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GENERAL STRUCTURAL NOTES
<br />These notes supplement the Specifications. Refer to the
<br />Specifications for additional requirements.
<br />1. DESIGN CRITERIA:
<br /> 1.1. BUILDING CODES USED FOR DESIGN:
<br /> 1.1.1. IBC 2018 with Minnesota amendments.
<br /> 1.2. STRUCTURAL TESTS AND SPECIAL INSPECTIONS:
<br /> 1.2.1. Special inspections shall be performed by an
<br /> independent testing agency according to IBC Chapter 17.
<br />
<br /> Section 1705.2 and Table 1705.2.3 - Steel Construction
<br /> Table 1705.3 - Concrete Construction
<br /> Table 1705.6 - Soils
<br /> Table 1705.8 - Cast-in-place Pier Foundations
<br /> Table 1705.3 - Post-installed Anchors
<br />
<br /> 1.2.2. Qualifications of special inspectors and
<br /> frequency of tests and inspections shall be as defined in
<br /> CASE 962C - Guideline for International Building Code-
<br /> Mandated Special Inspections and Tests and Quality
<br /> Assurance.
<br /> 1.2.3. The Engineer may provide periodic observation
<br /> to assure conformance with design intent of the
<br /> construction documents. These observations are not meant
<br /> to fulfill the requirements of special inspections.
<br /> 1.2.4. Special inspections of the following items are
<br /> not within the scope of the structural drawings. Contact
<br /> the Architect or design professionals with these
<br /> responsibilities for information about these items.
<br />
<br /> Sprayed Fire-resistant Materials
<br /> Mastic and Intumescent Fire-resistant Coatings
<br /> EIFS
<br /> Smoke Control
<br />
<br /> 1.3. FUTURE CONSTRUCTION:
<br /> 1.3.1. VERTICAL: None.
<br /> 1.3.2. HORIZONTAL: None.
<br /> 1.4. DESIGN LOADS:
<br />
<br /> 1.4.1. Risk Category:
<br />
<br /> From IBC Table 1604.5
<br /> Risk Category . . . . . . . . . . . II
<br />
<br /> 1.4.2. DESIGN LIVE LOADS:
<br />
<br /> Public Areas . . . . . . . . . . . 100 PSF
<br /> Office Areas . . . . . . . 50 PSF + 15 PSF Part.
<br /> Mechanical . . . . . . . . . . . . 150 PSF or
<br /> equipment weight if heavier
<br />
<br /> 1.4.3. DEAD AND SUPERIMPOSED DEAD LOADS:
<br />
<br /> Dead and Superimposed Dead Loads
<br /> at Joist Framing . . . . . . . . . 25 PSF
<br /> Dead and Superimposed Dead Loads
<br /> at Parapet Framing . . . . . . . . . 15 PSF
<br />
<br /> 1.4.4. WIND LOAD:
<br />
<br /> Basic Design Wind Speed: . . . . . 115 MPH
<br /> Allowable Design Wind Speed: . . . 90 MPH
<br /> Exposure Classification: . . . . . B
<br /> Internal Pressure Coeff: . . . . . +0.18
<br /> . . . . . -0.18
<br /> Wind pressures used for the design of exterior components
<br /> and cladding shall be calculated by a professional
<br /> engineer registered in the state where the project is
<br /> located. Calculations shall be submitted for review.
<br />
<br /> 1.4.5. SNOW LOAD:
<br />
<br /> Ground Snow Load: . . . . . . . . . 50 PSF
<br /> Flat Roof Snow Load: . . . . . . . 40 PSF U.N.O.
<br /> Snow Exposure Factor: . . . . . . . 1.0
<br /> Snow Load Importance Factor: . . . 1.0
<br /> Roof Thermal Factor: . . . . . . . 1.1
<br /> Roof Slope Factor: . . . . . . . . 1.0
<br /> See plans for snowdrift surcharge loads and widths.
<br />
<br /> 1.4.6. RAIN LOAD:
<br /> Rain Intensity: . . . . . . . . . . 3.25 in/hr
<br /> 1.4.7. All special loads applicable to the design of
<br /> the building, including the loads of machinery or
<br /> equipment exceeding the live loads given above, are shown
<br /> on the Drawings.
<br />
<br /> 1.5. DEFLECTION AND DRIFT
<br /> 1.5.1. Horizontal framing members are designed for
<br /> deflections as tabulated. Deflections of horizontal to
<br /> horizontal framing members are additive. Subcontractors
<br /> shall make allowance for installation and operation of
<br /> their systems to accommodate these deflections.
<br />
<br /> TYPICAL FRAMING MEMBERS
<br /> Roof Live Load . . . . . . . . . . . . . . span/360
<br />
<br /> FRAMING MEMBER SUPPORTING EXTERIOR WALL
<br /> Ext wall + live + superimposed dead load . . span/600
<br /> (3/8" max)
<br />
<br /> HORIZONTAL DEFLECTIONS IN FRAMING MEMBER SUPPORTING GLASS
<br /> Framing members not more than 13'-6" long . span/175
<br /> Framing members greater than 13'-6" long . . span/240
<br /> + 1/4"
<br />
<br /> PREFABRICATED WOOD TRUSSES AND I-JOISTS
<br /> Roof Live Load . . . . . . . . . . . . . . span/360
<br /> Roof Total Load . . . . . . . . . . . . . . span/240
<br />
<br /> 1.5.2. Story drifting criteria:
<br />
<br /> Wind: . . . . . . . . . . . . . . H/400
<br />
<br />2. DESIGN STRENGTHS:
<br /> 2.1. CONCRETE:
<br /> 2.1.1. All concrete shall be stone aggregate unless
<br /> noted. See Specifications for additional durability
<br /> requirements.
<br /> 2.1.2. Minimum concrete 28-day compressive strength
<br /> shall be as follows:
<br />
<br /> f'c Type Add'l Location
<br /> (PSI) Remarks
<br /> ------ --------- ------- ------------------------
<br /> 3000 NWT Footings
<br /> 4000 NWT Interior Slabs and Walls
<br /> 4000 NWT, Air Note 1 Exterior Slabs and Walls
<br />
<br /> Note 1: Limit Water to Cement Ratio to 0.45
<br />
<br /> 2.2. CONCRETE REINFORCEMENT:
<br />
<br /> Deformed Bars: FY = 60 KSI ASTM A615
<br /> Weldable Deformed Bars: FY = 60 KSI ASTM A706
<br /> Welded Wire Fabric: FY = 70 KSI ASTM A185
<br /> Micro/Macro Synthetic Fibers: ASTMC1116
<br />
<br /> 2.3. STRUCTURAL STEEL:
<br />
<br /> Wide Flange Sections: FY = 50 KSI ASTM A992
<br /> Rect. Hollow Structural Shapes: FY = 50 KSI ASTM A500 C
<br /> Other Shapes or Plates FY = 36 KSI ASTM A36
<br /> Bolts: ASTM F3125
<br /> (GR A325/A490)
<br /> Headed Studs: Fu = 65 KSI ASTM A108
<br /> Anchor Rods: FY = 36 KSI ASTM F1554
<br /> Welding Electrodes: FY = 70 KSI E70XX (typical)
<br /> FY = 80 KSI E80xx
<br /> (A706 rebar)
<br /> Non-Shrink Grout: f'c = 8,000 PSI ASTM C1107
<br />
<br /> 2.4. STEEL DECK:
<br />
<br /> Roof Deck: FY = 33 KSI ASTM A653
<br />
<br /> 2.5. DIMENSIONAL LUMBER:
<br /> 2.5.1. Structural Framing (beams, joists, studs,
<br /> plates): Spruce-Pine-Fir #1/#2
<br />
<br /> Fb = 875 PSI
<br /> Fv = 135 PSI
<br /> Fc parallel = 1,150 PSI
<br /> E = 1,400 KSI
<br />
<br /> 2.5.2. Wood Posts (5x5 and larger): Spruce-Pine-Fir #1
<br /> or better
<br />
<br /> Fb = 850 PSI
<br /> Fv = 125 PSI
<br /> Fc parallel = 700 PSI
<br /> E = 1,300 KSI
<br />
<br /> 2.6. LAMINATED VENEER LUMBER (LVL): Grade 2.0 E
<br />
<br /> Fb = 2,950 PSI
<br /> Fv = 285 PSI
<br /> E = 2,000 KSI
<br />
<br /> 2.7. ORIENTED STRAND BOARD (OSB)
<br /> 2.7.1. Rimboard: Grade 0.55 E
<br />
<br /> Fb = 600 PSI
<br /> Fv = 140 PSI
<br /> Fc perp = 500 PSI
<br /> E = 550 KSI
<br />
<br />
<br /> 2.8. PARKING AREAS / STRUCTURE EXPOSED TO WEATHER:
<br /> 2.8.1. All structural steel and embed plates exposed
<br /> to weather or located in parking areas shall be hot-dip
<br /> galvanized unless noted otherwise.
<br /> 2.8.2. Field welds shall be touched up with 2 coats of
<br /> zinc rich paint.
<br />3. FOUNDATIONS AND EARTHWORK:
<br /> 3.1. SOILS AND FOUNDATION ENGINEERING REPORT:
<br /> 3.1.1. The geotechnical report was not available at
<br /> the time drawings were issued. Soil properties have been
<br /> estimated and are preliminary in nature. The Contractor
<br /> shall verify that the preliminary soil properties given
<br /> here are acceptable when the final geotechnical report is
<br /> issued.
<br /> 3.1.2. This report is for informational purposes only
<br /> and shall not be considered part of the contract
<br /> documents. Furthermore, no warranty is made by the owner
<br /> with regard to the completeness and accuracy of the
<br /> subsurface investigation data, soil test data, statements
<br /> and interpretations given in the report.
<br /> 3.2. GROUND WATER:
<br /> 3.2.1. Water levels indicated on the boring logs are
<br /> subject to seasonal and/or annual variations. If
<br /> necessary, a dewatering system of sufficient capacity
<br /> shall be installed and operated to maintain the
<br /> construction area free of water at all times.
<br /> 3.3. EXCAVATIONS:
<br /> 3.3.1. Should any questionable conditions be
<br /> encountered during excavation, notify Owner's
<br /> Representative immediately.
<br /> 3.3.2. No engineered fill shall be placed until
<br /> excavation bottoms have been inspected and approved by
<br /> the Geotechnical Engineer.
<br /> 3.3.3. Water shall not be permitted to accumulate in
<br /> footing excavations.
<br /> 3.3.4. Provide a minimum of 6 inches of granular fill
<br /> below all interior slabs-on-grade.
<br /> 3.3.5. The slab-on-grade design is based on a modulus
<br /> of subgrade reaction of 150 PCI.
<br /> 3.4. FOOTINGS:
<br /> 3.4.1. The foundation design is based on a total load
<br /> net soil pressure of:
<br /> Spread Footings 2000 PSF (Field Verify)
<br /> Wall Footings 2000 PSF (Field Verify)
<br /> 3.4.2. Foundations are assumed to be supported on
<br /> native material or properly compacted structural fill.
<br /> All footing excavations shall be inspected, prior to
<br /> concrete placement, by the Geotechnical Engineer to
<br /> verify suitable bearing material of capacity as
<br /> specified.
<br /> 3.4.3. Notify the Owner's representative when
<br /> additional excavation is required to reach suitable
<br /> bearing material.
<br /> 3.4.4. Footing steps shall be located generally where
<br /> indicated on the plan, and shall be installed as
<br /> detailed.
<br /> 3.4.5. Bottom of exterior building footings
<br /> surrounding heated areas are to be at least 42 inches
<br /> below final outside grade unless dimensioned otherwise.
<br /> Bottom of exterior building footings at stoops or other
<br /> unheated areas are to be at least 60 inches below final
<br /> outside grade unless dimensioned otherwise.
<br /> 3.4.6. Contractor shall provide frost protection for
<br /> all footings when footings may be exposed to freezing
<br /> conditions. Frost protection may include insulating
<br /> blankets or at least 60 inches of soil above the bottom
<br /> of footing.
<br /> 3.4.7. All continuous footings shall be centered under
<br /> walls unless dimensioned otherwise.
<br />
<br /> 3.5. BACKFILLING:
<br /> 3.5.1. No backfilling and compacting of earth shall be
<br /> permitted against retaining walls until walls and
<br /> footings have reached 100% of their design strength, or
<br /> unless adequate bracing is provided. Bracing must be
<br /> reviewed by the Engineer.
<br /> 3.5.2. No backfilling and compacting of earth shall be
<br /> permitted against basement or other foundation walls
<br /> until all slabs that support the wall against lateral
<br /> earth pressure have been poured and have reached 75% of
<br /> their design strength, or unless adequate bracing is
<br /> provided. Bracing must be reviewed by the Engineer.
<br /> 3.5.3. Material used for backfill shall be free
<br /> draining engineered backfill unless noted otherwise. See
<br /> the Geotechnical Report for additional information.
<br /> 3.5.4. Both sides of foundation walls shall be
<br /> backfilled simultaneously so as to prevent overturning or
<br /> lateral movement of walls. All grade beams shall be
<br /> adequately braced to prevent lateral movement during
<br /> backfilling and compaction.
<br /> 3.5.5. No fill or backfill shall be settled by the use
<br /> of water.
<br /> 3.6. FOUNDATION COMPLETION:
<br /> 3.6.1. The Geotechnical Engineer or Special Inspector
<br /> shall certify in writing that all foundations were placed
<br /> and completed as specified.
<br />4. CONCRETE:
<br /> 4.1. REFERENCES:
<br />
<br /> ACI 315 ACI Detailing Manual
<br /> ACI 318 Building Code Requirements for
<br /> Reinforced Concrete
<br /> CRSI MSP Manual of Standard Practice
<br /> AWS D1.4 Structural Welding Code - Reinforcing Steel
<br /> CRSI Recommended Practice for Placing
<br /> Reinforcing Bars
<br /> PCI Design Handbook: Precast and Prestressed Concrete
<br />
<br /> 4.2. REINFORCING STEEL:
<br /> 4.2.1. The reinforcing steel Contractor shall
<br /> fabricate all reinforcement and furnish all accessories,
<br /> chairs, spacer bars and supports necessary to secure the
<br /> reinforcement unless shown otherwise on the plans and/or
<br /> details.
<br /> 4.2.2. Concrete reinforcement shall be placed
<br /> according to ACI and CRSI "Recommended Practice for
<br /> Placing Reinforcing Bars".
<br /> 4.2.3. Reinforcement Placing Tolerances
<br /> Clear Distance From Bars To:
<br /> A. Soffit on Earth +/- 1/2"
<br /> B. Formed Soffit +/- 1/4"
<br /> C. Formed Side or Vertical Surface +/- 3/8"
<br /> D. Top Surface
<br /> Depth 8" or Less +/- 1/4"
<br /> Depth More than 8", Not More Than 24" +/- 1/2"
<br /> Depth More Than 24" +/- 1"
<br /> Spacing of Bars:
<br /> A. Longitudinal Bars in
<br /> Columns, Girders, and Beams +/- 1/4"
<br /> B. Ties and Stirrups +/- 1"
<br /> C. In Slab Walls +/- 2"
<br /> Longitudinal Location of Bends and Bar Ends:
<br /> A. At Discontinuous End of Member +/- 1/2"
<br /> B. All Other Locations +/- 2"
<br /> 4.2.4. Minimum Clear Cover For Concrete Reinforcement:
<br />
<br /> Footings . . . . . . . . 2" Sides, 3" Bottom, 2" Top
<br /> Piers . . . . . . . . . . 2" to Ties
<br /> Foundation Walls
<br /> Exterior Face . . . . . 2"
<br /> Interior Face . . . . . 2" Against Soil
<br /> Interior Face . . . . . 1" at Basement
<br /> Slabs on Grade . . . . . . Center of Slab
<br /> Architectural Concrete . . 2"
<br />
<br /> 4.2.5. See typical detail for required bar development
<br /> lengths and lap splice lengths.
<br /> 4.2.6. All welded wire fabric shall be spliced by
<br /> overlapping one full space plus 2" and be wired together.
<br /> 4.2.7. Continuous top and bottom bars in walls, beams,
<br /> and grade beams shall be spliced as follows:
<br /> 1. Top bars - at mid-span
<br /> 2. Bottom bars - over supports.
<br />
<br /> 4.2.8. Slabs, beams and joists shall not have joints
<br /> in a horizontal plane. Any stop in concrete work must be
<br /> made at center of span or at center of support with
<br /> vertical bulkheads and horizontal keys, unless otherwise
<br /> shown. All construction joints shall be as detailed
<br /> unless reviewed by Architect and Structural Engineer.
<br /> 4.2.9. No welding of reinforcement shall be permitted
<br /> unless specifically called for or reviewed by the
<br /> Structural Engineer. Where welding is permitted, all
<br /> welding of reinforcing bars shall conform to: "Structural
<br /> Welding Code - Reinforcing Steel". A chemical analysis of
<br /> the reinforcing bars to be welded shall be submitted for
<br /> review.
<br /> 4.3. ANCHORING TO CONCRETE
<br /> 4.3.1. Headed studs shall be Nelson H4L or S3L with Fu
<br /> = 65 ksi, or approved equal, unless noted otherwise.
<br /> 4.3.2. Deformed bar anchors shall be Nelson D2L with
<br /> FY = 70 ksi or approved equal, unless noted otherwise.
<br /> 4.3.3. Post-installed anchors shall be installed by
<br /> qualified personnel in accordance with the Manufacturer's
<br /> Printed Installation Instructions.
<br /> 4.3.4. Expansion anchors shall not be loaded until
<br /> concrete has achieved a minimum age of 7 days. Adhesive
<br /> anchors shall not be loaded until concrete achieved a
<br /> minimum age of 21 days.
<br /> 4.3.5. Expansion anchors shall be Hilti Kwik Bolt TZ
<br /> or approved equal, unless noted otherwise. Embedment
<br /> shall be as follows unless noted otherwise:
<br /> Diameter Embedment Diameter Embedment
<br /> 3/8" 2" 5/8" 4"
<br /> 1/2" 3 1/4" 3/4" 4 3/4"
<br /> 4.3.6. Adhesive anchors shall be Hilti HIT-RE 500 V3
<br /> or HIT-HY 200 with HAS Standard rods or approved equal,
<br /> unless noted otherwise. Embedment shall be as follows
<br /> unless noted otherwise:
<br /> Diameter Embedment Diameter Embedment
<br /> 3/8" 3 3/8" 5/8" 5 5/8"
<br /> 1/2" 4 1/2" 3/4" 6 3/4"
<br /> 4.3.7. Epoxy for dowels drilled into concrete shall be
<br /> Hilti HIT-RE 500 V3, HIT-HY 200, or approved equal,
<br /> unless noted otherwise. Embedment shall be as follows
<br /> unless noted otherwise:
<br /> Bar Embedment Bar Embedment
<br /> # 3 3 1/4" # 5 5 3/4"
<br /> # 4 4 3/8" # 6 6"
<br /> 4.3.8. Anchor capacity is dependent upon spacing
<br /> between adjacent anchors and proximity of anchors to edge
<br /> of concrete. Install anchors in accordance with spacing
<br /> and edge clearances indicated on the drawings.
<br /> 4.3.9. Contractor shall verify the location of
<br /> reinforcing bars and/or prestressing tendons via GPR, X-
<br /> Ray, or other means before drilling anchor holes.
<br /> Reinforcing steel shall not be damaged.
<br />5. STEEL:
<br /> 5.1. REFERENCES:
<br />
<br /> Steel Construction Manual, 14th Edition
<br />
<br /> 5.2. STRUCTURAL STEEL:
<br /> 5.2.1. All beams shall be marked and erected with
<br /> natural camber upwards.
<br /> 5.2.2. Do not prime structural steel members that will
<br /> receive spray-applied fireproofing. Do not prime surfaces
<br /> of structural steel members that will be in contact with
<br /> poured concrete or will receive welded studs.
<br /> 5.2.3. The top and bottom of all steel columns that
<br /> are in bearing shall be finished to a common plane.
<br /> 5.2.4. Fabricator shall submit complete fabrication
<br /> and erection drawings for review, including profiles,
<br /> sizes, spacing, locations of structural members, cambers,
<br /> openings, attachments, fasteners, and connections not
<br /> explicitly detailed in the construction documents. Direct
<br /> reproductions of any portion of these construction
<br /> documents, including plans and details, in the
<br /> fabricator's submittal will not be accepted.
<br /> 5.2.5. All headed studs are to be welded to the steel
<br /> section using an electric arc welding gun.
<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 />S002 SET TYPE -PERMIT 09.24.21CAB
<br />2021-211
<br />RTJ
<br />GENERAL STRUCTURAL
<br />NOTES
<br />Terrance D. Nuesse, PE
<br />41626
<br />09.24.2021
<br />MARKDATEDESCRIPTION
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