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<br />1.0 DESIGN AND CODE INFORMATION
<br />1.1 The Structure is designed based on the 2017 Florida Building Code, 61h Edition. All design, materials and workmanship shall conform to the
<br />referenced code(s). Components designed by suppliers shall be designed in accordance with the referenced code(s).
<br />1.2 The Structure and its Components are designed for Wind Loads as defined by the Building Code, where:
<br />- Basic Wind Speed (3 Second Gust): 140 mph (ULTIMATE)
<br />- Risk Category: II
<br />- Wind Exposure: C
<br />- Intemal Pressure Coefficient: +0.18/-0.18
<br />- Velocity Pressure: q: = 36.7 psi 916' (ULTIMATE)
<br />1.3 The Structure is designed using the following Earthquake Load Data:
<br />D - Site Class: D (Assumed)
<br />- Seismic Design Category: A
<br />- Mapped Spectral Response Accelerations:
<br />Ss = 0.068 g
<br />Si = 0.034 g
<br />- Design Spectral Response Coefficients:
<br />SDs = 0.072 g
<br />SDI = 0.055 g
<br />- CS = 0.036
<br />1.4 The Structural Engineer will Observe the Construction only as requested by the Architect as Specified in the Architect -Engineer Agreement
<br />for the Project Field Observation required by the Project Specifications or the Building Code must be performed by a Qualified Reid
<br />Observer Approved by the Architect
<br />1.5 The Owner and Architect shall examine the Structure and inform the Structural Engineer in writing, of any Loads not listed above. No
<br />Reserve Live Load Capacity exists for Conversion to other uses, if not noted above.
<br />2.0 ADDITIONAL CONTRACTOR RESPONSIBILITIES AND DEFINITIONS
<br />2.1 Shop drawings shall not be reviewed for approval unless checked by the fabricator and approved by the contractor. Submit one high quality
<br />reproducible and one print of the reproducible for review. Only marked up reproducible will be returned. Reproduction of contract documents
<br />for shop drawings will not be permitted or accepted. See specifications and general notes for additional requirements.
<br />2.2 The contractor shall provide 10 worldog days in his schedule for the Structural Engineers review of each submittal.
<br />2.3 It is the Contractors responsibility to certify that he has not made changes to specified materials on submittals.
<br />2.4 The contractor shall insure that all construction loads do not exceed the design live loads indicated on the structural drawings and that these
<br />loads are not put on the structural members prior to the time that all framing members and their connections are in place.
<br />2.5 Contractor shall verify and bear the expense of verifying all existing conditions, horizontal and vertical dimensions and coordination of
<br />Architectural and Structural drawings. Immediately notify the Architect of any discrepancies. For dimensions not shown on Structural
<br />Drawings, see the Architectural Drawings.
<br />2.6 Dimensions shown indicate spans for which members are Structurally Adequate. The contractor shall COORDINATE AND CONFIRM ALL
<br />C DIMENSIONS. Contractor shall include in his bid the Costs of Dimensional Coordination and Confirmation. These Documents constitute a
<br />performance specification. Coordinate all openings, support systems, duct work locations, mechanical elements, sprinklers, etc., with
<br />Structural elements. Consult the Engineer/Architect and obtain Approval PRIOR TO making changes to Structural Systems.
<br />2.7 These Drawings and Specifications are performance specifications. Provide all labor, materials, equipment and services required to execute
<br />and complete all items of work, as shown or indicated on the drawings and as specified in this section, including incidental items to effect a
<br />finished and complete job, even though such items are not shown or particularly mentioned on the Contract Documents.
<br />2.8 The Contractor shall compare the Structural Sections with the Architectural Sections and report any discrepancies to the Architect PRIOR TO
<br />fabricating or installing Structural Members.
<br />2.9 See Architectural Drawings or Specifications for any fireproofing requirements of structural members.
<br />2.10 The design, adequacy and safety of erection bracing, shoring, temporary supports, etc., is the Sole Responsibility of the Contractor.
<br />2.11 Erection and bracing of steel structures shall comply with the limits and recommendations of the "Code of Standard Practice", Latest edition of
<br />the American Institute of Steel Construction. Provide bracing wherever necessary to take care of all loads to which the structure may be
<br />subjected, including equipment and the operation of the same.
<br />2.12 The details shown on the Structural Drawings designated as "Typical Details" apply generally to the drawings in all areas where conditions are
<br />similar to those described in the details.
<br />2.13 Notes on the Structural General Notes sheet are applicable unless specifically noted otherwise on the drawings.
<br />2.14 Principal openings are shown on the drawings. See Architectural, Mechanical and Electrical drawings for sleeves, curbs, inserts and other
<br />openings not shown. The contractor shall provide for all openings, whether shown on the Structural Drawings or not Size and location of all
<br />openings shall be verified with the mechanical and electrical contractors. Any deviation from openings shown on the Structural Drawings shall
<br />be brought to the Engineers attention for Approval PRIOR TO fabrication or installation of Structural Members.
<br />2.15 Investigate Actual locations of underground lines and utilities BEFORE excavating and advise the Architect of all interferences.
<br />4.0 REINFORCEMENT
<br />B 4.1 Reinforcing Bars shall conform to ASTM A615, Grade 60. Welded Wire Fabric shall conform to ASTM A185.
<br />4.2 Detailing of Concrete Reinforcement and Accessories shall be in accordance with ACI 'Detailing Manual", SP-66, the CRSI "Manual of Standard
<br />Practice' and ACI 318.
<br />4.3 Reinforcing shall Not be Heated or Welded.
<br />4.4 Reinforcing Placement shall be Approved by the Architect or His/Her Authorized Representative before Concrete is Placed.
<br />4.5 Provide the following Concrete Cover for Reinforcement (Exposed Members are Members Exposed to Weather or Earth in Service):
<br />MARK
<br />NOT EXPOSED
<br />EXPOSED
<br />CAST AGAINST EARTH
<br />BEAMS
<br />1-1/2'
<br />1-1/2'
<br />--
<br />FOOTINGS
<br />--
<br />2-
<br />3"
<br />WALLS - #5 OR SMALLER
<br />3/4"
<br />1 1/2"
<br />-_
<br />WALLS - #6 OR LARGER
<br />3/4"
<br />2"
<br />---
<br />4.6 Reinforcement for Slabs -On -Grade shall be as follows:
<br />- 4 inch Slab -On -Grade 6 x 6- W2.9 x W2.9
<br />4.7 Masonry Reinforcement shall be placed in the Center of the Wall, Unless Specifically Detailed Otherwise in these Drawings.
<br />4.8 Bars designated Continuous or Bars required to be Spliced for Placement, shall be Lapped as follows:
<br />- Concrete Reinforcement: Class'B- Tension Lap
<br />- Masonry Reinforcement:
<br />MASONRY LAP SPLICE LENGTH
<br />BAR SIZE
<br />#4
<br />#5
<br />#6
<br />#7
<br />#8
<br />80 CMU
<br />36"
<br />45'
<br />540
<br />63"
<br />72"
<br />12" CMU
<br />36"
<br />45"
<br />54'
<br />63"
<br />1 72'
<br />- Lap Splices in Bottom Bars shall occur at a Support.
<br />A - Lap Splices in Top Steel shall occur at Mid Span.
<br />4.9 Openings in Concrete Slabs and Walls shall be Reinforced on each side of the Opening with Two (2) #6 Bars in each face. Bars shall extend 2
<br />feet Beyond opening. Provide Two (2) #4 Diagonal Bars 4'-0" long in each face All Re -Entrant Comers of Slabs and Walls.
<br />4.10 Welded Wire Fabric (WWF) shall lap Two (2) Full Meshes and be Securely Wired at Each Side and End.
<br />4.11 Welded Wire Fabric shall be Fabricated from Sheets. Rolls are Not Allowed.
<br />4.12 Provide Comer Bars at All Wall and Bond Beam Comers. Bars shall be the same size and spacing as Horizontal Reinforcing in each direction.
<br />4.13 Intersecting Walls, if Poured separately, shall be Keyed and Doweled together with Bars of same size and spacing as Horizontal Reinforcement
<br />STRUCTURAL GENERAL NOTES
<br />5.0 CONCRETE
<br />5.1 All Concrete Workmanship and Materials shall conform to ACI 318 and All Local Codes, Laws and Ordinances.
<br />5.2 The following Table shall apply to All Concrete Ma Designs to be used for this Project:
<br />R
<br />MIN. COMP.
<br />STRENGTH AT
<br />TOTAL AIR
<br />SLUMP (in.)
<br />CONSOF
<br />CONSTRUCTION
<br />28 DAYS (psi)
<br />W�RATIO
<br />FOOTINGS
<br />3000
<br />NOT REQ'D.
<br />0.55
<br />5
<br />INTERIOR
<br />SLAB -ON -GRADE
<br />3000
<br />NOT REUD.
<br />0.50
<br />3
<br />WALLS, BEAMS
<br />4000
<br />5 - 7%
<br />0.45
<br />4
<br />& LINTELS
<br />RETAINING WALLS OR
<br />CONCRETE EXPOSED
<br />3500
<br />5 - 7%
<br />0.50
<br />4
<br />TO WEATHER
<br />ALL OTHER
<br />3000
<br />AS REQ'D.
<br />0.58
<br />4
<br />CONCRETE
<br />5.3 Provide entrained air as per ACI 318.
<br />5.4 Where excess water is added to the concrete so that its serviceability is degraded, the attainment of required strength shall not release the
<br />contractor from providing such modifications as may be required by the architect to provide a serviceable member.
<br />5.5 All concrete shall be vibrated.
<br />5.6 No repair or rubbing of concrete surfaces shall be made prior to inspection by and with approval of the architect (owner or his authorized
<br />representative).
<br />5.7 Sawn control joint in slab -on -grade shall be cut in accordance with ACI 302.1 R. Joints shall be cut within 12 hours of slab placement
<br />The length -to -width ratios of slab areas shall not exceed 1.25. The maximum area of slab within Joints shall be 225 s.f.
<br />5.8 Provide concrete walls with dovetail anchors and anchor slots where masonry walls abut concrete surface.
<br />5.9 All pipe penetrations through slabs shall be sleeved in conformance with ACI 318, Section 6.3.
<br />5.10 Refer to Civil Drawings for site concrete.
<br />5.11 Refer to Drawings of other Disciplines and Vendor Drawings for embedded items and recesses not shown on Structural Drawings.
<br />6.0 STRUCTURAL STEEL AND METAL FORM / DECK
<br />6.1 All structural steel work shall conform to the 14th edition of the'Specifications for the Design, Fabrication and Erection of Structural Steel for
<br />Buildings" of the AISC.
<br />6.2 All structural steel, except for plates, angles, channels, pipe and tubing, shall conform to ASTM A992, Grade 50 (fy=50 ksi).
<br />6.3 Structural steel plates, angles and channels shall conform to ASTM A36.
<br />6.4 Steel pipe shall conform to ASTM A53, Grade B.
<br />6.5 Square and rectangular structural tubing shall conform to ASTM A500, Grade B (fy=46 ksi).
<br />6.6 Anchor bolts shall be ASTM F1554 headed bolts.
<br />6.7 The structural steel fabricator shall be responsible for the design of all connections not detailed on the drawings. The fabricator shall provide
<br />certification by a registered professional engineer in the project state that the connection design is in accordance with all applicable codes and
<br />specifications.
<br />6.8 Fabrication and erection shall be done by steel fabricator and erector who have been certified by the aisc quality certification program,
<br />category CnBg, or have an independent testing laboratory approved by the architect certify that the fabrication procedures used in this work
<br />are in accordance with AISC specifications and these requirements.
<br />6.9 Welding shall be done by certified welders using ASTM E70 series electrodes for shop welding A36 steel, and E70 series low hydrogen
<br />electrodes for all welding of high strength steels and for all field welding.
<br />6.10 Welds shown on structural drawings are minimum design requirements. The fabricator's shop drawings shall reflect welds in accordance with
<br />AWS requirements.
<br />6.11 A minimum representative sampling of 10% of all filet welds by each welder shall be visually inspected.
<br />6.12 A representative sampling of full penetration groove welds shall be inspected by ultrasonic testing. Twenty-five percent of the welds by each
<br />welder shall be inspected. See specifications for additional requirements.
<br />6.13 When welds are not called -out on drawings, they are minimum size continuous filet welds in accordance with AWS D1.1. Fillet welds not
<br />specified as to length shall be continuous.
<br />6.14 All groove welds shall be full penetration.
<br />6.15 Provide fillet welds at all contact joints between steel members sufficient to develop the allowable tensile strength of the smaller member at the
<br />joint. '
<br />6.16 The contractor is responsible for the provision of a method to transfer gravity and lateral loads from non-structural items occurring between
<br />structural framing to adjacent framing members. If structural framing consists of joists or joist girders, special provisions apply. See steel
<br />joist and joist girder notes for further information.
<br />6.17 Coordinate all openings and dimensions with Architectural and Mechanical drawings. Field confirm all dimensions.
<br />6.18 Protect all steel below grade by encasing in concrete or painting with bitumastic painL
<br />6.19 Galvanizing of steel members shall conform to ASTM A123.
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<br />7.0 MASONRY
<br />7.1 All Masonry Construction shall comply with ACI 530, "Building Code Requirements for Concrete Masonry Structures'.
<br />7.2 Masonry for this Structure has designed in Accordance with the Referenced Code as Inspected Masonry. The Owner shall employ an
<br />Agent in Compliance with Code Criteria to insure that the Code requirements are carried out Inspection and Testing shall conform to
<br />ACI 530 Section 1.5.
<br />7.3 Minimum Compressive Strength of Concrete Masonry at 28 days shall be Pm =1,500 psi. All Load Bearing block masonry shall have a
<br />minimum Net Area unit strength of 1,900 psi at 28 days.
<br />7.4 Concrete Masonry Units shall conform to ASTM C90 or ASTM C55 and be sampled and tested in Accordance with ASTM C140.
<br />7.5 Bed Joint thickness shall not exceed 5/80.
<br />7.6 Grout used for filling Cells and Bond Beams shall comply with ASTM C476 and shall have a Minimum Compressive Strength of 2,000 psi at
<br />28 days detemrined in Accordance with ASTM C140. The Slump shall be between 9 inches and 11 inches. Test Gout strength in
<br />Accordance with ASTM C1019 for each 5000 square feet of wall.
<br />7.7 Where the minimum dimension of any continuous vertical cell is 3 inches or less, use Fine Grout, otherwise use Course (Pea Gravel) Grout.
<br />7.8 Mortar shall conform to the following Types as defined in the Building Code:
<br />- Masonry in contact with earth: Type M
<br />- Exterior Block Walls and Bearing Walls: Type M or S
<br />- Non -Bearing Interior Partitions: Type N
<br />- Brick Walls or Brick Veneer: Type N
<br />7.9 Provide Control Joints at locations Approved by the Architect in all Masonry Walls at a maximum spacing of 20 feet or 3 times the wall
<br />height, whichever is less. Also provide Control Joints adjacent to comers, at changes in wall height and at changes in foundation
<br />conditions. Provide a Control Joint at Masonry Walls where support changes from Continuous Strip Footings to thickened slab -on -grade.
<br />7.10 Joint Reinforcement shall be discontinued at control joints and where masonry veneer is supported from the Structuture.
<br />7.11 Do Not locate Control Joints within 16 inches of openings, unless masonry above opening is supported from a Steel Lintel, which is
<br />supported from the Structure.
<br />7.12 Horizontal Bond Beam reinforcement shall run continuous through Control Joints.
<br />7.13 Joint Reinforcement shall meet ASTM A951. Provide the following Minimum Continuous Horizontal Masonry Reinforcing at 16 inches o.c.
<br />(Manufactured by Dur-O-Wal/Hohmann & Barnard, Inc. or an approved substitute.)
<br />- Single Wythe:
<br />Unreinforced - Std. Weight Truss type
<br />Reinforced - 8' width Std. Weight Ladder type
<br />10'/120 width - Medium Weight Ladder Type
<br />- Cavity Walls:
<br />Unreinforced - Std. Weight Rectangular Tab Tie
<br />Reinforced - 8' width - Std. Weight Rectangular Tab Tie
<br />10"/12" width - Medium Weight Rectangular Tab Tie
<br />7.14 All Reinforced Hollow Unit Masonry shall be built to preserve the Unobstructed Vertical Continuity of the cells to be filled. Walls and cross
<br />webs forming such cells to be filled shall be full -bedded In Mortar to prevent leakage of the grout All Head (or end) joints shall be solidly
<br />filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells. Bond shall be
<br />provided by lapping units in successive vertical courses or by equivalent Mechanical anchorage.
<br />7.15 Vertical Cells to be filled shall have Vertical Alignment sufficient to maintain a clear, unobstructed, continuous vertical cell measuring not
<br />less than 3 inches and having a clear area of 10 square inches.
<br />7.16 Cleanout openings shall be provided at the bottom of all cells to be filled in each pour of grout where such grout pour in excess of (4) four
<br />feet in height Any overhanging mortar or other obstruction or debris shall be removed from the insides of such cell wails. The cleanouts
<br />shall be sealed after Inspection add before grouting.
<br />7.17 Vertical Reinforcement shall be held in position at Top and Bottom and at intervals not exceeding (192) diameters of the reinforcement or
<br />(10) feet
<br />7.18 All Cells containing Reinforcement shall be filled solidly with grout Grout shall be poured in lifts of (8) feet maximum height. All Grout shall
<br />be consolidated at time of pouring by puddling or vibrating and then reconsolidated again by puddling later, before plasticity is lost.
<br />7.19 When Total Grout Pour exceeds (8) feet in height, the grout shall be placed in (4) foot lifts and Special Inspection during Groutingshall be
<br />Required.
<br />7.20 When the Grouting Is stopped for (1) one hour or longer, Horizontal Construction joints shall be formed by stopping the pour of grout not
<br />less than (1) inch or more than (2) inches Below the top of the uppermost unit grouted.
<br />7.21 The Architect shall be given a Minimum of (24) hours notice prior to each reinforced block grouting operation.
<br />7.22 Provide adequate bracing for all masonry wails during construction and until lateral supports and diaphragms have been attached and grout
<br />has attained the specified Design Strength.
<br />7.23 Where Lintels bear on Masonry Walls, they shall bear on either a bond beam course or on cores filled with concrete. All Lintels shall have
<br />at least (88) of bearing at each end, unless noted otherwise.
<br />7.24 Steel Beams which bear on Masonry Walls shall be Mechaically Anchored and shall bear either on Bond Beams or filled block cores
<br />Reinforced with 247 Vertical bars and shall bear a minimum of (80), unless shown otherwise.
<br />8.0 POST -INSTALLED ANCHORS, REBAR, & FASTENERS
<br />8.1 The products listed in this section are the design basis for this project. Additional requirements are as follows:
<br />a. Post -install anchors, rebar, and/or fasteners only as directed by the construction documents.
<br />b. Product diameter and embedment shall be as shown in the details.
<br />c. Install products in accordance with Manufacturers Printed Installation Instructions.
<br />d. Prior to Installation, contractor shall contact manufacturers representative for product -specific installation training and a letter shall be
<br />submitted to the Engineer -Of -Record (EOR) indicating training has taken place.
<br />e. Unless noted otherwise on the contract documents, refer to the project building code and/or evaluation report for required special
<br />inspections and proof load requirements.
<br />f. Substitution requests for products other than those listed below may be submitted by the contractor to the FOR for review. Substitutions
<br />will only be considered for products having a research report recognizing the product for the appropriate application under the project
<br />building code. Substitution requests shall include calculations that demonstrate the substituted product is capable of achieving the
<br />equivalent performance values of the design basis product.
<br />1. For anchoring into CONCRETE:
<br />1.1. Mechanical anchors shall have been tested in accordance with ACI 355.2 and ICC-ES AC193 for cracked concrete and
<br />seismic applications. Pre -approved products include:
<br />SIMPSON STRONG -TIE "TITEN-HD" (ICC-ES ESR-2713)
<br />1.2. Adhesive for rebar and anchors shall have been tested in accordance with ACI 355.4 and ICC-ES AC308 for cracked concrete
<br />and seismic applications. Design bond strength has been based on cracked concrete, ACI 355.4 temperature category b, and
<br />Installations into dry holes drilled using a hammer drill into concrete that has cured for at least 21 days. Adhesive anchors
<br />shall be installed by a certified adhesive anchor installer when required per ACI 318-11 d.9.2.2. Installations requiring certified
<br />installers shall be inspected per ACI 318-11 d.9.2.4. Pre -approved products include:
<br />SIMPSON STRONG -TIE "SET-XP" (ICC-ES ESR-2508)
<br />2. For anchoring into MASONRY:
<br />2.1. Solid -grouted Concrete Masonry
<br />2.1.1. Mechanical anchors shall have been tested in accordance with ICC-ES AC01 or ICC-ES AC106. Pre -approved products
<br />include:
<br />SIMPSON STRONG -TIE "TITEN-HD" ([CC -ES ESR-1056)
<br />2.1.2. Adhesive for rebar and anchors shall have been tested in accordance with ICC-ES AC58. Pre -approved products include:
<br />SIMPSON STRONG -TIE "SET-XP" (IAPMO-UES ER-265)
<br />2.2. Hollow Concrete Masonry
<br />2.2.1. Mechanical anchors shall have been tested in accordance with ICC-ES AC106. Pre -approved products include:
<br />SIMPSON STRONG -TIE "TITEN-HD"
<br />2.2.2. Adhesive for rebar and anchors with screen tubes shall have been tested for use in accordance with ICC-ES AC58. The
<br />appropriate screen tube shall be used as recommended by the adhesive manufacturer. Pre -approved products include:
<br />SIMPSON STRONG -TIE "SET-XP" (IAPMO-UES ER-265)
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<br />ISSUED FOR:
<br />PERMIT
<br />03.14.19
<br />BID
<br />03.14.19
<br />CONSTRUCTION
<br />04.26.19
<br />REVIEW SET
<br />03.14.19
<br />1:JOB NO.
<br />18390
<br />C CV
<br />
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