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32C-052 #9 PEARL STREET NORTHAMPTON MA STRUCTURAL DRAWINGS 9.6.18PARTIAL SECOND FLOOR FRAMING PLANSCALE: 316" = 1'-0"1.See General Notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings. HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 51S0 EXISTING ROOF FRAMING PLAN WITH REINFORCINGSCALE: 316" = 1'-0"HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 51S21. See General Notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. Masonry repair shall be performed before epoxy anchor installation.4. Provide (1) H2.5a clip at ea. rafter to beam below, unless noted otherwise (U.N.O.)5. Posts and columns are shown below.6. New window openings shall be cut on existing grout lines. Do not over cut wall.7. Install new window opening reinforcing as depicted in detail 2/Sk3. EXISTING GABLE ROOF SECTION W/ REINFORCEMENTSCALE: 12" = 1'-0"1. See the General Structural Notes on this sheet.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. New steel channels shall be continuous. HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 51S3GENERAL STRUCTURAL NOTES:DESIGN LIVE LOADS: 2015 I.B.C. and Commonwealth of Massachusetts, 9th Edition Amendments* Roof Dead Load:D.L. = 20 psf + 5 psf for Photo Voltaic Array* Roof uniform Live Load:L.L. = 20 psf* SnowPg = 40 psf,Pf min = 35 psfIs = 1.0Pf min = 35 psf* Wind:Vult = 117 mph, exposure C* Seismic:*Risk Category:IISs = .171S1 = .066Sds = .182Sd1 = .106Site Class DSeismic deign category "B"DESIGN CODES:* American Institute of Steel Construction (AISC)*American Concrete Institute (ACI)* Concrete Reinforcing Steel Institute (CRSI)* National Design Standard for wood construction (N.D.S.)EXISTING CLAY MASONRY:The masonry contractor shall review and document areas of suspected clay masonry wall wythedelaminating. Look for portions of bulging walls and popped header bricks. Also sounding of interiorand exterior wythes. Delaminated area shall be repaired "DRYFIX HELIFIX" Tie system. Provide 1 Tieper 2 square foot of surface area.* Masonry repairs shall be made with type "N" mortar or mortar matching existing conditions.CONCRETE MASONRY UNITS:* Concrete masonry materials and construction shall conform to the American Concrete Institute (ACI) 530.*Compressive strength of masonry (F'm) shall be determined by the unit stress method. The net area compressivestrength of the masonry shall be 1500 psi at 28 days.* Concrete masonry units (CMU): ASTM C90, Normal weight. minimum compressive strength 1,900 psi based onaverage net area.* Mortar type 'S' ASTM C270.STRUCTURAL STEEL:*All structural steel work shall conform with the current AISC construction manual and AWS structural welding codeD1.1*Angles, channels, plate, and miscellaneous: ASTM A36.* Threaded rod anchors: ASTM F1554 grade 36. Provide 12" chamfer on all embedded rod ends.*Connector bolts, washers, and nuts: Galvanized ASTM A325.* All exposed welding shall be ground smooth.*All misaligned bolt holes shall be plug welded and re-drilled as required.* All steel shall be hot dipped galvanized if exposed to the elements. Paint all field welds with cold-galvanizing paint.* Bolts shall be of a length that will fully engage the nuts. Bolt heads and nuts shall bear evenly against the metal.*Welding shall be ASTM A233, Class E7018. All welds shall be sound throughout. The heat, length, and sequence ofwelds shall be controlled to prevent cracks distortions.*Epoxy adhesive shall be "Hilti" - see plans.STRUCTURAL ERECTION AND BRACING REQUIREMENTS.* The structural drawings illustrate the completed structure with all elements in their final positions, properlysupported and braced. The contractor, in the proper sequence, shall provide proper shoring and bracing as may berequired to achieve the final completed structure.* Observations of foundation reinforcing or steel framing required by the owner, lender, building department or anyother party will be accomplished by the engineer at the owner's expense. At least 24 hours advance notice is requested.* Fabricator and / or supplier of structural steel shall submit shop and erection drawings for architectural andengineering review. Submit two prints for each drawing. Allow ten working days for review. No materials shall befabricated until shop drawings are approvedWOOD FRAMING:* Dimension lumber is designed and shall be supplied using Jacob Smith Engineering and Design values design criteria.*General Framing: Spruce Pine Fir #1 and better (Maximum Moisture Content 19%) U.N.O.Plates:Sill plates: Pressure Treated Timber Strand LSL by Trus Joist or Pressure treated Doug Fir or Southern Pine #1 or better:Top and Bottom plates: Spruce Pine Fir #1 and better.1RWH³3UHVVXUH7UHDWHG/XPEHU´VKDOOEHIUDPLQJPDWHULDORIWKHVSHFLILHGVSHFLHVZKLFKKDVEHHQSUHVVXUHWUHDWHGZLWKdecay and insect resistant solution, meeting all current standards for wood in contact with concrete or earth.Sill plates in contact with masonry or concrete foundations, footings or slabs may be treated Timber Strand LSL (zinc boratetreatment). Sodium borate treatment may also be acceptable for sill plate applications when protected from weather.Acceptable treatment mediums for wood in contact with earth or in exterior applications include ACQ-C and ACQ-D(Alkaline Copper Quaternary) and copper azole (CBA-A and CBA-B). DO NOT USE WOODS WHICH HAVE BEENTREATED WITH AMMONIA BASED CARRIERS. All connectors shall meet the recommendations of the pressure treatedwood manufactures, but shall be not less than Hot Dipped Galvanized meeting requirements of ASTM A653, such as SimpsonZMAX. (G185). All screws, nails and bolts shall match hangers and other connectors, and shall meet ASTM A123 forindividual connectors, and ASTM A153 for fasteners.For durability, it is our recommendation that connectors used in exposed conditions with treated limber be stainless steel.Do not mix galvanized and stainless products.Do not allow aluminum to contact treated wood.* Laminated Veneer Lumber (L.V.L.): Fb min. = 3,000 psi, E min. = 2,000,000 psi.*Parallel Strand Lumber Column (P.S.L.): Fb min. = 2400 psi, E min. = 1,800,000 psi.* Nominal lumber rafter plies: Spruce Pine Fir No. 1/ No. 2 Grade.* Nailing per shall comply with IBC Table 2304.10.1 except where more or larger nailing shown on drawings.* All roof rafters, joists, beams shall be anchored to supports with metal framing anchors.* Metal connectors: Simpson Strong Ties unless otherwise noted, install with number and type of nails to achieve maximumrated capacity.* All beams shall be braced against rotation at points of bearing.*Unless otherwise indicated, install two lengths of solid blocking x joist depth x 12 inches long in floor framing undercolumn loads. Columns must have a continuous load path to foundation.* Lead holes for lag bolts shall be 60% to 70% of lag shank diameter in compliance with AITC criteria. HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 5EXISTING 11X14 TIMBER BEAM SECTION W/ NEW STEEL REINFORCEMENTSCALE: 12" = 1'-0"1. See the General Structural Notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. New steel channels shall be continuous.3S4EXISTING 8x8 TIMBER BEAM & COLUMN SECTION W/ NEW REINFORCEMENTSCALE: 12" = 1'-0"1. See the General Structural Notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.2S4EXISTING 8x8 TIMBER BEAM & COLUMN SECTION W/ NEW REINFORCEMENTSCALE: 12" = 1'-0"1. See the General Structural Notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.1S4EXISTING PARAPET ALTERATION SECTIONW/ WALL CONNECTIONSCALE: 12" = 1'-0"1. See the General Structural Notes on sheet S3.4S4EXISTING TOP OF WALLW/ NEW REINFORCEMENTSCALE: 12" = 1'-0"1. See the General Structural Notes on sheet S3.5S4EXISTING PARAPET SECTIONW/ NEW DIAPHRAGM CLIPSCALE: 12" = 1'-0"1. See the General Structural Notes on sheet S3.6S4 HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 5TYPICAL NEW DIAPHRAGM CLIPSCALE: 3" = 1'-0"1. See the plans angle clip locations2. Coordinate all dimensions, elevations and openings with Architectural drawings.1S5TYPICAL NEW POST CAP ANGLESSCALE: 3" = 1'-0"1. See the plans angle clip locations2. Coordinate all dimensions, elevations and openings with Architectural drawings.2S5TYPICAL NEW POST BASE ANGLESSCALE: 3" = 1'-0"1. See the plans angle clip locations2. Coordinate all dimensions, elevations and openings with Architectural drawings.3S5TYPICAL C12X30 CHANNEL ATTACHMENT PATTERNSCALE: 1" = 1'-0"1. Coordinate all dimensions, elevations and openings with Architectural drawings.4S5 COMMON WALL EXISTING DOOR OPENINGMASONRY REPAIR DETAIL ELEVATIONSCALE: 12" = 1'-0"2SK21. Coordinate all dimensions, elevations and openings with Architectural drawings.2. Grout new collar joint solid.3. Install (1) new "Helical wall ties for every 2 square feet of new masonry. HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 5MCOMMON WALL EXISTING DOOR OPENINGMASONRY REPAIR DETAIL SECTIONSCALE: 1" = 1'-0"4SK21. Coordinate all dimensions, elevations and openings with Architectural drawings.2. Grout new collar joint solid.3. Install (1) new "Helical wall ties for every 2 square feet of new masonry.COMMON WALL EXISTING DOOR OPENINGMASONRY REPAIR PLANSCALE: 12" = 1'-0"1SK21. Coordinate all dimensions, elevations and openings with Architectural drawings.2. Grout new collar joint solid.3. Install (1) new "Helical wall ties for every 2 square feet of new masonry.COMMON WALL MASONRY REPAIR DETAILSCALE: 1" = 1'-0"3SK21. Note, elevator pit not shown for clarity2. Coordinate all dimensions, elevations and openings with Architectural drawings. EAST WALL EXISTING DOOR OPENINGMASONRY REPAIR DETAIL ELEVATIONSCALE: 12" = 1'-0"2SK31. See General structural notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. remove and clean existing brick. Rebuild with type "N" mortar. Install horizontal trusstype reinforcement as specified per plan.HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 5MEXISTING EAST WALL DOOR OPENINGMASONRY REPAIR PLANSCALE: 38" = 1'-0"1SK31. See General structural notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. remove and clean existing brick. Rebuild with type "N" mortar. Install horizontal trusstype reinforcement as specified per plan.EAST WALL EXISTING DOOR OPENINGMASONRY REPAIR DETAIL ELEVATIONSCALE: 12" = 1'-0"3SK31. See General structural notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. remove and clean existing brick. Rebuild with type "N" mortar. Install horizontal truss type reinforcement as specified per plan. HELDON REALTY TRUST ALTERATIONS AND CHANGE OF USE 9 PEARL STREET NORTHAMPTON, MA 01060 JACOB SMITH ENGINEERING AND DESIGN 5MSCALE: 12" = 1'-0"3SK4NEW W24X100 LATERALBRACING ELEVATIONSCALE: 12" = 1'-0"2SK4EAST WALL EXISTING DOOR OPENINGMASONRY REPAIR DETAIL SECTIONSCALE: 1" = 1'-0"1SK4REVISED STEEL CONNECTIONDETAIL NEAR G-11SCALE: 1" = 1'-0"4SK41. Shore existing W12 beam. Remove and replace seat connection.2. Match existing bolt holes in existing W8x35 steel column.1. See General structural notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. Remove and clean existing brick. Rebuild with type "N" mortar. Install horizontal trusstype reinforcement as specified per plan.1. See General structural notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. See the second floor plan for new w24x100 lateral bracing line locations.4. General contractor shall coordinate new steel installation with main floor tenant.5. New C8 bracing lines shall be installed new the top flange of the existing W24 x100 steel beams.NEW W24X100 LATERALBRACING SECTION1. See General structural notes on sheet S3.2. Coordinate all dimensions, elevations and openings with Architectural drawings.3. See the second floor plan for new w24x100 lateral bracing line locations.4. General contractor shall coordinate new steel installation with main floor tenant.5. New C8 bracing lines shall be installed new the top flange of the existing W24 x100 steel beams.REVISED STEEL CONNECTIONDETAIL NEAR G-11SCALE: 1" = 1'-0"5SK41. Shore existing W12 beam. Remove and replace seat connection.2. Match existing bolt holes in existing W8x35 steel column.REVISED STEEL CONNECTIONDETAIL NEAR G-11SCALE: 1" = 1'-0"6SK41. Shore existing W12 beam. Remove and replace seat connection.2. Match existing bolt holes in existing W8x35 steel column.