STRUCTURAL NOTES - Fairfield, ConnecticutSTRUCTURAL NOTES FOUNDATION NOTES 1.FOUNDATION DESIGN PARAMETERS FROM GEOTECHNICAL INVESTIGATION REPORT PREPARED BY LOBDELL CONSULTANTS, P.C.

GENERAL NOTES

1. THE STRUCTURAL PLANS AND SPECIFICATIONS, TO THE BEST OF OURKNOWLEDGE, COMPLY WITH THE APPLICABLE REQUIREMENTS OF THEINTERNATIONAL BUILDING CODE 2003 WITH STATE OF CONNECTICUTAMENDMENTS.

2. THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THEINTERNATIONAL BUILDING CODE 2003 WITH STATE OF CONNECTICUTAMENDMENTS AND ALL APPLICABLE FEDERAL AND SATE CODES, STANDARDS,REGULATIONS AND LAWS.

3. ALL REFERENCED STANDARDS REFER TO THE EDITION IN FORCE AT THE TIMETHESE PLANS AND SPECIFICATIONS ARE ISSUED FOR PERMIT.

4. WORK NOT INDICATED ON A PART OF THE DRAWINGS BUT REASONABLYIMPLIED TO BE SIMILAR TO THAT SHOWN AT CORRESPONDING PLACES SHALLBE REPEATED.

5. IN ANY CASE OF CONFLICT BETWEEN THE NOTES, DETAILS ANDSPECIFICATIONS, THE MOST RIGID REQUIREMENTS SHALL GOVERN.CONTRACTOR SHALL MAKE NO DEVIATION FROM CONTRACT DOCUMENTSWITHOUT WRITTEN APPROVAL OF THE ENGINEER.

6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ANDCOORDINATE WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHERCONSULTANTS, PROJECT SHOP DRAWINGS AND FIELD CONDITIONS.

7. THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES ANDUTILITY LINES FROM ALL DAMAGE.

8. JOB SAFETY AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OFTHE CONTRACTOR.

9. THE STRUCTURES ARE DESIGNED FOR THE FOLLOWING UNIFORMLYDISTRIBUTED LIVE LOADS:

PUBLIC ROOMS, STAIRS & CORRIDORS 100 LBS./SQ.FT.KITCHENS 150 LBS./SQ.FT.PARTITIONS 6 LBS./SQ.FT.GATHERING ROOM 100 LBS./SQ.FT.ROOF 30 LBS./SQ. FT. + DRIFTING

SEISMIC LOADS

1. THE BUILDING STRUCTURAL FRAMES/WALLS ARE DESIGNED USING THEEQUIVALENT LATERAL FORCE METHOD IN ACCORDANCE WITH THEINTERNATIONAL BUILDING CODE 2003 W/ CONNECTICUT AMENDMENTS.

2. SEISMIC PARAMETERS:

A. SPECTRAL ACCELERATIONS Ss = 0.279S1 = 0.064

IMPORTANCE FACTOR I=1.00B. SEISMIC DESIGN CATEGORY "B"

SEISMIC RESISTING SYSTEM

C. STEEL NOT SPECIFICALLY DETAILED FOR SEISMIC "R=3"

LIGHT FRAMED WALLS SHEATHED WITH WOOD "R=6" STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE

CONTROLING RESPONSE FACTOR USED FOR "R=3" ENTIRE BUILDING STRUCTURE (PER ASCE-7

SECTION 9.5.2)

WIND LOADS

1. BASIC WIND SPEED (3 SECOND GUST) = 110 MPH.

2. EXPOSURE = "C"

SNOW LOADS

1. GROUND SNOW LOAD = 30 PSF & DRIFTING, PER ASCE 7-02.

STRUCTURAL NOTES

FOUNDATION NOTES

1. FOUNDATION DESIGN PARAMETERS FROM GEOTECHNICAL INVESTIGATIONREPORT PREPARED BY LOBDELL CONSULTANTS, P.C. DATED AUGUST 31, 2009.

2. FOUNDATIONS SHALL BE DESIGNED FOR 4,000 PSF STATIC BEARING CAPACITY.

3. CONTRACTOR SHALL BE FAMILIAR WITH THE SUBSURFACE CONDITIONS ANDGEOTECHNICAL REPORT BEFORE COMMENCING EXCAVATION.

4. DOWELS FROM FOOTINGS INTO PIERS AND WALLS ABOVE SHALL BE THE SAMESIZE AND NUMBER AS VERTICAL REBAR IN PIERS AND WALLS, AND SHALL BEEXTENDED "LTE" INTO FOOTINGS AND "LTS" INTO PIERS AND WALLS UNLESSOTHERWISE SHOWN.

5. DROP BOTTOM OF WALLS AND PIERS TO TOP OF FOOTINGS TO OBTAIN FULLEXTENT OF CONTACT, UNLESS OTHERWISE SHOWN.

6. CENTERLINE OF FOOTINGS SHALL BE CENTERLINE OF WALLS, PIERS ANDCOLUMNS, UNLESS OTHERWISE SHOWN.

7. NO BACKFILLING SHALL BE DONE AGAINST FOUNDATION AND RETAINING WALLSUNTIL CONCRETE HAS ATTAINED AT LEAST 75% OF ITS DESIGN STRENGTH.BEFORE BACKFILLING, PROVIDE BRACING FOR WALLS SUSTAINING MORE THAN3 FEET OF EARTH PRESSURE. THIS BRACING SHALL REMAIN IN PLACE UNTIL ALLSLABS AND BEAMS FRAMING INTO WALL HAVE BEEN PLACED AND SET.

8. IN NO CASE SHALL BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTEDCLOSER THAN 5 FEET FROM ANY FOUNDATION WALL. IF IT IS NECESSARY TOOPERATE SUCH EQUIPMENT CLOSER THAN 8 FEET TO THE WALL, THECONTRACTOR SHALL BE THE SOLE RESPONSIBLE PARTY AND AT THEIR OWNEXPENSE SHALL PROVIDE ADEQUATE SUPPORTS OR BRACE THE WALL TOWITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT.

9. CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALLEXCAVATION SLOPES. WHERE NECESSARY, SHEETING AND SHORING OFEXCAVATION SHALL BE PROVIDED WITH ALL REQUIRED TIEBACKS ANDBRACING.

10. METHODS EMPLOYED IN ALL SHEETING AND SHORING SHALL BE DESIGNED BYA PROFESSIONAL ENGINEER LICENSED IN THE STATE OF CONNECTICUT.

11. MATERIAL FOR CONTROLLED FILL SHALL MEET THE FOLLOWING CRITERIA:SELECT EXCAVATED GRAVEL OR STONE MATERIALS FREE OF ORGANICMATERIAL, LOAM, TRASH, SNOW, ICE, FROZEN SOIL, AND OTHEROBJECTIONABLE MATERIAL, CONFORMING TO THE GRADATION REQUIREMENTSAS FOLLOWS:

SIEVE SIZE % PASSING (BY WEIGHT)3-1/2" 100%3/4" 50-100%#4 25-75%

THE FRACTION PASSING THE NO. 200 SIEVE SHALL BE LESS THAN 15% OF THEFRACTION PASSING THE NO. 4 SIEVE.

12. ON-SITE EXCAVATED MATERIAL MAY ONLY BE SUITABLE FOR USE ASGRANULAR FILL IF IT CONFORMS TO THE SPECIFICATIONS NOTED AND ISAPPROVED FOR USE BY THE GEOTECHNICAL ENGINEER. REFER TOGEOTECHNICAL REPORT FOR MORE INFORMATION.

13. STRUCTURAL FILL MATERIAL SHOULD BE PLACED IN UNIFORM 12" THICK LOOSELIFTS AND COMPACTED TO 95% OF ITS MAXIMUM DRY DENSITY, AT OPTIMUMMOISTURE CONTENT, IN ACCORDANCE WITH ASTM D1557-93. IN RESTRICTEDAREAS WHERE ONLY HAND-OPERATED EQUIPMENT IS PERMITTED, THEMAXIMUM LOOSE LIFT SHALL BE 8".

14. SOIL COMPACTION SHALL BE CONTROLLED BY A QUALIFIED TESTINGLABORATORY OR GEOTECHNICAL ENGINEER. TAKE A MINIMUM OF ONE FIELDDENSITY TEST FOR EACH LAYER. LOCATION OF TEST SHALL BE DETERMINED BYTHE TESTING AGENCY.

REINFORCED CONCRETE NOTES

1. STRUCTURAL CONCRETE AND CONCRETING PRACTICES SHALL CONFORM WITHACI-318, “AMERICAN CONCRETE INSTITUTE, BUILDING CODE REQUIREMENTSFOR STRUCTURAL CONCRETE” LATEST EDITION. DETAILS SHALL BE INACCORDANCE WITH ACI-315, “DETAILS AND DETAILING OF CONCRETEREINFORCEMENT” UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL ACIREQUIREMENTS FOR HOT AND COLD WEATHERING CONCRETING MUST BEADHERED TO.

2. CONCRETE SHALL HAVE A MIN. COMPRESSIVE STRENGTH AT 28 DAYS ASFOLLOWS UNLESS OTHERWISE NOTED ON THE DRAWINGS:

A. FOUNDATIONAL WALLS, BUTTRESSES, SLAB ON GRADE: 4000 PSI,NORMAL WEIGHT

B. FOOTINGS AND PIERS: 4000 PSI, NORMAL WEIGHTC. CONCRETE ON METAL DECK: 4000 PSI, NORMAL WEIGHTD. ALL OTHER CONCRETE: 4000 PSI, NORMAL WEIGHT

3. ALL EXPOSED CONCRETE SHALL HAVE AN AIR ENTRAINING AGENT.

4. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60 UNLESSREQUIRED TO BE WELDED AS SHOWN ON PLANS. ALL REINFORCING BARSREQUIRED TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 50.

5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. SUPPORT WIRE FABRICWITH CHAIRS OR LIFTS, DURING CONCRETE PLACEMENT TO INSURE PROPERPOSITION IN SLAB.

6. ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACINGCONCRETE. IF REQUIRED, ADDITIONAL BARS OR STIRRUPS SHALL BEPROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS.

7. ALL REINFORCING BARS SHALL BE LAPPED AS SPECIFICALLY DETAILED ON THEDRAWINGS. SPLICING & EMBEDMENTS SHALL BE IN ACCORDANCE W/ ACI 318WHERE NOT SPECIFICALLY INDICATED ON THE DRAWINGS, ALL REINFORCINGBARS SHALL BE LAPPED USING THE TENSION SPLICE LENGTHS IN THE LAPSPLICE SCHEDULE:

A. LAP GRADE BEAM AND WALL TOP HORIZONTAL REINFORCEMENT ATCENTER OF SPAN.

B. LAP GRADE BEAM AND WALL BOTTOM HORIZONTAL REINFORCEMENT ATSUPPORT.

C. LAP INSIDE FACE WALL VERTICAL REINFORCEMENT AT SUPPORT.D. LAP OUTSIDE FACE VERTICAL WALL REINFORCEMENT AT MID-HEIGHT OF

WALL.E. UNLESS OTHERWISE NOTED, TERMINATE BARS AT DISCONTINUOUS ENDS

WITH STANDARDS HOOKS.F. ALL HOOKED BARS NOT DIMENSIONED SHALL BE STANDARD HOOKS.

8. MINIMUM CONCRETE COVER SHALL BE AS FOLLOWS, UNLESS NOTEDOTHERWISE ON THE DRAWINGS:

A. SLABS: 3/4 INCHB. WALLS: 1 INCHC. COLUMNS: 1-1/2 INCHESD. ALL CONCRETE EXPOSED TO WEATHER OR EARTH: 2 INCHESE. ALL CONCRETE PLACED AGAINST EARTH: 3 INCHES

9. 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'SREVIEW PRIOR TO BEGINNING WORK.

10. WALL AND GRADE BEAM CONSTRUCTION JOINTS SHALL BE LOCATED TOPROVIDE A 60 FOOT MAXIMUM LENGTH OF CONCRETE PLACEMENT.

11. VERTICAL CONSTRUCTION JOINTS IN GRADE BEAMS AND WALLS SHALL BEUSED ONLY WITH PRIOR APPROVAL OF THE ENGINEER, SEE NOTE 9 ABOVE,AND SHALL BE LOCATED AS FOLLOWS:

A. FOUNDATION WALLS: MINIMUM 8'-O” FROM ANY COLUMN LINE OR WALLOPENING.

B. GRADE BEAMS: AT CENTERLINES BETWEEN SUPPORTS.

12. NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, WALLSAND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVEDIN WRITING PRIOR TO CONSTRUCTION BY THE ENGINEER.

13. NO CONCRETE TEST WILL BE ACCEPTED IF CONCRETE IS TAMPERED WITH INANY WAY AFTER SAID TEST IS PERFORMED. REPEAT TEST IF WATER IS ADDEDAFTER INITIAL SAMPLING.

14. THE CONTRACTOR SHALL PROVIDE REINFORCING STEEL ERECTOR WITH A SETOF APPROVED SHOP DRAWINGS FOR FIELD USE.

15. ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE ROUGHENEDTO ¼ INCH AMPLITUDE FOR THE ENTIRE INTERSECTING SURFACE ACCORDINGTO ACI RECOMMENDATIONS AND APPLY A BONDING AGENT AS REQUIRED.

16. CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALLOPENINGS, PIPE SLEEVES, CURBS, ETC., AS REQUIRED BY OTHER TRADESBEFORE CONCRETE IS PLACED.

17. CONTRACTOR SHALL COORDINATE SLAB DEPRESSIONS FOR FLOOR FINISHESWITH THE ARCHITECTURAL DRAWINGS.

18. CONTRACTOR SHALL COORDINATE LOCATION OF FLOOR DRAINS, CURBS,CONCRETE PADS AND FLOOR DEPRESSIONS, ETC., WITH THE ARCHITECTURALAND MECHANICAL DRAWINGS.

19. CONTRACTOR SHALL COORDINATE LOCATION OF INSERTS, WELDED PLATESAND OTHER ITEMS TO BE EMBEDDED IN CONCRETE WITH ARCHITECTURAL ANDMECHANICAL DRAWINGS.

20. HORIZONTAL PIPES OR CONDUITS PLACED IN SLABS SHALL NOT BE SPACEDCLOSER THAN 3 X THE DIAMETER OF CENTER. PIPE AND CONDUITS PLACED INSLABS SHALL NOT HAVE AN OUTSIDE DIAMETER LARGER THAN 1/3 OF SLABTHICKNESS. ALUMINUM CONDUITS SHALL NOT BE PLACED IN CONCRETE. NOCONDUITS SHALL BE PLACED IN THE SLAB WITHIN 12 INCHES OF ANY COLUMNFACE.

21. CONTRACTOR SHALL USE RIGID STEEL TEMPLATES (SUPPLIED BY THE STEELFABRICATOR) TO INSTALL ANCHOR RODS.

22. ALL STEEL MEMBERS TO BE ENCASED IN CONCRETE SHALL BE WRAPPED WITHA MINIMUM W.W.F. 6 X 6 - W2.9 X W2.9 REINFORCING, UNLESS OTHERWISENOTED.

23. ALL SLABS SHALL BE FLAT AND LEVEL PER THE CONCRETE SPECIFICATIONS.THE CONCRETE CONTRACTOR SHALL INCLUDE IN THEIR BID ANY EXCESSCONCRETE REQUIRED DUE TO SUPPORT MEMBER DEFLECTION TO POURSLABS FLAT AND LEVEL. THE CONCRETE PLACING PROCEDURE SHALL BECONTROLLED TO MINIMIZE SUPPORT MEMBER DEFLECTION.

FORMWORK AND SHORING NOTES

1. SHORES SHALL BE DESIGNED AND DETAILED BY A PROFESSIONAL ENGINEERLICENSED IN THE STATE OF CONNECTICUT. DRAWINGS ILLUSTRATING THESHORING SYSTEM AND SEQUENCING SHALL BE SIGNED AND SEALED BY SAIDENGINEER.

2. DESIGN AND ERECT FORMS AND SHORES IN ACCORDANCE WITH ACI-347.DESIGN FORMS AND SHORES FOR HORIZONTAL CONCRETE MEMBERS FOR NOTLESS THAN DEAD LOAD PLUS 50 PSF CONSTRUCTION LOAD AND FOR THECUMULATIVE LOADS OF SUPPORTING FLOOR SLABS. DESIGN SHORES WITH AMIN. FACTOR OF SAFETY OF 3.

3. PROVIDE TEMPORARY BRACING AS NEEDED TO ENSURE STABILITY OFSTRUCTURE DURING CONSTRUCTION.

4. FORMING, SHORING AND RE-SHORING SHALL BE INSPECTED BY THEPROFESSIONAL ENGINEER WHO PREPARES THE SAID DRAWINGS. THEY SHALLSUBMIT A STATEMENT TO THE ENGINEER THAT THIS WORK WAS PERFORMED INACCORDANCE WITH PLANS AND SPECIFICATIONS.

STRUCTURAL STEEL NOTES

1. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THEAMERICAN INSTITUTE OF STEEL CONSTRUCTION, “MANUAL OF STEELCONSTRUCTION, ASD (LATEST EDITION).

2. ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THEREQUIREMENTS OF THE AISC “SPECIFICATION FOR STRUCTURAL STEELBUILDINGS”, LATEST EDITION.

3. STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING UNLESS OTHERWISENOTED ON THE DRAWINGS:

A. ALL ROLLED SHAPES AND CHANNELS: ASTM A-572 OR A-992, MIN. YIELDSTRENGTH OF 50 KSI

B. MISCELLANEOUS ANGLES: ASTM A-36, MIN YIELD STRENGTH OF 36 KSIC. HOLLOW STRUCTURAL STEEL SECTIONS, (TUBES AND PIPES): ASTM A500

GRADE B, MIN YIELD STRENGTH OF 42 KSI FOR PIPES AND 46 KSI FORTUBES.

4. ALL CONNECTION MATERIAL AND BASE PLATES SHALL CONFORM TO ASTMSTANDARD A-36 (36KSI), WITH 50-KSI STEEL PLATE WHERE NOTED.

5. ALL BOLTS SHALL CONFORM TO ASTM A325 OR A490, NUTS SHALL CONFORM TOASTM A563 AND WASHERS SHALL CONFORM TO ASTM A-F436.

6. ALL ANCHOR BOLTS/RODS SHALL CONFORM TO ASTM F-1554 GRADE 36 WITHWELD ABILITY SUPPLEMENT S1, UNLESS OTHERWISE NOTED. SUBMIT GRADECERTIFICATIONS FOR RECORD. STEEL SUPPLIER SHALL SUPPLY RIGID STEELTEMPLATES FOR ANCHOR ROD INSTALLATION.

7. ALL SHOP OR FIELD BOLTED CONNECTIONS, SHALL BE BOLTED CONNECTIONSUSING 3/4 INCH DIAMETER A325 N BOLTS IN STANDARD HOLES, UNLESSSPECIFICALLY NOTED OTHERWISE.

8. OVERSIZED OR SLOTTED HOLES SHALL NOT BE USED FOR ANY CONNECTIONSUNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED INWRITING BY THE ENGINEER.

9. ALL BUTT AND FULL PENETRATION WELDS SHALL BE MADE USING RUN OFFTABS WHICH SHALL BE REMOVED AND GROUND SMOOTH AFTER WELD ISCOMPLETED.

10. ALL WELD BACK UP BARS SHALL BE REMOVED AND GROUND SMOOTH AFTERWELD IS COMPLETED, UNLESS NOTED OTHERWISE.

11. ALL WELDS INDICATED SHALL MEET THE MINIMUM WELD SIDE SPECIFIED BYTHE AISC MANUAL OF STEEL DESIGN. (SINGLE PASS AS REQUIRED)

12. ALL WELDS SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCEWITH A.W.S. SPECIFICATIONS, LATEST EDITIONS. ALL WELDING ELECTRODESSHALL CONFORM TO A.W.S. A5.1 GRADE E-70. BARE ELECTRODES ANDGRANULAR FLUX SHALL CONFORM TO A.W.S. A5.17, F70 A.W.S. FLUXCLASSIFICATION.

13. ALTERNATE CONNECTIONS WILL BE ACCEPTED ONLY WITH THE WRITTENAPPROVAL OF THE ENGINEER. HOWEVER, THE ENGINEER SHALL BE THE SOLEJUDGE OF THE ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATETHE USE OF THOSE SPECIFIC DETAILS SHOWN ON THE DRAWINGS. IN ANYEVENT THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF SUCHALTERNATE DETAILS WHICH THEY PROPOSE.

14. SHOP AND FIELD CONNECTIONS NOT SPECIFICALLY DETAILED ON THEDRAWINGS SHALL BE BOLTED OR WELDED.

15. WHEN NOT SPECIFICALLY DETAILED ELSEWHERE ON THE DRAWINGS, ALL BEAMTO BEAM AND BEAM TO COLUMN CONNECTIONS SHALL BE DETAILED AS SHOWNIN THE TYPICAL BEAM CONNECTION DETAILS.

16. ALL BEAM AND GIRDERS SHALL BE CONNECTED FOR 115% OF THE REACTIONDENOTED BY THE SYMBOL V ON THE PLAN. PROVIDE A MINIMUM 2 BOLTCONNECTION. IF NO REACTION IS GIVEN PROVIDE CONNECTION FOLLOWINGNOTE 17 BELOW.

17. ALL BEAM AND GIRDER CONNECTIONS SHALL BE AT LEAST CAPABLE OFDEVELOPING THE UNIFORMLY DISTRIBUTED LOAD CAPACITY OF THE MEMBERUSING THE REACTION FROM THE ALLOWABLE LOAD OF BEAM AS TABULATED INTHE AISC MANUAL OF STEEL CONSTRUCTION LATEST EDITION UNLESS NOTEDOTHERWISE. FOR COMPOSITE BEAMS MULTIPLY THE REACTION BY THE RATIOStr/S WHERE Str = SECTION MODULUS OF THE TRANSFORMED COMPOSITECROSS SECTION WITH RESPECT TO THE BOTTOM FLANGE, AND S= SECTIONMODULUS OF THE STRUCTURAL STEEL ALONE.

18. FILLER BEAMS SHOULD BE SPACED EQUALLY BETWEEN THE SUPPORTSUNLESS OTHERWISE NOTED ON THE DRAWINGS.

19. ALL HOLES AND CUTS SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE INTHE SHOP. CUTS OR BURNING OF HOLES IN STRUCTURAL STEEL MEMBERS INTHE FIELD WILL NOT BE PERMITTED.

20. STEEL MEMBERS INDICATED ON THE DRAWINGS TO BE ENCASED IN CONCRETESHALL BE UNPAINTED ON THE CONTACT SURFACES AND SHALL BE WRAPPEDWITH A MINIMUM W.W.F. 6 X 6 - W2.9 X W2.9 REINFORCING UNLESS OTHERWISENOTED.

21. THE STRUCTURAL STEEL CONTRACTOR SHALL COORDINATE THE BOTTOM OFBASE PLATE ELEVATION WITH THE TOP OF CONCRETE ELEVATION.

22. THE MAXIMUM LOAD HUNG FROM ANY BEAM FOR MEP DUCTWORK, PIPING ETCSHALL BE DISTRIBUTED TO THE BEAM'S TRIBUTARY AREA IN A WAY THAT THEALLOWABLE DESIGN LOADS LISTED IN THE GENERAL NOTES ARE NOTEXCEEDED. THE CONTRACTOR SHALL COORDINATE THE LOADS OF ALL TRADESAND PROVIDE ADDITIONAL SUPPORT OR DISTRIBUTION FRAMING AS REQUIREDTO ACHIEVE THESE LOADS.

23. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITHARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS AND DRAWINGSRELATED TO OTHER TRADES. THE GENERAL CONTRACTOR IS RESPONSIBLE TOCHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC., WITH THE WORKOF THE OTHER TRADES.

24. PROVIDE ANY TEMPORARY BRACING OR GUYS TO PROVIDE LATERAL SUPPORTOF THE STRUCTURES AND INDIVIDUAL ELEMENTS UNTIL PERMANENT FRAME ISCOMPLETELY INSTALLED.

25. ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.

26. ALL TUBE & PIPE SECTIONS EXPOSED TO WEATHER SHALL HAVE OPEN ENDSCAPPED WITH 1/4" PLATE.

27. ALL STRUCTURAL STEEL TO RECEIVE SPRAY APPLIED FIRE PROTECTION SHALLBE LEFT UNCOATED.

28. FOR EXPOSED INTERIOR STRUCTURAL STEEL, REFER TO ARCHITECTURALDRAWINGS AND SPECIFICATIONS FOR SURFACE PREPARATION AND FINISHREQUIREMENTS.

29. STEEL FABRICATOR SHALL COORDINATE ALL HOLE LOCATIONS FOR SIMPSONTIE DOWN ANCHORS. ALL HOLES SHALL BE SHOP DRILLED THROUGH BEAMFLANGES.

CONTRACTORS DESIGN RESPONSIBILITY

1. THE LISTED BELOW PROJECT ITEMS ASSOCIATED WITH FABRICATION,ERECTION AND CONTRACTORS MEANS AND METHODS AND REQUIRINGSTRUCTURAL DESIGN ARE THE RESPONSIBILITY OF THE CONTRACTOR.

2. THE CONTRACTOR SHALL RETAIN THE SERVICES OF STRUCTURALPROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CONNECTICUT TOPERFORM THE DESIGN OF THESE ITEMS.

3. CALCULATIONS FOR ITEMS MARKED THUS (*) SHALL BE SUBMITTED FORREVIEW AND APPROVAL TO THE ENGINEER OF RECORD, OTHERWISE THE ITEMSSHALL ONLY BE SUBMITTED FOR THE OWNERS RECORD:

A. ERECTION: GUIDING, BRACING, CONSTRUCTION LOADS, SCAFFOLDING,RIGGING CONSTRUCTION HOISTS AND CRANES, TEMPORARY SUPPORTSAND THEIR CONNECTIONS.

SPECIAL INSPECTIONS

THE FOLLOWING CONTROLLED INSPECTIONS ARE REQUIRED TO BE PERFORMED INACCORDANCE THE BUILDING CODE OF THE STATE OF CONNECTICUT, LATESTEDITION:

ITEM:CONCRETE CONSTRUCTIONREINFORCED MASONRY CONSTRUCTIONSTEEL CONSTRUCTIONSOILSSPRAYED FIRE RESISTANT MATERIALSTIMBER CONSTRUCTION

TIMBER FRAMING NOTES

1. ALL TIMBER FRAME CONSTRUCTION SHALL BE DONE IN STRICT CONFORMANCE WITH THE AITCTIMBER CONSTRUCTION MANUAL, LATEST EDITION.

2. ALL TIMBER SHALL BE KILN-DRIED, #2 OR BETTER, DOUGLAS FIR WITH A MINIMUM ALLOWABLEBENDING STRESS OF 1000 PSI OR AN APPROVED EQUIVALENT. ALL WOOD IN CONTACT WITHSOIL, WEATHER OR CONCRETE SURFACES SHALL BE PRESERVATIVELY TREATED. (P.T.)

3. ALL PLYWOOD DECKING OR SHEATHING SHALL BE APA RATED C-D GRADE STRESS LEVEL S-2WITH EXTERIOR GLUE.

4. EXTERIOR PLYWOOD WALL SHEATHING SHALL BE FASTENED WITH 10d COMMON NAILS SPACEDAT 4" O.C. AT PANEL EDGES AND 12" O.C. INTERMEDIATE. EXTERIOR PLYWOOD ROOF SHEATHINGSHALL BE FASTENED WITH 10d COMMON NAILS SPACED AS FOLLOWS: AT AT THE PERIMETER OFTHE 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 LEAD HOLEDIAMETER IN ACCORDANCE WITH THE AITC TIMBER MANUAL.

6. ALL TIMBER FRAMING CLIPS AND FASTENERS SHALL BE HOT DIP GALVANIZED AFTERFABRICATION. ALL SIMPSON STRONG TIE CONNECTORS SHALL HAVE ZMAX G185 GALVANIZEDCOATINGS.

7. ALL STRUCTURAL COMPOSITE LUMBER (SCL) SHALL BE MICROLAM LVL's WITH A MINIMUMMODULUS OF ELASTICITY OF 1900 KSI, AS MANUFACTURED BY THE TRUS JOIST CO. OR ANAPPROVED EQUIVALENT.

8. ALL PARALLAM POST (PSL) SHALL HAVE A MINIMUM MODULUS OF ELASTICITY OF 1800 KSI, ASMANUFACTURED BY THE TRUS JOIST CO. OR AN APPORVED EQUIVALENT.

9. INSTALLATION OF LVL's SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDEDPROCEDURES. DO NOT DRILL OR CUT ANY STRUCTURAL HEADER OR BEAM WITHOUT APPROVALOF ARCHITECT/ENGINEER. LAMINATE MULITPLE-PLY LVL'S WITH 3/8" DIAMETER CARRIAGE BOLTS,TWO ROWS 16" ON CENTER.

10. ENGINEERED METAL-PLATE-CONNECTED WOOD TRUSSES SHALL BE DESIGNED BY A LICENSEDPROFESSIONAL ENGINEER. THE CONTRACTOR SHALL SUBMIT ENGINEERED TRUSS SHOPDRAWINGS TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL. TRUSSSHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A LICENSED DESIGN PROFESSIONALCURRENTLY REGISTERED FOR PRACTICE IN THE STATE OF CT. SHOP DRAWINGS SHALL INDICATEALL LOADING CASES CONSIDERED, MAXIMUM DEFLECTIONS AND MAXIMUM END REACTIONS FOREACH TYPICAL TRUSS CONFIGURATION. TRUSS SHOP DRAWINGS SHALL INDICATE COMPRESSIONMEMBERS REQUIRING ADDITIONAL FIELD-INSTALLED LATERAL BRACING. REFER TO DRAWINGSS-002 AND S-003 FOR LOAD DIAGRAMS. TRUSS DEFLECTIONS SHALL BE LIMITED TO 1

360 OF SPAN.

11. PROVIDE TORQUE LOCKING NUTS AT ALL BOLTED CONNECTIONS.

12. LAMANITED BEAMS SHALL BE 24FV3 SOUTHERN YELLOW PINE AND SHALL BE PRESERVATIVETREATED (P.T.).

FASTENING

4 - 8d COMMON

TIMBER FRAMING FASTENING SCHEDULE

CONNECTION

FLOOR JOIST TO SILLOR WALL PLATE

LOCATION

TOENAIL

(2) ROWS OF 14x 4 12 SDSSCREWS @ 12" O.C.

BOTTOM PLATE TO JOIST,RIM, OR BLOCKING FACE

2 - 16d COMMONTOP PLATE TO STUD END NAIL

2 - 16d COMMON + SIMPSON SP4 STUDTIESTUD TO BOTTOM PLATE END NAIL

16d COMMON @ 16" O.C.DOUBLE STUD FACE NAIL

16d COMMON@ 16" O.C.DOUBLE TOP PLATES FACE NAIL

8 - 16d COMMONDOUBLE TOP PLATES -LAP SPLICE FACE NAIL

3 - 8d COMMONBLOCKING BETWEEN

JOIST OR RAFTER TO TOPPLATE

TOENAIL

10d COMMON @ 6" O.C.RIM JOIST TO TOP PLATE TOENAIL

2 - 10d COMMONFLOOR TRUSS TO RIMJOIST

FACE NAIL, ONE EACH TOPAND BOTTOM CHORD

3 - 10d COMMONCEILING JOIST TO TOPPLATE TOENAIL

4 - 16d COMMONCEILING JOIST - LAPSOVER PARTITIONS FACE NAIL

4 - 8d COMMONHEADER TO STUD TOENAIL

NO.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

4 - 16d COMMONCEILING JOIST TOPARALLEL RAFTERS FACE NAIL

4 - 16d COMMONCOLLAR TIE TO RAFTER FACE NAIL

4 - 8d COMMONRAFTER TO PLATE TOENAIL

3 - 16d COMMON 24" O.C.LEDGER TO RIM JOIST FACE NAIL

8d COMMON 16" O.C.2X4 GYPSUM NAILER FACE NAIL

3 - 16d COMMON EA. STUDLEDGER TO WALL STUD FACE NAIL

64 Thompson Street, Suite A101East Haven, CT 06513Tel: 203.467.4370 Fax: 203.468.6172Web: www.iesllc.biz

11'-6" 10'-0" 9'-1058" 11'-7"43'-6"

11'-7

3 8"11

'-83 8"

11'-8

3 8"11

'-83 8"

6'-2

5 8"10

'-93 8"

9'-6"

21'-9" 21'-9"

17'-314" 11'-27

8"

7'-2

3 8"5'

-8"

4'-1

11 2"6'

-111 8"

1'-4

1 4"10

'-10"

4'-1

17 8"

4'-9" 4'-9"

10'-0"11'-178" 9'-113

8" 11'-058"

1'-2"

12'-718"

3'-0"

15'-0"

13'-0

"

15'-0"

6'-1

0"6'

-91 2"

6'-4

1 2"

6'-8

" 6'-912"3'-9"


11'-6" 10'-0" 9'-1058" 11'-7"43'-6"

4'-7

"6'

-91 2"

6'-3

3 8"

11'-7

3 8"11

'-83 8"

11'-8

3 8"11

'-83 8"

6'-2

5 8"10

'-93 8"

9'-6"

21'-9" 21'-9"

6'-1

11 8"4'

-111 2"

5'-8

"7'

-23 8"

6'-2

3 4"5'

-9"

17'-314" 11'-27

8"

7'-2

3 8"

10'-9

3 8"

5'-8

"4'

-111 2"

6'-1

11 8"1'

-41 4"

10'-1

0"4'

-117 8"

5'-1

13 8"11

'-83 8"

11'-7

3 8"6'

-25 8"

4'-1

17 8"

4'-9" 4'-9"

10'-0"11'-178" 9'-113

8" 11'-058"

1'-2"

12'-718"

3'-0"

6'-0

"

6'-0"

6'-0"

6'-0

" 6'-0"

6'-0

"

6'-0"

6'-0"6'-0"

6'-0

"5'-6" 5'-6"


3' W. X 12" TH.CONC. SLAB ATBASE OF STAIRS

SW

SW

SW

SW

SW

SW

SW

SW

11'-6" 10'-0" 9'-1058" 11'-7"43'-6"

4'-7

"6'

-91 2"

6'-3

3 8"

9'-6"

21'-9" 21'-9"

6'-1

11 8"4'

-111 2"

5'-8

"7'

-23 8"

6'-2

3 4"5'

-9"

17'-314" 11'-27

8"

10'-9

3 8"5'

-113 8"

11'-8

3 8"11

'-73 8"

6'-2

5 8"4'

-117 8"

4'-9" 4'-9"

10'-0"11'-178" 9'-113

8" 11'-058"

1'-2"

12'-718"

3'-0"

3' W. X 12" TH. CONC. SLABAT BASE OF STAIRS


TYP.

FACE OF EX. BUILDING, DONOT UNDERMINE EXISTINGFOUNDATIONS. VERIFYEXISTING BOTTOM OF FTG.ELEVATION IN THE FIELDAND SET A.1 LINEFOOTINGS TO MATCH

RAMP CONSTRUCTION,SEE ARCH. DRAWINGSFOR LAYOUT. TOP OFPIERS TO FOLLOWPROFILE OF RAMP, TYP.

TYP.

TYP.

TOP OF PIERS AND FND.WALL [+8'-3 1/2"]

TOP OF PIERS AND FND.WALL [+8'-3 1/2"]

TYP.


LINE OF WALL FRAMING,ABOVE, SEE S102

3' W. X 2' TH.GRADE BEAM,REINF. WITH (4)#6 BARS TOP &BOT., & #4 TIES@ 12" O.C.EXTEND INTOFTG. TYP.

3' W. X 2' TH.GRADE BEAM



SW

11'-7

3 8"11

'-83 8"

11'-8

3 8"11

'-83 8"

6'-2

5 8"10

'-93 8"

7'-2

3 8"5'

-8"

4'-1

11 2"6'

-111 8"

1'-4

1 4"10

'-10"

4'-1

17 8"


11'-6" 10'-0" 9'-1058" 11'-7"43'-6"

4'-7

"6'

-91 2"

6'-3

3 8"

11'-7

3 8"11

'-83 8"

11'-8

3 8"11

'-83 8"

6'-2

5 8"10

'-93 8"

9'-6"

21'-9" 21'-9"

6'-1

11 8"4'

-111 2"

5'-8

"7'

-23 8"

6'-2

3 4"5'

-9"

17'-314" 11'-27

8"

7'-2

3 8"

10'-9

3 8"

5'-8

"4'

-111 2"

6'-1

11 8"1'

-41 4"

10'-1

0"4'

-117 8"

5'-1

13 8"11

'-83 8"

11'-7

3 8"6'

-25 8"

4'-1

17 8"

4'-9" 4'-9"

10'-0"11'-178" 9'-113

8" 11'-058"

1'-2"

12'-718"

3'-0"

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.

5"X18" G.L.B.

5"X18" G.L.B.

5"X18" G.L.B.

5"X18" G.L.B.

2X12 @ 16" O.C.

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.

2X12 @ 16" O.C.

5"X18" G.L.B.

2X12 @ 16" O.C.

5"X18" G.L.B.

2X12 @ 16" O.C.

5"X18" G.L.B.

2X12 @ 16" O.C.

5"X18" G.L.B.

2X12 @ 16" O.C.

5"X18" G.L.B.

2X12 @ 16" O.C.

5"X18" G.L.B.

5"X18" G.L.B.

2X12 @ 16" O.C.

5"X18" G.L.B.5"X18" G.L.B.

2X12 @ 16" O.C.5"X18

" G.L.

B.

CANT.

5"X18" G.L.B.

CANT.

2X12 @16" O.C.

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.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.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.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.

2X12

@ 1

2" O

.C.

OUTLINE OFPROPOSED DECK

SW

SW

SW

SW

SW

SW

SW

SW

5"X18" G.L.B.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

2X12 @ 16" O.C.

5"X18" G.L.B.

5"X18" G.L.B.

CANT. G.L.B AT "A.1"LINE TO "A," TYP.

2X12 JOISTS @12" O.C., TYP.

(2) 2X12 P.T.DROP GIRDERAT PIERS, TYP.

4X4 P.T. POST,TYP.

(2) 2X12 JOISTS@ EDGE, TYP.



4X4 P.T. POST,TYP.


2X12

@ 1

2" O

.C.

2X12

@ 1

2" O

.C.

5"X18" G.L.B.

(2) 2X12 P.T.FLUSH GIRDER

(4) 2

X12

5"X18" G.L.B. 5"X18" G.L.B.5"X18" G.L.B.

(4) 2

X12

(4) 2

X12

(4) 2

X12

(4) 2

X12

5"X18" G.L.B.(4) 2

X12

(4) 2

X12

2X12

@ 1

2" O

.C.

(4) 2

X12

5"X18" G.L.B.

5"X18" G.L.B.

5"X18" G.L.B.

5"X18" G.L.B.



4X4 P.T. POST,TYP.


(2) 2X12 DROPGIRDER

(2) 2X12 P.T.FLUSH GIRDERS

2X12 P.T. @ 16"O.C.

PROVIDEBLOCK-OUT FORSHOWER UNIT

2X12 STAIRSTRINGERS @12" O.C., TYP.







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.5"X18" G.L.B.

1S-201

4S-202

4S-201

6S-201

3S-201

7S-201

5S-201

1S-202

2S-202

TYP.

TYP.

TYP.

”

”

” ”

8"X18" G.L.B.

CANT.

8"X18" G.L.B.

(2) 2

X12

(2) 2

X12

P.A.

W10

X68

W10

X68

W10X100

W10

X68

W10

X68

W10

X68

W10X68

W10X68

W10

X100

W10X68

W10X68

W10X68

5"X

18" G

.L.B

.5"

X18

" G.L

.B.

5"X

18"

G.L

.B.

W10

X100 W10X100

5"X18" G.L.B.

2X12 @ 16" O.C.

(2) 2

X12

P.A.

(2) 2

X12

(2) 2

X12

(2) 2

X12

(2) 2

X12

(2) 2

X12

(2) 2

X12

(2) 2

X12

(2) 2

X12

PROVIDE 1"JOINT BETWEENTHE PROPOSEDAND EXISTINGSTRUCTURES

10S-401

11S-401

CANT.

5"X18" G.L.B. 5"X18" G.L.B.

12S-401

7S-401

PROVIDE 2X8 BLOCKING @16" O.C. AT CHANGE INDECKING ORIENTATION,SEE ARCH. DWGS.

2X12 @

16" O.C

.

5"X18" G.L.B.

5"X18" G.L.B.2X12 @ 16" O.C.

5"X18" G.L.B.

CONTRACTOR SHALLCOORDINATE LOCATION OFFRAMING WITH PLUMBINGPENETRATIONS AT ALLBATHROOM AND KITCHENLOCATIONS, TYP.

P.A.

P.A.

4S-501

5S-501

TYP.

SIM.


11'-6" 10'-0" 9'-1058" 11'-7"43'-6"

4'-7

"6'

-91 2"

6'-3

3 8"

11'-7

3 8"11

'-83 8"

11'-8

3 8"11

'-83 8"

6'-2

5 8"10

'-93 8"

9'-6"

21'-9" 21'-9"

6'-1

11 8"4'

-111 2"

5'-8

"7'

-23 8"

6'-2

3 4"5'

-9"

17'-314" 11'-27

8"

7'-2

3 8"

10'-9

3 8"

5'-8

"4'

-111 2"

6'-1

11 8"1'

-41 4"

10'-1

0"4'

-117 8"

5'-1

13 8"11

'-83 8"

11'-7

3 8"6'

-25 8"

4'-1

17 8"

4'-9" 4'-9"

10'-0"11'-178" 9'-113

8" 11'-058"

1'-2"

12'-718"

3'-0"

B BB

B

B

B

B B

B B

B B

B B

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

HS

S10

x6x3

/8

HEAVY TIMBER TRUSS TYPE 2

PWT @ 24" O.C.

MU

LTI-P

LY P

WT'

s

PW

T @

24"

O.C

.

MULTI-PLY PWT's

PWT @ 24" O.C.

(2) 2

x8

(2) 2

x8

2x8 @16" O.C.

MULTI-PLY PWT's

(2) 2x8

2x8 @16" O.C.

PROVIDE 2x8 @ 16" O.C.AT ROOF CORNERS TYP.

PWT @ 24" O.C.

(3) 1 34 x 18 LVL(3) 1 34 x 18 LVL (3) 1 34 x 18 LVL

5 1

4 x 5

14 P

SL (3) 1 34 x 18 LVL

PROVIDE 2x8 @ 16" O.C. ATROOF CORNERS TYP.

PROVIDE 2x8 @ 16" O.C. ATROOF CORNERS TYP.

HSS 20x12x58 GIRT [ELEV. +20'-0"]

HSS 12x4x38 COLUMN

REFER TO SECTION3/S-501 FOR HEAD DETAILREFER TO S-102 FORCOLUMN SIZE TYP.

(3)1

3 4"x1

11 4"LV

L(3

)2x8

(3)2X10

PA

(3)134"x18" LVL

(2)2x10

(2)134"x117

8"LVL

(3)2X10

2X6@12"OC.BEARING WALLD-FIR. No 2

WP1WP1

WP2A WP2A

BOLT LVLTOGETHERW=1100 PLF

DENOTES POST MARKSEE POST SCHEDULETHIS SHEET. (TYP)

2X6@12"OC.BEARING WALLD-FIR. No 2

1S-201

4S-202

(3) 1 34 x 18 LVL WP2WP2

(3) 1 34 x 18 LVL

WP2WP2

(3)134x16 LVL (3)13

4x16 LVL

(3)134x16 LVL

HSS5X5X

14"

HSS5X5X

1

4"

HSS5X5X

1

4"

HSS5X5X

1

4"

(2)1

3 4x91 4"

LV

L

(2) 2

x8

(2) 2x8

(2) 2

x6

4S-201

6S-201

(2)1

34"

x9

14"

LVL

(2)1

34"

x91

4" LV

L

(2)1

3

4"x9

14"

LVL

(2)1 34 "x9 14 " LVL

(2)1 34 "x9 14 " LVL

(2)1 34 "x9 14 " LVL

(2) 2x8

(2) 2

x8

MU

LTI-P

LY P

WT'

s

3S-201

(2) 2

x8

(2) 2

x82x8

2x8

SLOPE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PESLOPE

SLOPESLO

PE

SLOPE

SLOPE

SLOPESLOPE

7S-201

5S-201

3.8K3.8K

3.5K3.5K

3.8K

3.5K

3.8K

3.8K

3.5K

(2)1 34 "x9 14 " LVL

(2)1 34 "x9 14 " LVL

(2)1

3 4"x9

14"

LVL(2)

1

3

4"x9

1

4" LV

L

WP2

SPACE TRUSSESFURTHER APART2'-3"± (TYP. ATSKY-LIGHT)

WP4

WP2

(2)2x8

(3)2x8

(2)2x8

(2)2x8

(2)2x8 2x8

RD

RD

RD

RD

LINE OF EXISTINGBUILDING, TYP.

HS

S10

x6x3

/8H

SS

10x6

x3/8

HS

S10

x6x3

/8H

SS

10x6

x3/8

HS

S10

x6x3

/8H

SS

10x6

x3/8

HS

S10

x6x3

/8H

SS

10x6

x3/8

HS

S10

x6x3

/8



SLOPESLOPE

BM BM

BM

BM

(2)2x6(L)

1S-301

(3)1

3 4"X

20" L

VL

(3)134"x16"LVL [ELEV. -]

TYPICAL SKYLIGHTOPENING

PA WP2 WP2WP2

(2)2x8 [ELEV. -] (2)2x8 [ELEV. -]

(2)1

3 4"X

111 4"

LV

L

(2)1

3 4"X

111 4"

LV

L

(2)1

3 4"x1

17 8" LV

L

(2)1 3

4 "x11 7

8 " LVL

WP2

(2)134"x111

4"LVL(2)134"x111

4"LVL(2)13

4"x714"LVL

WP2 WP2

WP1 WP2

WP1 WP2

WP3

WP1

(2)134"x71

4"LVL(2)134"x71

4"LVL

WP1

WP1

WP1WP1

WP2

WP2

1S-202

3S-202

SW

SW

SW

SW

SW

SW

SW

SW

(2)2x6(L)

(3) 1

3 4 x

18 L

VL

WP2

WP2A

(3)134x18 LVL

(2)134x91

4" LVL

2S-202

WP2WP2

WP2

WP1

WP2

WP2

6.2K 4.7K

(3)134"x111

4"LVL

WP2 WP2

WP2WP2

13 4"X

91 2" L

VL

@16

"o.c

.

13 4"X

91 2" L

VL

@16

"o.c

.

(2)2

x10

LOW

(2)2

x10

LOWWP2

BOX BM LOW

(2)2

x10

LOW

(2)2x8

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10

6x10 6x

10

6x10

(3)134x16" LVL

WP4

WP2

WP1

WP1

WP2

(2)2x6

WP1

WP1

HSS5X5X14"

HSS5X5X14"

WP5

WP2

1.1K 1.1K

1.1K 1.1K

2x8

(2)134"X91

2" LVL

(2)2X8(2)2X8

2X8@16"oc

2X8@16"OC. TYP. 2X8@16"OC. TYP.

2x8

2x8

(3)2

x8

(2)2

x8

1.9K

1.9K

1.2K

1.2K

.85K

.85K

(2)2x81.2k1.1k

1.2k1.1k

(2)2x8

1.6 1.6k

.6k .6k

.6k .6k

.5k .5k

NOTE: TRUSS MANUFACTURER TO DESIGNTRUSSES FOR CONCENTRATED LOADSAROUND SKYLIGHTS AND AT HIP ORVALLEY RAFTERS FOR LOADS SHOWN ONPLANS. LOADS ARE IN KIPS (1000 LBS.)ALL HEADERS SHOWN TO BE TOP ANDBOTTOM. SEE NOTE 7, THIS SHEET.TYPICAL

HS

S12

x8x3

/8

HS

S12

x8x3

/8






(2)2x8

1k1k

(2)2x8

1k1k

FRAMING ATSKYLIGHT TOBE TOP ANDBOTTOM. SEENOTE 7.(TYPICAL)

PA

(3)1

3 4"x1

17 8"LV

L

(3)1

3 4"x1

17 8"LV

L

WP8

WP8

134"x91

4" LVLSTRUC. RIDGE

2x8@16"o.c.TYPICAL WP8

(3)2X8 HDR.

WP1WP2

WP2

HSS 12x4x38 COL.

REFER TO SECTION3/S-501 FOR HEADDETAIL

4x8

4x8

WP

6W

P6

WP

6W

P6

WP

7W

P7

WP

7W

P7

WP

6W

P6

WP

6W

P6

PROVIDE 1" JOINT BETWEENPROPOSED AND EXISTINGSTRUCTURES

RP

RP

RP

WP

7

2S-201

OUTLINE OF ROOFTOP EQUIPMENT.CONTRACTOR TOCOORDINATE FINALLOCATION (TYP)

REFER TO NOTE 8FOR FRAMINGAROUND MECH.EQUIPMENT (TYP.)

REFER TO NOTE 8FOR FRAMINGAROUND MECH.EQUIPMENT (TYP.)

OUTLINE OF PARAPETWALL ABOVE (TYP.)

WP

6W

P6

WP6

PWT @ 24" O.C.

2S-402

3S-402

LVL SUPPORTBEAMS ANDPOSTS TO BECONCEALED INPARTITIONWALLS, SEES102

4S-402

6S-302

6x10 OUTRIGGER AT GABLEEND, TYP. PROVIDEOUTRIGGERS AT EACH END OFGATHERING ROOM.

(CA

NT.

)

(CA

NT.

)

(2) 2

x6

(2) 2

x6(2

) 2x6

(2) 2

x6

(2) 2

x6

POST SCHEDULE

MARK SIZE NAILINGWP1 (2) 2X6

GRADED.FIR No. 2

WP2 514"X51

4" PSL ENGINEERED

WP3 7"X7" PSL ENGINEEREDWP4 51

4"X7" PSL ENGINEEREDWP5 31

2"X514" PSL ENGINEERED

WP6 (3) 2X6 D.FIR No. 2

WP7 (3) 2X4 D.FIR No. 2

WP8 312"X31

2" PSL ENGINEERED

16d COMMON FACENAILS AT 24" O.C.

---

---------

16d COMMON FACE NAILSAT 16" O.C. EACH FACE

---

16d COMMON FACE NAILSAT 16" O.C. EACH FACE

POST CAP/BASE(2) SIMPSON ACE4 T&B.

(2) SIMPSON ACE4 T&B.

(2) SIMPSON ACE4 T&B.(2) SIMPSON ACE4 T&B.(2) SIMPSON ACE4 T&B.(2) SIMPSON ACE4 TOP;HDQ8-SDS3 HOLD DOWN

(2) SIMPSON ACE4 T&B.

(2) SIMPSON ACE4 TOP.HDQ8-SDS3 HOLD DOWN

COMMENTS

SEE 1/S402 FOR HOLDDOWN ANCHOR DETAILS

SEE 1/S402 FOR HOLDDOWN ANCHOR DETAILS

---

---

---------

---

TYPICAL HANGER AND STRAP/HURRICANE TIE SCHEDULE

ELEMENT FACE MOUNT HANGER

ROOFTRUSS

---

LVL GIRDERS/RAFTERS

---

2X12 JOIST SIMPSON LUS210

2X10 JOIST2X8 JOIST2X6 JOIST

TOP FLANGE HANGER

---

---

HU212TF

STRAP/HURRICANE TIE(AT WALL SUPPORT)

SIMPSON HTS-20 WITH(24) 10d COMMON NAILS

SIMPSON HTS-20 WITH(24) 10d COMMON NAILS

(2) SIMPSON H2.5A(2) SIMPSON H2.5A(2) SIMPSON H2.5A(2) SIMPSON H2.5A

SIMPSON LUS210SIMPSON LUS28SIMPSON LUS26

HU210TFHU28TFHU26TF

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

4x8

(2)2x8

1k1k

(2)2x8

1k1k

(2)2x8

1k1k

(2)2x8

1k1k

(2)2x8

1k1k

(2)2x8

1k1k

2x8

(2)2x8

(2)2x8

1.1K 1.1K

1.1K 1.1K

2x8

(2)2

x8

(2)2

x8

REFER TO 6/S501FOR STEEL TUBECONNECTION (TYP.EACH END)

PROVIDE SIMPSONHUCQ412-SDS HANGERAT EACH END OF LVL PROVIDE SIMPSON

HUCQ412-SDS HANGERAT EACH END OF LVL

WP2A 514"X51

4" PSL ENGINEERED--- (2) SIMPSON AC6 (14-16d) T&B. ---

4X8 JOIST ---SIMPSON HUCQ4-10 SDS ---

6X10 JOIST ---SIMPSON HUCQ6-10 SDS ---


ROOF FRAMING PLANSCALE: 1/8"= 1'-0"


11'-412" 9'-6"

2'-5"±

MULTI-PLY WOOD TRUSSTO BE DESIGNED BY OTHERS.REFER TO LOADING DIAGRAMS

MULTI-PLY PREFAB.WOOD TRUSSESTO BE DESIGNEDBY OTHERS.

HIP RAFTERS TO FRAMEIN AT PANEL POINT. (FAR SIDE)SEE PLAN FOR SIZE.

P.T. LVL BEAMSEE PLAN FOR SIZE.

TRUSS CONNECTIONTO BE DESIGNED BYTRUSS MANUFACTURER.

P.T. 2X6 CONT. (TYP)SEE ARCH'L. PLANSFOR MOLDING

NOTE: REFER TO STRAP/HURRICANETIE SCHEDULE ON DRAWING S-103FOR ROOF FRAMING TIE DOWNINFORMATION.

MULTI-PLY PREFAB.WOOD TRUSSESTO BE DESIGNEDBY OTHERS.

P.T. WOOD TRUSSTO BE DESIGNED BY OTHERS.REFER TO LOADING DIAGRAMS

2x6 BEARING WALL

PROVIDE (2) 2X6BEAMS BELOWPARAPET (TYP)



34" T&G PLYWOOD

SHEATHING2x12's AT 16" O.C.

GLUE LAMINATEDBEAM SEE PLANSFOR SIZE

CONCRETE PIERAND FOOTING SEEPLANS FOR TYPEAND SIZE


COMPOSITEDECKING, SEEARCH. DWGS.

S4016

S4012

TYP.

16'-1

" TO

P O

F P

AR

AP

ET

10'-0

"

HSS14x4x58 WITH 12"Ø

THREADED ROD WELDEDTO TOP AND BOTTOM AT16" O.C. TO ATTACHBLOCKING (COUNTERSINKNUTS)


(3)134"x16" LVL

(3)134"x18" LVL

(P.T.)P.T. 2X6 CONT. (TYP)SEE ARCH'L. PLANSFOR MOLDING

P.T. DOUBLE 2X6TOP PLATE

2x4 NON-LOADBEARING WALL

2x6 NON-LOADBEARING WALL



34" T&G PLYWOOD


SOLID BLOCKING BEWTEENJOISTS AT MIDSPAN AND ATSUPPORT LOCATIONS

COMPOSITE DECKING, SEEARCH. DWGS.


4'-0

"10

'-0"

16'-1

" TO

P O

F P

AR

AP

ET

10'-0

"

S4016

S5017

S4012

TYP.

58" PLYWOOD WITH

EXTERIOR GLUE

58" PLYWOOD WITH

EXTERIOR GLUE

S501

4'-0

"10

'-0"

16'-1

" TO

P O

F P

AR

AP

ET

10'-0

"

BEARING WALL2X6@12"O.C.D-FIR No. 2

BEARING WALL2X6@12"O.C.D-FIR No. 2

(3)134"x18" LVL

(P.T.)


P.T. 2x6 FACIANAIL TO EA. TRUSS(TYP)



34" T&G PLYWOOD





58" PLYWOOD WITH

EXTERIOR GLUE

58" PLYWOOD WITH

EXTERIOR GLUE

S4016

S4012 TYP.

10'-0

"10

'-0"

10'-0

"

MULTI-PLY P.T. PREFAB.WOOD TRUSSESTO BE DESIGNEDBY OTHERS.

2X8 FRAMING AROUNDSKY-LIGHT. SEE PLAN

LVL BEAM (P.T.)SEE PLAN FORSIZE


P.T. WOOD TRUSS, TO BEDESIGNED BY OTHERS.REFER TO LOADINGDIAGRAMS

SKY-LIGHT SEEARCHITECTURAL PLANS.

2x6 BEARING WALLBEYOND

P.T. 2X6 CONT.(TYP)


34" T&G PLYWOOD




16'-1

" TO

P O

F P

AR

AP

ET

S4012

TYP.

58" PLYWOOD WITH

EXTERIOR GLUE

MULTI-PLY P.T. WOOD TRUSSTO BE DESIGNED BY OTHERS.REFER TO LOADING DIAGRAMS

HIP RAFTERS BEYOND TO FRAMEIN AT PANEL POINT OF TRUSS. SEEPLAN FOR SIZE.

LVL BEAM (P.T.)SEE PLAN FOR SIZE.


PROVIDE TOP MOUNTJOIST HANGER FORSLOPING MEMBER. TYP

P.T. 2x8@16" OC.

P.T. 2x6 @16" O.C.


(3)134"x16" LVL (P.T.)

(3)134"x18" LVL

(P.T.)2X6 CONT. (TYP)SEE ARCH'L. PLANSFOR MOLDING

514"x51

4" PSL POSTTO SUPPORT VALLEYBEAM

(2)134"x91

4" LVL (P.T.)VALLEY BEAM

(2)134"x91

4" LVL (P.T.)HIP BEAM

LVL BEAM (P.T.)SEE PLAN FORSIZE

2x8 (P.T.) @16" OC.ROOF JOISTS

TRUSS BEARING LINE

SUSPENDED CEILINGSEE ARCH. DWGS.

2x8 (P.T.) @16" OC.SLOPING JOISTS

HSS14x4x58 WITH 12"Ø

THREADED ROD WELDEDTO TOP AND BOTTOM AT16" O.C. TO ATTACHBLOCKING (COUNTERSINKNUTS)

NON-LOADBEARINGWALL

CONCRETE WALLAND FOOTING SEEPLANS FOR TYPEAND SIZE

34" T&G PLYWOOD





P.T. DOUBLE 2X6TOP PLATE

58" PLYWOOD WITH

EXTERIOR GLUE

58" PLYWOOD WITH

EXTERIOR GLUE

16'-1

" TO

P O

F P

AR

AP

ET

10'-0

"


S4016

S5017

S4012

TYP.S401

4

S5018


H1 TYPE HURRICANEANCHOR BY SIMPSONTYP. AT EACH RAFTER

(2)134"x111

4" LVL

2x6 FACIA BOARDCONT.

SEE ARCH. PLANS FORFLASHING DETAILS.

ROOFING ON5

8" PLYWOOD


(3)134"x20" LVL

PROVIDE JOISTHANGER AT EACHRAFTER TYP.

D HF

134"x91

2" LVL@16" O.C.

21 8"


(2)134"x111

4" LVL

134"x91

2" LVL@16" O.C.

SIMPSONLUSC28-2 JOISTHANGER. TYP.

(2)2x10

CEILING JOIST2x6 @ 16" O.C.

(2)2x10

CEILING JOIST2x6 @ 16" O.C.

MULTI PLY GLUEDPLYWOOD BEAM @16"OC. CUT PER ARCH.RADIUS. SEE ARCH. PLANS

JOIST HANGERTYP.

(2)2x10

JOISTHANGERTYP.

(3)134"x16" LVL

514"x51

4" PSL

RIDGE BEAM(3)13

4"x20" LVL

7"x7" PSL

.

BOTTOM OF LVL

4.8CENTER LINEOF 2x6 WALL

1

WOOD BOX BEAM(2)2x12 WEB2x6 TOP AND BOTTOM

WOOD BOX BEAM(2)2x12 WEB2x6 TOP AND BOTTOM

2x6 STUD WALL @ 16" OC.PROVIDE DOUBLE TOP PLATE

2x6 STUD WALL @ 16" OC.PROVIDE DOUBLE TOP PLATE

DOOR SEE ARCH.PLANS

(2)2x10 BEAM

MULTI PLY GLUEDPLYWOOD BEAM @16"OC. CUT PER ARCH.RADIUS. SEE ARCH. PLANS

ARCHEDWINDOWSEE ARCH. PLANS

514"x51

4" PSLPOST BEYOND

SEE ARCH. PLANSFOR FACIA ANDFLASHING DETAILS

(2)2x8 BEAMBEYOND

(2)2x10 BEYOND

+12'-0"FINISHED FLOOR

514"x51

4" PSLPOST BEYOND


(2)134"x111

4" LVL

2x6 FACIA BOARDCONT. TYP.


ROOFING ON5

8" PLYWOOD


(3)134"x20" LVL

PROVIDE JOISTHANGER AT EACHRAFTER TYP.

D HF

134"x91

2" LVL@16" O.C.

21 8"

(3)134"x16" LVL

(2) 2x8

514"x51

4" PSLPOST TYP.

SIMPSONLUSC28-2 JOISTHANGER. TYP.

134"x91

2" LVL@16" O.C.

514"x51

4" PSLPOST TYP.

(2)2x10 BEAMTYP.

(2)2x10 BEAMTYP.

(2)134"x111

4" LVL

514"x51

4" PSL POSTTYP.

(2)2x10 BEAMTYP.

(2) 2x8

MULTI PLYPLYWOOD BMSEE SECTION 1THIS SHEET

CONTINUE MULTI-PLY PREFAB.WOOD TRUSSES OR PROVIDESOLID BLOCKING BETWEENTRUSSES BEARING ON WALL


2x6 BEARING WALL

PROVIDE (2) 2X6BEAMS BELOWPARAPET (TYP)



34" T&G PLYWOOD





COMPOSITEDECKING, SEEARCH. DWGS.

2x4 SHEAR WALL

S4016

S4012

TYP.

16'-1

" TO

P O

F P

AR

AP

ET

10'-0

"

58" PLYWOOD WITH EXTERIOR

GLUE



HSS10x6x38 WITH 14"

BENT PLATEWELDED TO TOP

SECTION

WORK POINT

4'-6

"

38" GALV. STEEL

SIDE PLATES WITH3

8" GALV. SEATPLATE

WORK POINT

CENTERLINE OFCOLUMN

CENTERLINE OFTIMBER

W10 STEELCOLUMN

CENTERLINE OFTIMBER

CENTERLINE OFTIMBER

LINE OF 2X6 FULL-SAWNTONGUE-AND-GROOVEDECKING, SEE 4/S302

SEE ARCH. DWGS. FORROOFING AND FLASHINGDETAILS

4" TYP.

11 2" MIN.

2 12 " TYP.

38" GALV. STEEL SIDE PLATES

WITH 1" DIAMETER A-325 THRUBOLTS (GALV.) TYP.

1" DIAMETER A-325 THRUBOLTS (GALV.) TYP.

12X12 TIMBER DIAGONAL

12X12 BOTTOM CHORD

12X12 TOP CHORD

7" MIN.

TYP.

SECTION

CENTERLINE OFTIMBER

CENTERLINE OFTIMBER

CENTERLINE OFTIMBER

CENTERLINE OFTIMBER





6X10 TIMBER BEAM



12X12 TOP CHORD

12X12 TIMBERDIAGONAL

12X12 BOTTOMCHORD

12X12 WEB

7" MIN.

4" TYP.

TYP.

WORK POINT

WORK POINT

5"4"

6"

1 1/

2"

4"

SECTION



6X10 TIMBER BEAM



12X12 TOP CHORD

WORK POINT

12X12 WEB

12X12 BOTTOMCHORD

12X12 TIMBERDIAGONAL



1"x12"x1'-8" BASE PLATE

1" TOP PLATE GALV.1

2" x 4 12" x 4" TALL STIFFENERPLATES GALV. (3 PER SIDE)

1 14" DIAMETER ASTM F1554GR. 55 ANCHOR RODS (GALV.)

DOUBLE NUTS FOR LEVELING

2 12" NON-SHRING GROUT

CONCRETE PIER SEE PIERSCH. FOR SIZE ANDREINFORCING

W10 COL. (GALV.)

SECTION

PLAN VIEW

W10 COL. (GALV.)

1 14" DIAMETER ASTMF1554 GR. 55 ANCHORRODS (GALV.)

1" TOP PLATE GALV.

TYPICAL BASE PLATE DETAIL AT W10 COLUMNS

1"x12"x1'-8" BASE PLATE

12" x 4 12" x 4" TALL STIFFENER

PLATES GALV. (3 PER SIDE)

CONCRETE FOOTING SEEFOOTING SCH. FOR SIZEAND REINFORCING

PROVIDE 12"x3"x3" FISHPLATE WITH NUT TOP ANDBOTTOM AT BOTTOM OFEACH ANCHOR ROD TYP.



SECTION SECTION

GATHERING ROOM STRUCTURAL ROOF DECKING TYP. PURLIN CONNECTION DETAIL TYP. PURLIN OUTRIGGER CONNECTION DETAIL


TYP. PIER AND FOOTING DETAIL GLU-LAM BEAM SEAT DETAIL

SECTION A-A

TYP. PIER AND FOOTING DETAIL SHEAR WALL FND. DETAIL

FOUNDATION DETAIL AT EX. BUILDING

A.1A

TYP. DETAIL AT FRAMED WALL

TYP. RAMP FRAMING DETAIL

EXTERIOR STAIR FRAMING DETAIL RAMP TO FINISHED GRADE TRANSITION DETAIL

GLUE LAM FRAMING DETAIL GLUE LAM FRAMING DETAIL GLUE LAM FRAMING DETAIL


TYPICAL SHEAR WALL HOLD DOWN DETAIL FRAMING SECTION AT EX. BUILDING

A.1A

FRAMING SECTION AT OFFICE 117

S402

4

FRAMING SECTION AT OFFICE 117

S402

3

TYPICAL STEEL TUBE BASE PLATE DETAIL64 Thompson Street, Suite A101East Haven, CT 06513Tel: 203.467.4370 Fax: 203.468.6172Web: www.iesllc.biz

TYP. SHEAR WALL DETAIL TYP. DETAIL AT ROOF TRANSITION

TYP. DETAIL AT HEAD OF TUBE POST

SECTION

SECTION

HSS14x4X12 WITH 12" DIA. THREADED

ROD WELDED TO TOP AND BOTTOMTO ATTACH BLOCKING. WELD TUBETO SEAT WITH 14" FILLET WELD ALLAROUND.

DOUBLE 2x6 PLATE

HSS5x5x14 STEEL POST

WITH 14" CAP PLATE

SIMPSON HUCQ410HEAVY DUTY JOISTHANGER. FASTEN TOSTEEL POST WITH (10)1/4-14 SELF DRILLINGSCREWS

14"x3"x8" (GALV.) LONG TOP PLATE.

WELD PLATE TO TOP OF POST ANDTUBE WITH 14" FILLET WELD ALLAROUND.

L4x4x14x0'-5" (GALV.) LONG SEAT WITH

38" FITTED STIFFENER AT CENTER.

WELD SEAT TO POST WITH 14" FILLETWELD ALL AROUND.

ROOF FRAMING NOTSHOWN FOR CLARITY

SECTION

HSS5x5x14 STEEL POST

WITH 14" CAP PLATE

SECTION

14"x8"x12" TALL SIDE

PLATES WELDED TOPOST CAP PLATE WITH3

16" FILLET WELD ALLAROUND

(3) 134x16 LVL. PROVIDE

PLYWOOD SPACERS ONEACH SIDE OF LVL'S TOMAINTAIN REQUIREDWALL THICKNESS

BOTTOM CHORD OFPREFAB TRUSS

PROVIDE (8) 14x3SIMPSON SDS SCREWSEACH SIDE (STAGGERLOCATION)

HURRICANE TIE/STRAPREFER TO SCHEDULEON DWG. S-103

L4x4x14x0'-4" LONG

(GALV.) CLIP EACHSIDE TYP.

58" PLYWOOD WITH

EXTERIOR GLUE

PROVIDE (4) 14x3 SDSSCREWS EACH SIDEPER CLIP

CABLE BARRIER. SEEARCH. DRAWINGS FORDETAILS AND LOCATION.

PROVIDE SOLID (2) 2X4 BLOCKINGBETWEEN 2X4 AT BARRIER POSTLOCATIONS. ATTACH BLOCKING TOSTUDS WITH A23 SIMPSON CLIPS

2X4 (P.T.) CONT.BOTTOM PLATE

PRE-ENGINEEREDWOOD TRUSS

(2) 2X6 SOLID BLOCKINGBETWEEN TRUSSESUNDER PARAPET

PROVIDE 2X6 TOP CHORD EXTENSION AT24" O.C. TO FRAME ROOF. CONTRACTORHAS OPTION TO PANELIZE OR STICKFRAME PEAK OF TRUSS


DOUBLE 2X4 (P.T.)TOP PLATE

2X4 (P.T.) AT 24" O.C.

SECTION


STRUCTURAL NOTES - Fairfield, ConnecticutSTRUCTURAL NOTES FOUNDATION NOTES 1.FOUNDATION DESIGN PARAMETERS FROM GEOTECHNICAL INVESTIGATION REPORT PREPARED BY LOBDELL CONSULTANTS, P.C.

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