-OUT FOR
SHOWER UNIT
5"X18"
G.L.B.
68
10
X
W
5"X18" G.L.B.
W
5"X18" G.L.B.
5"X18" G.L.B.
(2) 2X12 P.T.
FLUSH GIRDERS
68
5"X18" G.L.B.
2X12 @ 16" O.C.
5"X18" G.L.B.
5"X18" G.L.B.
X
10
5"X18" G.L.B.
2X12 @ 16" O.C.
4'-117
8"
5"X18" G.L.B.
2X12 @ 16" O.C.
2X12 @ 16" O.C.
8"X18" G.L.B.
PROVIDE 2X8 BLOCKING @
16" O.C. AT CHANGE IN
DECKING ORIENTATION,
SEE ARCH. DWGS.
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
1"
6'-92
1
SW
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
S-201
2X12 @ 16" O.C.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
SW
5"X18" G.L.B.
2X12 @ 16" O.C.
PROVIDE 1"
JOINT BETWEEN
THE PROPOSED
AND EXISTING
STRUCTURES
5"X18" G.L.B.
W
(2) 2X12
5"X18" G.L.B.
TYP.
8
X6
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
11'-83"
8
2X12 @ 16" O.C.
5"X18" G.L.B.
2X12 @ 16" O.C.
TYP.
10
(2) 2X12
5"X18" G.L.B.
6'-33"
8
5"X18" G.L.B.
6'-23
4"
8
10
X6
W
SW
8
X6
5"X18" G.L.B.
W
(2) 2X12
2X12 STAIR
STRINGERS @
12" O.C., TYP.
10
(2) 2X12
2X12 @ 16" O.C.
W
5"X18" G.L.B.
SIM.
W
(2) 2X12
8"X18" G.L.B.
P.A.
2X12 @ 16" O.C.
0
(2) 2X12
0
X1
(2) 2X12
10
11'-73
8"
5"X18" G.L.B.
5"X18" G.L.B.
2X12 @ 16" O.C.
5"X18" G.L.B.
6'-25
8"
5"X18" G.L.B.
P.A.
5"X18" G.L.B.
10'-93"
8
5"X18" G.L.B.
5'-9"
5"X18" G.L.B.
5"X18" G.L.B.
11'-73"
8
1"
1'-44
5"X18" G.L.B.
5"X18" G.L.B.
11'-83
8"
CANT.
5"X18" G.L.B.
2X12 @ 16" O.C.
5'-8"
W
10
X1
00
S-401
5"X18" G.L.B.
P.A.
11'-83"
8
OUTLINE OF
PROPOSED DECK
12
1"
4'-112
CANT.
1"
6'-118
2X12 @
16" O.C.
2X12 @ 16" O.C.
.
.B
5'-8"
7
S-201
.L
1"
4'-112
6
S-201
"G
1"
6'-118
4
S-201
8
X1
5"X18" G.L.B.
W
10'-10"
5"
5"X18" G.L.B.
2X12 @ 16" O.C.
5"X18" G.L.B.
11'-83"
8
2X12 @ 16" O.C.
5"X18" G.L.B.
5"X18" G.L.B.
5"X18" G.L.B.
00
X1
.
.L
G
"
18
X
2X12 @
5"
16" O.C.
CANT. G.L.B AT "A.1"
LINE TO "A," TYP.
5"X18" G.L.B.
10
W
7'-23
8"
5"X18" G.L.B.
S-401
2X12 STAIR
STRINGERS @
12" O.C., TYP.
CANT.
7'-23"
8
S-401
S-201
11
12'-71"
8
9'-6"
11'-7"
1'-2"
4'-9"
B.
9'-105
8"
6'-25
8"
1"
17'-34
S-401
4X4 P.T. POST,
TYP.
TYP
.
(2) 2X12 P.T.
DROP GIRDER
AT PIERS, TYP.
2X12 JOISTS @
12" O.C., TYP.
2X12 JOISTS @
12" O.C., TYP.
(2) 2X12 JOISTS
@ EDGE, TYP.
(2) 2X12 JOISTS
@ EDGE, TYP.
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
1"
17'-34
11'-27"
8
3'-0"
21'-9"
7'-23
8"
(CANT.)
5'-8"
1"
4'-112
1"
6'-118
1"
6'-92
(2) 2x6
6'-33
8"
5K
3.
LV
L
1
4"
x9
4"
(2
)1
K
3.
8
(3) 1 34 x 18 LVL
6'-23
4"
5'-9"
SW
5'-113
8"
SLOPE
(2)2x8
(2)2x8
1.9K (3)2x8
PWT @ 24" O.C.
MULTI-PLY PWT's
(2)2x8
4'-7"
(2) 2x8
(2) 2x8
x
1
WP7
(3)2x8
(3)134"x1141"LVL
11'-83
8"
WP2
3.
5K
11'-73
8"
(2) 2x8
WP2
SKY-LIGHT)
WP2
6'-25
8"
WP2
(2) 2x8
SPACE TRUSSES
FURTHER APART
(2) 2x6
B
MULTI-PLY PWT's
4.7K
SLOPE
6.2K
(3)134"x1141"LVL
WP5
WP6
WP1
(2) 2x8
(2)2x8
MULTI-PLY PWT's
2x8
(2) 2x8
1.2K 1.2K
(2)2x8
2x8
SW
1.1K 1.1K
B
.85K .85K
2x8
2x8
2x8
2x8
1.1K 1.1K
4
S-202
WP7
WP6
BM
HSS10x6x3/8
6x10
6x10
(2)134"X1141" LVL
(2)2x10 LOW
@16"o.c.
1.9K
5
4
1
(2) 2x6
(2) 2x6
4
L
LV
1
1
4"
3
4"
WP6
WP6
6x10
6x10
6x10
6x10
6x10
134"X921" LVL
(2)2x10 LOW
(3)134"X20" LVL
@16"o.c.
134"X921" LVL
(2)2x10 LOW
WP1
WP2
4'-117"
8
L
LV
7
8"
x1
1
(2
)
(2)134"X1141" LVL
WP2
BM
3
S-201
WP2
PROVIDE 2x8 @ 16" O.C. AT
ROOF CORNERS TYP.
1
S-202
WP2
(2)2x8 [ELEV. -]
SLOPE
2
NOTE: TRUSS MANUFACTURER TO DESIGN
TRUSSES FOR CONCENTRATED LOADS
AROUND SKYLIGHTS AND AT HIP OR
VALLEY RAFTERS FOR LOADS SHOWN ON
PLANS. LOADS ARE IN KIPS (1000 LBS.)
ALL HEADERS SHOWN TO BE TOP AND
BOTTOM. SEE NOTE 7, THIS SHEET.
TYPICAL
10'-93
8"
L
LV
4"
1
9
3
"x
3
4"
(3)134"x16"LVL [ELEV. -]
WP2
B
2X6@12"OC.
BEARING WALL
D-FIR. No 2
(2) 2x6
1
4
(2
)1
(2
)1
6x10
6x10
6x10
6x10
VL
"L
6'-25
8"
(2) 2x6
1
WP2
2
VL
(2)2x8 [ELEV. -]
PA
S-201
S-201
L
1 "
94
WP2
WP1
(2)134"x741"LVL
WP2
SLOPE
B
WP2
SLOPE
1
3 "x
)1 4
WP2
SLOPE
(2)2x6(L)
(3) 1 34 x 18 LVL
WP2A
SLOPE
(2
WP2
BOX BM LOW (2)134"X921" LVL
(2)2x6(L)
VL
(2)134"x741"LVL
VL
WP1
WP1
SLOPE
"L
WP1
8
WP1
WP2
7
11
4
2X8@16"OC. TYP.
WP2
BM
SLOPE
2X8@16"OC. TYP.
1.1K 1.1K
B
WP2
L
1 "
94
(2)2x6
WP2
(2)134"x741"LVL
3 "x
)1 4
(2
WP2 WP2
(2)134"x1141"LVL
(2)134"x1141"LVL
(2)2X8
(2)2X8
WP3
WP2
1.1K 1.1K
SLOPE
94
(2)2x8
OUTLINE OF PARAPET
WALL ABOVE (TYP.)
WP2
3 "x
)1 4
(2
"x
3
WP1
SLOPE
(2)2x8
SLOPE
WP4
4x8
2X6@12"OC.
BEARING WALL
D-FIR. No 2
VL
4x8
2X8@16"oc
WP1
HEAVY TIMBER TRUSS TYPE 1
L
1 "
94
(3)134x16" LVL
REFER TO NOTE 8
FOR FRAMING
AROUND MECH.
EQUIPMENT (TYP.)
WP2
2x8
2x8 @
16" O.C.
3
WP1
B
SLOPE
(2)2x8
PA (3) 1 34 x 18 LVL
3 "x
)1 4
B
4x8
(2
1k 1k
WP2
4x8
(3)2X10
(3)134x18 LVL
(2) 2x8
8K
1k 1k
.5k .5k
(2)2x8
PROVIDE 1" JOINT BETWEEN
PROPOSED AND EXISTING
STRUCTURES
PROVIDE 2x8 @ 16" O.C. AT
ROOF CORNERS TYP.
6x10
4x8
OUTLINE OF ROOF
TOP EQUIPMENT.
CONTRACTOR TO
COORDINATE FINAL
LOCATION (TYP)
HEAVY TIMBER TRUSS TYPE 1
HSS10x6x3/8
(2)2x8
WP1
(3)2X10
WP1
(3) 1 34 x 18 LVL
3.
WP7
(2)2x8
.6k .6k
WP1
6x10
6x10
6x10
6x10
4x8
SW
RP
B
4x8
(2)2x8
B
WP6
B
2x8
WP2
RD
TYPICAL SKYLIGHT
OPENING
4x8
HSS10x6x3/8
1k 1k
HSS10x6x3/8
1k 1k
WP6
WP7
B
(2)2x8
SW
.6k .6k
(2)2x8
B
(2
)1
SW
RD
RP
DENOTES POST MARK
SEE POST SCHEDULE
THIS SHEET. (TYP)
BM
REFER TO NOTE 8
FOR FRAMING
AROUND MECH.
EQUIPMENT (TYP.)
HEAVY TIMBER TRUSS TYPE 1
PWT @ 24" O.C.
WP6
SW
6x10
6x10
6x10
6x10
6x10
PWT @ 24" O.C.
SLOPE
WP4
WP2A
BOLT LVL
TOGETHER
W=1100 PLF
SW
B
(3)2x8
1.6 1.6k
RD
4x8
WP2A
WP6
8K
3.
MULTI-PLY PWT's
1.1k1.2k
B
4x8
WP7
(2)2x8
WP2
(3)134x16 LVL
HSS10x6x3/8
(2)2x8
6x10
1k 1k
4x8
6x10
RP
4x8
6x10
HSS10x6x3/8
1k 1k
RD
(2)2x8
"
4
(3) 1 34 x 18 LVL
(3) 1 34 x 18 LVL
x9
X5
X
SS
5
H
(3)134x16 LVL
(3)134x16 LVL
X
X5
5
SS
H
H
SS
H
"
4
HEAVY TIMBER TRUSS TYPE 1
(2)2x8
(2)134x941" LVL
8K
(3) 1 34 x 18 LVL
1k 1k
1.1k1.2k
3.
5K
L (2) 2x8
LV
1
4"
3
4
SLOPE
3.
4x8
4
SS
5
5X
5
6x10
HSS10x6x3/8
4x8
6x10
6x10
6x10
6x10
6x10
4x8
6x10
6x10
4x8
1
"
1
4
X5
X
X
"
1
PROVIDE SIMPSON
HUCQ412-SDS HANGER
AT EACH END OF LVL
WP2
VL
PWT @ 24" O.C.
"x
(
HEAVY TIMBER TRUSS TYPE 1
HSS10x6x3/8
1k 1k
SLOPE
SLOPE
HSS10x6x3/8
6x10
6x10
6x10
6x10
6x10
6x10
WP6
WP6
(2)2x8
9
1
2)
(2)134x941" LVL
SLOPE
6x10
6x10
6x10
6x10
6x10
6x10
6x10
6x10
6x10
S-301
PWT @ 24" O.C.
S-201
L
PS
5
HSS12x8x3/8
6x10
6x10
6x10
6x10
6x10
6x10
6x10
6x10
6x10
6x10
6x10
1
(2) 2x8
WP2
6
PROVIDE SIMPSON
HUCQ412-SDS HANGER
AT EACH END OF LVL
2x8 @
16" O.C.
L
1 "
94
11'-83"
8
HSS5X5X1 4"
S-201
L
K
LV 3.8
1 "
94
WP8
2
FRAMING AT
SKYLIGHT TO
BE TOP AND
BOTTOM. SEE
NOTE 7.
(TYPICAL)
GIRT [ELEV. +20'-0"]
7
HSS5X5X1 4"
3 "x
)1 4
(2
(3)134"x1178"LVL
WP2
PROVIDE 2x8 @ 16" O.C.
AT ROOF CORNERS TYP.
3 "x
)1 4
(2
WP1
WP2
8
REFER TO 6/S501
FOR STEEL TUBE
CONNECTION (TYP.
EACH END)
5K
(3)134"x1178"LVL
(2)2x10
HSS10x6x3/8
WP1
SW
WP2
5
4
S-201
REFER TO S-102 FOR
COLUMN SIZE TYP.
HEAVY TIMBER TRUSS TYPE 1
(2)2x8
S-402
HSS 12x4x3 8 COLUMN
REFER TO SECTION
3/S-501 FOR HEAD DETAIL
3.
10'-10"
HSS 20x12x
(2)134"x1178"LVL
LVL SUPPORT
BEAMS AND
POSTS TO BE
CONCEALED IN
PARTITION
WALLS, SEE
S102
WP8
HEAVY TIMBER TRUSS TYPE 2
(3)134"x18" LVL
WP8
PA
4
S-402
5
S-201
(3)2X8 HDR.
WP6
2x8@16"o.c.
TYPICAL
HSS 12x4x3 8 COL.
REFER TO SECTION
3/S-501 FOR HEAD
DETAIL
HSS12x8x3/8
LVL
STRUC. RIDGE
1"
1'-44
6'-111"
8
12'-71"
8
9'-6"
11'-7"
6x10 OUTRIGGER AT GABLE
END, TYP. PROVIDE
OUTRIGGERS AT EACH END OF
GATHERING ROOM.
(CANT.)
7'-23"
8
5'-8"
1"
4'-112
S-402
134"x941"
11'-83
8"
9'-105"
8
10'-0"
S-302
3
11'-83
8"
10'-0"
4'-9"
HEAVY TIMBER TRUSS TYPE 2
11'-73
8"
11'-6"
1'-2"
6
4'-117
8"
11'-05"
8
21'-9"
4'-9"
10'-93
8"
9'-113
8"
11'-17"
8
43'-6"
S-202
3
S-202
POST SCHEDULE
LINE OF EXISTING
BUILDING, TYP.
MARK
WP1
SIZE
(2) 2X6
WP2
541"X541" PSL
WP2A
541"X541"
WP3
WP4
NAILING
16d COMMON FACE
NAILS AT 24" O.C.
POST CAP/BASE
(2) SIMPSON ACE4 T&B.
GRADE
D.FIR No. 2
---
(2) SIMPSON ACE4 T&B.
ENGINEERED
---
---
(2) SIMPSON AC6 (14-16d) T&B.
ENGINEERED
---
7"X7" PSL
---
(2) SIMPSON ACE4 T&B.
ENGINEERED
---
---
(2) SIMPSON ACE4 T&B.
ENGINEERED
---
WP5
541"X7" PSL
321"X541" PSL
---
(2) SIMPSON ACE4 T&B.
ENGINEERED
---
WP6
(3) 2X6
16d COMMON FACE NAILS
AT 16" O.C. EACH FACE
(2) SIMPSON ACE4 TOP;
HDQ8-SDS3 HOLD DOWN
D.FIR No. 2
WP7
(3) 2X4
16d COMMON FACE NAILS
AT 16" O.C. EACH FACE
(2) SIMPSON ACE4 T&B.
D.FIR No. 2
WP8
321"X321" PSL
(2) SIMPSON ACE4 TOP.
HDQ8-SDS3 HOLD DOWN
ENGINEERED
PSL
---
TYPICAL HANGER AND STRAP/HURRICANE TIE SCHEDULE
ROOF FRAMING PLAN
SCALE: 1/8"= 1'-0"
ELEMENT
FACE MOUNT HANGER
TOP FLANGE HANGER
STRAP/HURRICANE TIE
(AT WALL SUPPORT)
ROOF
TRUSS
---
---
SIMPSON HTS-20 WITH
(24) 10d COMMON NAILS
LVL GIRDERS/
RAFTERS
---
---
SIMPSON HTS-20 WITH
(24) 10d COMMON NAILS
2X12 JOIST
SIMPSON LUS210
HU212TF
(2) SIMPSON H2.5A
2X10 JOIST
SIMPSON LUS210
HU210TF
(2) SIMPSON H2.5A
2X8 JOIST
SIMPSON LUS28
HU28TF
(2) SIMPSON H2.5A
2X6 JOIST
SIMPSON LUS26
HU26TF
(2) SIMPSON H2.5A
4X8 JOIST
SIMPSON HUCQ4-10 SDS
---
---
6X10 JOIST
SIMPSON HUCQ6-10 SDS
---
---
COMMENTS
---
SEE 1/S402 FOR HOLD
DOWN ANCHOR DETAILS
--SEE 1/S402 FOR HOLD
DOWN ANCHOR DETAILS
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
S501
5
8" PLYWOOD WITH
EXTERIOR GLUE
P.T. WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
1"
11'-42
9'-6"
7
S501
2x6 NON-LOAD
BEARING WALL
LVL
10'-0"
(P.T.)
3
T&G PLYWOOD
SHEATHING
2
S401
2x12's AT 16" O.C.
SOLID BLOCKING BEWTEEN
JOISTS AT MIDSPAN AND AT
SUPPORT LOCATIONS
TRUSS CONNECTION
TO BE DESIGNED BY
TRUSS MANUFACTURER.
MULTI-PLY WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
HSS14x4x5 8 WITH 12
THREADED ROD WELDED
TO TOP AND BOTTOM AT
16" O.C. TO ATTACH
BLOCKING (COUNTERSINK
NUTS)
2x4 NON-LOAD
BEARING WALL
4"
P.T. 2X6 CONT. (TYP)
SEE ARCH'L. PLANS
FOR MOLDING
(3)134"x16" LVL
6
S401
TYP.
P.T. 2X6 CONT. (TYP)
SEE ARCH'L. PLANS
FOR MOLDING
COMPOSITE DECKING, SEE
ARCH. DWGS.
GLUE LAMINATED
BEAM SEE PLANS
FOR SIZE
P.T. LVL BEAM
SEE PLAN FOR SIZE.
16'-1" TOP OF PARAPET
(3)134"x18"
10'-0"
P.T. DOUBLE 2X6
TOP PLATE
4'-0"
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
HIP RAFTERS TO FRAME
IN AT PANEL POINT. (FAR SIDE)
SEE PLAN FOR SIZE.
MULTI-PLY PREFAB.
WOOD TRUSSES
TO BE DESIGNED
BY OTHERS.
5
8" PLYWOOD WITH
EXTERIOR GLUE
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
CONCRETE PIER
AND FOOTING SEE
PLANS FOR TYPE
AND SIZE
8
S501
(2)134"x941" LVL (P.T.)
VALLEY BEAM
(2)134"x941"
2x8 (P.T.) @16" OC.
SLOPING JOISTS
LVL (P.T.)
HIP BEAM
3
4"
T&G PLYWOOD
SHEATHING
2
S401
2x12's AT 16" O.C.
TYP.
6
S401
GLUE LAMINATED
BEAM SEE PLANS
FOR SIZE
8" PLYWOOD WITH
EXTERIOR GLUE
541"x541" PSL POST
TO SUPPORT VALLEY
BEAM
SUSPENDED CEILING
SEE ARCH. DWGS.
(3)134"x18"
LVL BEAM (P.T.)
SEE PLAN FOR
SIZE
LVL
NON-LOAD
BEARING
WALL
7
S501
TRUSS BEARING LINE
(P.T.)
(3)134"x16" LVL (P.T.)
3
COMPOSITE
DECKING, SEE
ARCH. DWGS.
4
S401
T&G PLYWOOD
SHEATHING
SOLID BLOCKING BEWTEEN
JOISTS AT MIDSPAN AND AT
SUPPORT LOCATIONS
4"
2
S401
6
S401
TYP.
HSS14x4x5 8 WITH 12
THREADED ROD WELDED
TO TOP AND BOTTOM AT
16" O.C. TO ATTACH
BLOCKING (COUNTERSINK
NUTS)
2X6 CONT. (TYP)
SEE ARCH'L. PLANS
FOR MOLDING
COMPOSITE DECKING, SEE
ARCH. DWGS.
2x12's AT 16" O.C.
GLUE LAMINATED
BEAM SEE PLANS
FOR SIZE
CONCRETE WALL
AND FOOTING SEE
PLANS FOR TYPE
AND SIZE
16'-1" TOP OF PARAPET
P.T. DOUBLE 2X6
TOP PLATE
2x6 BEARING WALL
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
CONCRETE PIER
AND FOOTING SEE
PLANS FOR TYPE
AND SIZE
16'-1" TOP OF PARAPET
P.T. WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
10'-0"
TRUSS CONNECTION
TO BE DESIGNED BY
TRUSS MANUFACTURER.
5
2x8 (P.T.) @16" OC.
ROOF JOISTS
P.T. 2X6 CONT. (TYP)
SEE ARCH'L. PLANS
FOR MOLDING
MULTI-PLY PREFAB.
WOOD TRUSSES
TO BE DESIGNED
BY OTHERS.
P.T. WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
10'-0"
PROVIDE (2) 2X6
BEAMS BELOW
PARAPET (TYP)
5
8" PLYWOOD WITH
EXTERIOR GLUE
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
SKY-LIGHT SEE
ARCHITECTURAL PLANS.
2X8 FRAMING AROUND
SKY-LIGHT. SEE PLAN
5
P.T. WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
3
4" T&G PLYWOOD
SHEATHING
2x12's AT 16" O.C.
GLUE LAMINATED
BEAM SEE PLANS
FOR SIZE
TRUSS CONNECTION
TO BE DESIGNED BY
TRUSS MANUFACTURER.
2
S401
TYP.
LVL BEAM (P.T.)
SEE PLAN FOR
SIZE
2x6 BEARING WALL
BEYOND
5
8" PLYWOOD WITH
EXTERIOR GLUE
4'-0"
10'-0"
MULTI-PLY P.T. PREFAB.
WOOD TRUSSES
TO BE DESIGNED
BY OTHERS.
10'-0"
P.T. 2X6 CONT.
(TYP)
16'-1" TOP OF PARAPET
P.T. WOOD TRUSS, TO BE
DESIGNED BY OTHERS.
REFER TO LOADING
DIAGRAMS
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
P.T. 2x6 FACIA
NAIL TO EA. TRUSS
(TYP)
BEARING WALL
2X6@12"O.C.
D-FIR No. 2
(3)134"x18" LVL
(P.T.)
BEARING WALL
2X6@12"O.C.
D-FIR No. 2
2
S401
TYP.
3
4" T&G PLYWOOD
SHEATHING
2x12's AT 16" O.C.
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
6
S401
SOLID BLOCKING BEWTEEN
JOISTS AT MIDSPAN AND AT
SUPPORT LOCATIONS
16'-1" TOP OF PARAPET
PLYWOOD WITH
EXTERIOR GLUE
8" PLYWOOD WITH
EXTERIOR GLUE
8"
10'-0"
5
HIP RAFTERS BEYOND TO FRAME
IN AT PANEL POINT OF TRUSS. SEE
PLAN FOR SIZE.
PROVIDE TOP MOUNT
JOIST HANGER FOR
SLOPING MEMBER. TYP
COMPOSITE DECKING, SEE
ARCH. DWGS.
P.T. 2x8@16" OC.
P.T. 2x6 @16" O.C.
GLUE LAMINATED
BEAM SEE PLANS
FOR SIZE
CONCRETE PIER
AND FOOTING SEE
PLANS FOR TYPE
AND SIZE
CONCRETE PIER
AND FOOTING SEE
PLANS FOR TYPE
AND SIZE
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
P.T. 2X6 CONT. (TYP)
SEE ARCH'L. PLANS
FOR MOLDING
MULTI-PLY P.T. WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
LVL BEAM (P.T.)
SEE PLAN FOR SIZE.
PROVIDE (2) 2X6
BEAMS BELOW
PARAPET (TYP)
F
5
8" PLYWOOD WITH EXTERIOR
GLUE
H
P.T. 2X6 CONT. (TYP)
SEE ARCH'L. PLANS
FOR MOLDING
SEE ARCH. PLANS FOR
FLASHING DETAILS.
PROVIDE JOIST
HANGER AT EACH
RAFTER TYP.
CONTINUE MULTI-PLY PREFAB.
WOOD TRUSSES OR PROVIDE
SOLID BLOCKING BETWEEN
TRUSSES BEARING ON WALL
134"x921" LVL
@16" O.C.
TRUSS CONNECTION
TO BE DESIGNED BY
TRUSS MANUFACTURER.
2x4 SHEAR WALL
134"x921" LVL
@16" O.C.
ROOFING ON
5
8" PLYWOOD
JOIST
HANGER
TYP.
CEILING JOIST
2x6 @ 16" O.C.
3
T&G PLYWOOD
SHEATHING
SEE ARCH. PLANS FOR
FLASHING DETAILS.
(2)2x10
(2)2x10
MULTI PLY GLUED
PLYWOOD BEAM @
16"OC. CUT PER ARCH.
RADIUS. SEE ARCH. PLANS
H1 TYPE HURRICANE
ANCHOR BY SIMPSON
TYP. AT EACH RAFTER
(2)134"x1141"
JOIST HANGER
TYP.
4"
2x12's AT 16" O.C.
2
S401
TYP.
6
S401
2x6 BEARING WALL
COMPOSITE
DECKING, SEE
ARCH. DWGS.
2x6 FACIA BOARD
CONT.
CEILING JOIST
2x6 @ 16" O.C.
(2)2x10
H1 TYPE HURRICANE
ANCHOR BY SIMPSON
TYP. AT EACH RAFTER
SIMPSON
LUSC28-2 JOIST
HANGER. TYP.
LVL
D
P.T. WOOD TRUSS
TO BE DESIGNED BY OTHERS.
REFER TO LOADING DIAGRAMS
10'-0"
1"
28
(3)134"x20" LVL
16'-1" TOP OF PARAPET
D
(2)134"x1141"
F
LVL
GLUE LAMINATED
BEAM SEE PLANS
FOR SIZE
CONCRETE PIER
AND FOOTING SEE
PLANS FOR TYPE
AND SIZE
NOTE: REFER TO STRAP/HURRICANE
TIE SCHEDULE ON DRAWING S-103
FOR ROOF FRAMING TIE DOWN
INFORMATION.
H
SEE ARCH. PLANS FOR
FLASHING DETAILS.
21"
8
(3)134"x20" LVL
PROVIDE JOIST
HANGER AT EACH
RAFTER TYP.
(3)134"x16" LVL
134"x921" LVL
@16" O.C.
ROOFING ON
5
8" PLYWOOD
134"x921" LVL
@16" O.C.
(2) 2x8
(2)2x10 BEAM
TYP.
(2)2x10 BEAM
TYP.
2x6 FACIA BOARD
CONT. TYP.
MULTI PLY
PLYWOOD BM
SEE SECTION 1
THIS SHEET
(2) 2x8
(2)134"x1141" LVL
(2)2x10 BEAM
TYP.
SIMPSON
LUSC28-2 JOIST
HANGER. TYP.
541"x541" PSL
POST TYP.
541"x541" PSL POST
TYP.
SEE ARCH. PLANS FOR
FLASHING DETAILS.
H1 TYPE HURRICANE
ANCHOR BY SIMPSON
TYP. AT EACH RAFTER
(2)134"x1141" LVL
541"x541" PSL
POST TYP.
4.8
1
CENTER LINE
OF 2x6 WALL
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
SEE ARCH. PLANS
FOR FACIA AND
FLASHING DETAILS
(3)134"x16" LVL
RIDGE BEAM
(3)134"x20" LVL
541"x541" PSL
2x6 STUD WALL @ 16" OC.
PROVIDE DOUBLE TOP PLATE
BOTTOM OF LVL
(2)2x10 BEAM
WOOD BOX BEAM
(2)2x12 WEB
2x6 TOP AND BOTTOM
ARCHEDWINDOW
SEE ARCH. PLANS
.
(2)2x8 BEAM
BEYOND
541"x541" PSL
POST BEYOND
(2)2x10 BEYOND
MULTI PLY GLUED
PLYWOOD BEAM @
16"OC. CUT PER ARCH.
RADIUS. SEE ARCH. PLANS
541"x541" PSL
POST BEYOND
2x6 STUD WALL @ 16" OC.
PROVIDE DOUBLE TOP PLATE
WOOD BOX BEAM
(2)2x12 WEB
2x6 TOP AND BOTTOM
DOOR SEE ARCH.
PLANS
+12'-0"
FINISHED FLOOR
7"x7" PSL
W10 COL. (GALV.)
1 1 4" DIAMETER ASTM
F1554 GR. 55 ANCHOR
RODS (GALV.)
1
x 4 12" x 4" TALL STIFFENER
PLATES GALV. (3 PER SIDE)
2"
1" TOP PLATE GALV.
1"x12"x1'-8" BASE PLATE
PLAN VIEW
W10 COL. (GALV.)
1 1 4" DIAMETER ASTM F1554
GR. 55 ANCHOR RODS (GALV.)
1" TOP PLATE GALV.
1
x 4 12" x 4" TALL STIFFENER
PLATES GALV. (3 PER SIDE)
2"
1"x12"x1'-8" BASE PLATE
DOUBLE NUTS FOR LEVELING
2 12" NON-SHRING GROUT
CONCRETE PIER SEE PIER
SCH. FOR SIZE AND
REINFORCING
CONCRETE FOOTING SEE
FOOTING SCH. FOR SIZE
AND REINFORCING
PROVIDE 12"x3"x3" FISH
PLATE WITH NUT TOP AND
BOTTOM AT BOTTOM OF
EACH ANCHOR ROD TYP.
SECTION
TYPICAL BASE PLATE DETAIL AT W10 COLUMNS
HEAVY TIMBER TRUSS TYPE 1
WORK POINT
SEE ARCH. DWGS. FOR
ROOFING AND FLASHING
DETAILS
SEE ARCH. DWGS. FOR
ROOFING AND FLASHING
DETAILS
3
8" GALV. STEEL SIDE PLATES
WITH 1" DIAMETER A-325 THRU
BOLTS (GALV.) TYP.
6X10 TIMBER BEAM
12X12 TOP CHORD
12X12 TOP CHORD
WORK POINT
12X12 TOP CHORD
3
LINE OF 2X6 FULL-SAWN
TONGUE-AND-GROOVE
DECKING, SEE 4/S302
8" GALV. STEEL SIDE PLATES
WITH 1" DIAMETER A-325 THRU
BOLTS (GALV.) TYP.
CENTERLINE OF
TIMBER
HSS10x6x3 8 WITH 1 4"
BENT PLATE
WELDED TO TOP
SEE ARCH. DWGS. FOR
ROOFING AND FLASHING
DETAILS
LINE OF 2X6 FULL-SAWN
TONGUE-AND-GROOVE
DECKING, SEE 4/S302
6X10 TIMBER BEAM
LINE OF 2X6 FULL-SAWN
TONGUE-AND-GROOVE
DECKING, SEE 4/S302
WORK POINT
CENTERLINE OF
TIMBER
12X12 BOTTOM CHORD
12X12 WEB
CENTERLINE OF
TIMBER
WORK POINT
5"
W10 STEEL
COLUMN
GALV. STEEL SIDE PLATES
WITH 1" DIAMETER A-325 THRU
BOLTS (GALV.) TYP.
12X12 WEB
8"
4"
3
CENTERLINE OF
TIMBER
12X12 TIMBER
DIAGONAL
7"
N.
MI
7" YP.
T
12X12 TIMBER DIAGONAL
12X12 BOTTOM
CHORD
CENTERLINE OF
TIMBER
6"
4"
1 2"
2
CENTERLINE OF
TIMBER
P.
TY
T
4"
.
YP
N.
MI .
P
TY
1 1/2"
4'-6"
1" DIAMETER A-325 THRU
BOLTS (GALV.) TYP.
N.
MI
1 2"
1
.
YP
T
4"
WORK POINT
3
8" GALV. STEEL SIDE PLATES
WITH 1" DIAMETER A-325 THRU
BOLTS (GALV.) TYP.
3
CENTERLINE OF
COLUMN
8" GALV. STEEL
SIDE PLATES WITH
3
8" GALV. SEAT
PLATE
CENTERLINE OF
TIMBER
12X12 TIMBER
DIAGONAL
3
8" GALV. STEEL SIDE PLATES
WITH 1" DIAMETER A-325 THRU
BOLTS (GALV.) TYP.
12X12 BOTTOM
CHORD
SECTION
SECTION
SECTION
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
SECTION
SECTION
HEAVY TIMBER TRUSS TYPE 2
GATHERING ROOM STRUCTURAL ROOF DECKING
TYP. PURLIN CONNECTION DETAIL
TYP. PURLIN OUTRIGGER CONNECTION DETAIL
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
SECTION A-A
TYP. PIER AND FOOTING DETAIL
A
GLU-LAM BEAM SEAT DETAIL
TYP. PIER AND FOOTING DETAIL
SHEAR WALL FND. DETAIL
A.1
FOUNDATION DETAIL AT EX. BUILDING
TYP. DETAIL AT FRAMED WALL
EXTERIOR STAIR FRAMING DETAIL
RAMP TO FINISHED GRADE TRANSITION DETAIL
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
TYP. RAMP FRAMING DETAIL
GLUE LAM FRAMING DETAIL
GLUE LAM FRAMING DETAIL
GLUE LAM FRAMING DETAIL
A
TYPICAL SHEAR WALL HOLD DOWN DETAIL
TYPICAL STEEL TUBE BASE PLATE DETAIL
4
3
S402
S402
A.1
FRAMING SECTION AT EX. BUILDING
FRAMING SECTION AT OFFICE 117
FRAMING SECTION AT OFFICE 117
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz
TYP. DETAIL AT HEAD OF TUBE POST
TYP. SHEAR WALL DETAIL
TYP. DETAIL AT ROOF TRANSITION
ROOF FRAMING NOT
SHOWN FOR CLARITY
HURRICANE TIE/STRAP
REFER TO SCHEDULE
ON DWG. S-103
DOUBLE 2x6 PLATE
1
4"x3"x8" (GALV.) LONG TOP PLATE.
WELD PLATE TO TOP OF POST AND
TUBE WITH 1 4" FILLET WELD ALL
AROUND.
SIMPSON HUCQ410
HEAVY DUTY JOIST
HANGER. FASTEN TO
STEEL POST WITH (10)
1/4-14 SELF DRILLING
SCREWS
1
HSS5x5x 4 STEEL POST
WITH 1 4" CAP PLATE
HSS14x4X12 WITH 12" DIA. THREADED
ROD WELDED TO TOP AND BOTTOM
TO ATTACH BLOCKING. WELD TUBE
TO SEAT WITH 1 4" FILLET WELD ALL
AROUND.
L4x4x1 4x0'-5" (GALV.) LONG SEAT WITH
3
8" FITTED STIFFENER AT CENTER.
WELD SEAT TO POST WITH 1 4" FILLET
WELD ALL AROUND.
SECTION
SECTION
SECTION
CABLE BARRIER. SEE
ARCH. DRAWINGS FOR
DETAILS AND LOCATION.
DOUBLE 2X4 (P.T.)
TOP PLATE
PROVIDE SOLID (2) 2X4 BLOCKING
BETWEEN 2X4 AT BARRIER POST
LOCATIONS. ATTACH BLOCKING TO
STUDS WITH A23 SIMPSON CLIPS
1
PROVIDE (4) 4x3 SDS
SCREWS EACH SIDE
PER CLIP
PROVIDE 2X6 TOP CHORD EXTENSION AT
24" O.C. TO FRAME ROOF. CONTRACTOR
HAS OPTION TO PANELIZE OR STICK
FRAME PEAK OF TRUSS
L4x4x1 4x0'-4" LONG
(GALV.) CLIP EACH
SIDE TYP.
2X4 (P.T.) AT 24" O.C.
5
8" PLYWOOD WITH
EXTERIOR GLUE
2X4 (P.T.) CONT.
BOTTOM PLATE
SEE ARCH. DWGS. FOR
ROOFING AND FLASHING
DETAILS
(2) 2X6 SOLID BLOCKING
BETWEEN TRUSSES
UNDER PARAPET
PRE-ENGINEERED
WOOD TRUSS
SECTION
BOTTOM CHORD OF
PREFAB TRUSS
PROVIDE (8) 1 4x3
SIMPSON SDS SCREWS
EACH SIDE (STAGGER
LOCATION)
(3) 13 4x16 LVL. PROVIDE
PLYWOOD SPACERS ON
EACH SIDE OF LVL'S TO
MAINTAIN REQUIRED
WALL THICKNESS
1
4"x8"x12" TALL SIDE
PLATES WELDED TO
POST CAP PLATE WITH
3
16" FILLET WELD ALL
AROUND
HSS5x5x1 4 STEEL POST
WITH 1 4" CAP PLATE
SECTION
64 Thompson Street, Suite A101
East Haven, CT 06513
Tel: 203.467.4370 Fax: 203.468.6172
Web: www.iesllc.biz