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5.3. CONNECTIONS: <br /> 5.3.1. Connections shall be as shown on the drawings. <br /> Where connections are not explicitly detailed, fabricator <br /> shall design the connections in accordance with AISC 360 <br /> using LRFD methods. <br /> 5.3.2. At locations of beam-column moment connections <br /> which are not explicitly detailed, the fabricator shall <br /> design column stiffeners, web doubler plates, and all <br /> other column reinforcement required to satisfy strength <br /> and equilibrium of forces through the connection. Column <br /> reinforcement shown on the drawings is provided to show <br /> conceptual configuration only. <br /> 5.3.3. The fabricator shall submit engineering <br /> calculations for all connections not explicitly detailed <br /> in the drawings to the Engineer for review. These <br /> submittals shall be signed and stamped by a professional <br /> engineer registered in the state where the project is <br /> located. <br /> 5.3.4. Connections shall be designed for the end <br /> reactions shown on plan. Where end reactions are not <br /> shown, use minimum design shears listed in the Beam <br /> Connection Schedule. <br /> 5.3.5. All beam reactions, axial forces, and moments <br /> act concurrently unless noted otherwise. Beam reactions <br /> act in gravity direction while axial and moment forces <br /> are to be considered reversible. <br /> 5.3.6. All bolts shall be either Grade A325 or A490 <br /> high strength bolts. Use no more than two bolt diameters, <br /> one grade per diameter, skip one size between diameters. <br /> 5.3.7. All high strength bolts shall be installed in <br /> snug-tightened joints unless noted otherwise on the <br /> drawings. Fabricator may substitute Grade F1852 N for <br /> Grade A325 N bolts. Where slip critical joints are shown <br /> on the drawings, Class A faying surfaces shall be used. <br /> Slip shall be checked at the factored-load level. <br /> 5.3.8. Weld metal used shall be 70 KSI. <br /> 5.3.9. All welding shall be performed by AWS qualified <br /> operators. <br /> 5.3.10. All welded joints shall be prequalified or <br /> qualified by testing. <br /> 5.3.11. When welded connections are shown in the <br /> drawings, it is not the intent to specify the specific <br /> process or preparation. <br /> 5.3.12. Do not prime surfaces of structural steel <br /> members in areas that will be welded. <br /> 5.4. STEEL DECK: <br /> 5.4.1. REFERENCE: Steel Deck Institute; "Design Manual <br /> for Composite Decks, Form Decks and Roof Decks," latest <br /> edition. <br /> 5.4.2. Roof and floor deck is designed to act as a <br /> diaphragm to brace other building components. No portion <br /> shall be removed unless separate bracing is designed and <br /> provided. <br /> 5.4.3. Any openings or holes larger than 12" not shown <br /> on the plans will not be permitted unless reviewed by the <br /> Architect/Engineer. <br /> 5.4.4. The deck supplier shall provide deck <br /> accessories such as pour stops, cell closure plates, deck <br /> supports at columns and other miscellaneous deck items as <br /> required, even if not specifically shown on the Contract <br /> Documents. <br /> 5.4.5. Roof deck end joints shall have 6" minimum end <br /> laps. <br />6. STRUCTURAL WOOD: <br /> 6.1. REFERENCES: <br /> <br /> IBC 2018 <br /> NFPA National Design Specification for <br /> Wood Construction <br /> NFPA Design Values for Wood Construction <br /> <br /> 6.2. DIMENSION LUMBER: <br /> 6.2.1. All member sizes given on plan are nominal <br /> dimensions. <br /> 6.2.2. Spacing of bridging for floor and roof joists <br /> shall not exceed 8' or 6 times the nominal joist depth <br /> (whichever is greater). <br /> 6.2.3. Wood lintels shall bear the full length on all <br /> trim studs, columns, posts or other supporting members <br /> indicated on plan. <br /> <br /> 6.2.4. All beams and joists not bearing on supporting <br /> members shall be framed with "Simpson" joist hangers or <br /> equal. Use Type LUSXX for single 2x's and Type LUSXX-2 <br /> for double 2x's. <br /> 6.2.5. All nailing shall be in accordance with IBC <br /> Table No. 2304.10.1 unless noted otherwise. <br /> 6.2.6. Bolt nailers and blocking to steel members with <br /> 1/2" diameter bolts spaced at 32 inches on center unless <br /> noted otherwise. <br /> 6.2.7. Roof and ceiling joists are shown as a general <br /> layout only. Consider joist spacing shown as the maximum <br /> spacing with incidental framing, bracing and blocking <br /> added as needed for standard wood frame construction. <br /> 6.3. PREFABRICATED ROOF AND FLOOR TRUSSES: <br /> 6.3.1. Trusses shall be designed to meet all loading <br /> and spans as indicated on the plans. Design trusses for <br /> concentrated loads and cantilevers as indicated on <br /> architectural and structural plans. <br /> 6.3.2. Typical Roof Truss Design Loads: <br /> <br /> Top Chord Live Load . . . . See DESIGN LIVE LOADS <br /> and SNOW LOADS above <br /> Top Chord Dead Load . . . . 17 psf <br /> Bottom Chord Dead Load . . 8 psf <br /> <br /> 6.3.3. Trusses shall be designed and fabricated in <br /> accordance with the latest edition of ANSI/TPI 1. <br /> 6.3.4. The prefabricated wood truss fabricator is <br /> responsible for the design of the trusses, truss <br /> connections, etc. Trusses shall be designed and certified <br /> by a professional engineer registered in the State where <br /> the project is located. <br /> 6.3.5. Truss supplier shall furnish all necessary <br /> blocking, bracing and connection material to provide a <br /> completed installation. This information shall be clearly <br /> shown on erection plan. <br /> 6.3.6. Contractor shall be responsible for bracing <br /> and/or bridging required during construction. <br /> 6.3.7. Permanent bracing required by the truss <br /> supplier for web members shall be designed and provided <br /> by the truss supplier. <br /> 6.3.8. Permanent lateral restraint and diagonal <br /> bracing shall be installed in accordance with the <br /> Structural Building Components Association (SBCA)BCSI B3: <br /> "Permanent Restraint / Bracing of Chords and Web <br /> Members". <br /> 6.3.9. All lumber used in the fabrication of trusses <br /> shall be stress graded. Connector plates shall be made of <br /> Grade "A" galvanized steel, minimum 20 gage, per TIP <br /> Specification. <br /> 6.4. LAMINATED VENEER LUMBER: <br /> 6.4.1. Laminated Veneer Lumber (indicated LVL on <br /> plans) to be supplied and manufactured according to the <br /> specification of the Truss Joist Corporation. See Section <br /> 1 of these notes for material strength information. <br />7. MISCELLANEOUS: <br /> 7.1. DEFERRED STRUCTURAL SUBMITTALS <br /> 7.1.1. The design and documentation of some components <br /> defined using performance-based specifications may be <br /> deferred until after a building permit is obtained. <br /> 7.1.2. Deferred submittals include, but are not <br /> limited to, the items listed below. <br /> 7.1.3. For the following deferred submittals, the <br /> Contractor shall submit shop drawings and calculations <br /> signed and stamped by a professional engineer registered <br /> in the state where components are installed. These shall <br /> be submitted for review prior to fabrication. <br /> <br /> Structural Steel Connections <br /> Wood Truss Systems <br /> <br /> 7.1.4. In addition to the deferred submittals listed <br /> above, the Contractor shall engage a professional <br /> engineer registered in the state where the project is <br /> located for the design of any necessary shoring, bracing, <br /> underpinning, or any other portion of the Contractor's <br /> means & methods which could impact existing structure. <br /> Contractor shall submit certified calculations and shop <br /> drawings for review upon request. <br /> <br /> 7.2. CONSTRUCTION JOINTS: <br /> 7.2.1. The Contractor shall submit drawings showing <br /> the proposed construction and control joints for all <br /> areas. This includes walls, structural floor systems, <br /> slabs on grade, etc. This drawing shall be reviewed by <br /> the Architect /Engineer and returned to the Contractor <br /> prior to pouring any concrete. The construction joint <br /> drawing shall be furnished to the fabricators before <br /> their shop drawings are submitted. <br /> 7.2.2. If the construction joints are changed after <br /> being reviewed, revised drawings shall be submitted for <br /> review. <br /> 7.2.3. Construction joints shall be made as detailed <br /> on the drawings. <br /> 7.2.4. Construction joints and control joints in <br /> concrete foundation walls shall be located at a maximum <br /> of 40 foot center spacing. <br /> 7.3. ANCHOR RODS: <br /> 7.3.1. All anchor rods for mechanical and electrical <br /> equipment shall be furnished and located by the <br /> respective Subcontractors and set by the General <br /> Contractor except where the other Subcontractors furnish <br /> their own concrete pads. <br /> 7.4. NON LOAD BEARING PARTITION WALLS: <br /> 7.4.1. Non load bearing partition walls are generally <br /> not shown on the structural drawings. Care shall be taken <br /> by the Contractor to maintain a deflection space between <br /> the top of partition walls and floor or roof structure <br /> above. <br /> 7.4.2. See Typical Details and deflection requirements <br /> of horizontal framing members in Section 1 of these Notes <br /> for minimum deflection space between top of non load <br /> bearing partition walls and overhead structure. <br /> 7.5. VERIFICATIONS: <br /> 7.5.1. The General Contractor shall verify all <br /> openings sizes, pad sizes, and locations with the <br /> respective Subcontractors. <br /> 7.5.2. Structural steel supplier and erector are <br /> responsible for providing deck reinforcement or framing <br /> as shown on typical structural details for mechanical <br /> roof openings. See mechanical drawings for quantities, <br /> sizes and locations. The cost of structural redesign fees <br /> shall be borne by the Mechanical Contractor for equipment <br /> and/or opening changes made after structural documents <br /> have been issued. <br /> 7.6. CORE DRILLING: <br /> 7.6.1. All core drilling shall be done by the <br /> Mechanical and Electrical Subcontractors for their own <br /> work under the supervision of the General Contractor. No <br /> reinforcing steel shall be cut. Verify location of <br /> reinforcing steel before core drilling. Do not core <br /> through beams or columns. The maximum core hole through <br /> slabs shall be 12". If these requirements cannot be met, <br /> contact the Engineer. <br /> 7.6.2. No core drilling is allowed in post-tensioned <br /> slabs without prior approval from the engineer of record. <br /> 7.7. GENERAL: <br /> 7.7.1. These drawings do not include necessary <br /> components for construction safety. <br /> 7.7.2. The structural design is based only on the <br /> building in its completed state. Contractors and their <br /> subs shall take whatever precautions are necessary to <br /> withstand all horizontal and vertical loadings that may <br /> be encountered during the construction prior to <br /> completion of the building. <br /> 7.7.3. During construction, the Contractor may <br /> encounter existing conditions which are not now known or <br /> are at variance with project documentation (Discovery). <br /> Such conditions may interfere with new construction or <br /> required protection and/or support of existing Work <br /> during construction, or may consist of damage or <br /> deterioration to structural materials or components which <br /> could jeopardize the structural integrity of the <br /> building(s). <br /> 7.7.4. The Contractor shall notify the Engineer of all <br /> Discoveries that the Contractor believes may interfere <br /> with proper execution of the Work or jeopardize the <br /> structural integrity of the building(s) prior to <br /> proceeding with Work related to such Discoveries. <br /> 0'2"4"8"0'4"8"16"0'1'2'4'0'8"16"32"0'16"32"64"0'2'4'8'0'4'8'16'0'8'16'32'DATE: <br />DRAWN BY: <br />JOB NO: <br />PM:1/16" = 1'-0"1/8" = 1'-0"1/4" = 1'-0"1/2" = 1'-0"3/4" = 1'-0"1 1/2" = 1'-0"3" = 1'-0"3/8" = 1'-0"21 43 65 <br />21 43 65 <br />E <br />A <br />B <br />C <br />D <br />E <br />A <br />B <br />C <br />D <br />I HEREBY CERTIFY THAT THIS <br />PLAN, SPECIFICATION, OR REPORT <br />WAS PREPARED BY ME OR UNDER <br />MY DIRECT SUPERVISION AND THAT <br />I AM A DULY LICENSED STRUCTURAL <br />ENGINEER UNDER THE LAWS OF THE <br />STATE OF MINNESOTA. <br />REG. NO. <br />DATE ISSUED <br />SIGNATURE <br />PRINTED NAME <br />9/24/2021 8:16:27 AMBIM 360://21-068 RCU St. Paul/2021-211_S20_RCU_Rice_Street_thuttonEBX79.rvtST. PAUL OFFICEROYAL CREDIT UNION2640 RICE STREET, LITTLE CANADA, MN 5511309.24.2021 <br />S003 SET TYPE -PERMIT 09.24.21CAB <br />2021-211 <br />RTJ <br />GENERAL STRUCTURAL <br />NOTES CONT <br />Terrance D. Nuesse, PE <br />41626 <br />09.24.2021 <br />MARKDATEDESCRIPTION