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PROVIDE (2) 6" X 14 GA (2 1/2" FLANGE) 50 KSI
<br />BOX COLUMNS AT CORNERS AND ENDS OF WALLS.
<br />SEE 7/S2L1 FOR HOLDOWN CONNECTION
<br />EXISTING STOREFRONT
<br />FRAMING PLAN f 1 \
<br />SCALE: 3/32" = V-0" \ S 1.1
<br />NOTES:
<br />1. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, SLOPES,
<br />ELEVATIONS AND OTHER INFORMATION NOT SHOWN.
<br />2. MEANS AND METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY
<br />OF THE CONTRACTOR.
<br />1000S162-54 JOISTS (10" STUD 1 5/8"
<br />FLANGE X 16GA) AT 16" ON CENTER.
<br />60OS162-54 (6" STUD 1 5/8"
<br />FLANGE X 16 GA) STUDS AT 16"
<br />ON CENTER
<br />EXISTING DECK AND
<br />ROOFING
<br />CONTINUOUS L3x3x1/4 CONTINUOUS
<br />ANGLE. ATTACH TO STUDS WITH
<br />POWDER ACTUATED FASTENER.
<br />MINIMUM PUDDLE WELD DECK TO
<br />ANGLE AT 12" ON CENTER
<br />EXISTING JOIST
<br />40OS162-68 BRACES (4' STUD 1 5/8"
<br />FLANGE X 14GA) AT 48" ON CENTER.
<br />PROVIDE (6) S-12 SCREWS INTO 10" JOIST
<br />L3x3x1/4 x 0'-5"
<br />C8x11.5 x 24' LONG.
<br />ATTACH TO CMU PIER
<br />S ECTIO N JOIST AT HIGH PARAPETr2 WITH 3/8" 0 HILTI KWIK
<br />HUS-EZ ANCHORS
<br />SCALE: 3/4" = V-0"
<br />STRUCTURAL GENERAL NOTES - FBC 2017
<br />1. GENERAL
<br />a.Provide construction conforming to the 2017 Florida Building Code. Reference to other standards,
<br />specifications, or codes means the latest standard or code published and adopted.
<br />b.Material tests and inspections are required per Chapter 17 of the 2017 International Building Code.
<br />Refer to the project Statement of Special Inspections for required tests and inspections. Special
<br />inspection reports and a final report in accordance with Section 1704.1.2 of the 2017 Florida Building
<br />Code at the time the building is approved for occupancy.
<br />c. The structural general notes apply except where indicated otherwise on the drawings or in the
<br />specifications. A detail shown for one condition applies for all like or similar conditions even though not
<br />specifically indicated on the drawings.
<br />d. Verify all existing conditions, dimensions, and elevations before starting work. Notify the Architect and
<br />Structural Engineer of Record in writing of any discrepancy.
<br />e. The Contractor is solely responsible for the design, adequacy, and safety of erection bracing, shoring,
<br />temporary supports, and all other means, methods, techniques, sequences, and procedures of
<br />construction.
<br />f. Coordinate the structural contract documents with architectural, mechanical, electrical, plumbing, civil,
<br />and all other consultants. Notify the Architect and Structural Engineer of Record in writing of any conflict
<br />and/or omission.
<br />g.Coordinate and verify floor and roof opening sizes and locations with architectural, mechanical, plumbing,
<br />and electrical drawings. For additional openings not shown on the structural drawings refer to the
<br />architectural and mechanical drawings.
<br />h. Review of the submittals and/or shop drawings by the Structural Engineer of Record is only for general
<br />conformance with the contract documents and does not relieve the Contractor of the responsibility to
<br />review and check shop drawings before submittal to the Structural Engineer of Record. The Contractor
<br />must review and stamp all submittals prior to submission. The Contractor remains solely responsible for
<br />errors and omissions associated with the preparation of shop drawings as they pertain to member sizes,
<br />details, and dimensions specified in the contract documents. Do not begin fabrication until shop
<br />drawings are completed and reviewed by the Structural Engineer of Record.
<br />L Do not make shop drawings using reproductions of the contract documents or referencing the contract
<br />documents.
<br />2. EXISTING CONDITIONS
<br />a.Renovation of existing structures requires thorough coordination of the contract documents with existing
<br />conditions. The Contractor must verify all relevant existing conditions, dimensions, and details prior to
<br />beginning construction. Report any deviations from conditions or dimensions shown on the contract
<br />documents to the Architect and Structural Engineer of Record for review of the design and possible
<br />revision of the contract documents.
<br />b. The nature of structural demolition and stabilization is inherently uncertain. The exact condition and
<br />TOP/PARAPET capacity of each structural element cannot be verified prior to the commencement of work. As a result,
<br />OIL it is imperative to report any discrepancies between the contract documents and actual field conditions,
<br />17 -10
<br />as well as any element of questionable structural integrity immediately to the Architect and Structural
<br />Engineer of Record for review.
<br />c. No attempt has been made to define each specific structural element that must be removed, enhanced,
<br />or replaced. It is the responsibility of the Contractor to review the condition of individual elements,
<br />particularly rafters, joists, and structural deck boards, to determine which elements can be salvaged,
<br />which elements must be replaced, and which elements are questionable. The Contractor should consult
<br />with the Architect and Structural Engineer of Record to determine the appropriate procedure for handling
<br />elements in questionable condition.
<br />3. MASONRY
<br />7/16" APA RATED 24/16 SPAN RATING OSB, EXPOSURE 1 WITH WITH NO.
<br />8, TAPPING SCREWS WITH A MINIMUM HEAD DIAMETER OF 0.285 INCH, 6"
<br />3/16 ON CENTER AT PANEL EDGES, 12" ON CENTER IN FIELD. PROVIDE STEEL
<br />BLOCKING BEHIND ALL HORIZONTAL JOINTS AND FASTEN BOTH PANELS
<br />TO BLOCKING 6" ON CENTER.
<br />3/16
<br />3/16
<br />(2) 120OS250-97 (12" STUD 2 1/2" FLANGE X 12 GA)
<br />BEAM. ATTACH TO PIER AT BEARING WITH (2) 5/8" HILTI
<br />HY 70 WITH 5 5/8" EMBEDMENT. PROVIDE 8" END
<br />DISTANCE FROM EACH END, SEE SECTION A -A
<br />EXISTING CMU PIER
<br />COMPONENTS & CLADDING PRESSURE SCHEDULE (NOTE 1)
<br />EFFECTIVE
<br />ROOF
<br />ROOF OVERHANG
<br />WALL
<br />PARAPET
<br />WIND
<br />ZONE 5
<br />ZONE 5
<br />AREA
<br />ZONE 1
<br />ZONE 2
<br />ZONE 3
<br />ZONE 1 OVHG
<br />ZONE 2 OVHG
<br />ZONE 3 OVHG
<br />ZONE 4
<br />(NOTE 2)
<br />ZONE 4
<br />(NOTE 2)
<br />+16.0 PSF
<br />+38.3 PSF
<br />+38.3 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+35.1 PSF
<br />+35.1 PSF
<br />+87.7 PSF
<br />+87.7 PSF
<br />10 SF
<br />-38.3 PSF
<br />-64.3 PSF
<br />-64.3 PSF
<br />-61.1 PSF
<br />-61.1 PSF
<br />-96.8 PSF
<br />-38.0 PSF
<br />-46.8 PSF
<br />-61.4 PSF
<br />-70.2 PSF
<br />+16.0 PSF
<br />+36.1 PSF
<br />+36.1 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+33.0 PSF
<br />+33.0 PSF
<br />+76.6 PSF
<br />+76.6 PSF
<br />25 SF
<br />-37.1 PSF
<br />-55.3 PSF
<br />-55.3 PSF
<br />-59.8 PSF
<br />-59.8 PSF
<br />-71 A PSF
<br />-36.0 PSF
<br />42.7 PSF
<br />-57.3 PSF
<br />-64.0 PSF
<br />+16.0 PSF
<br />+34.3 PSF
<br />+34.3 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+31.5 PSF
<br />+31.5 PSF
<br />+68.2 PSF
<br />+68.2 PSF
<br />50 SF
<br />-36.1 PSF
<br />-48.4 PSF
<br />-48A PSF
<br />-58.8 PSF
<br />-58:8 PSF
<br />-51.4 PSF
<br />-34.4 PSF
<br />-39.6 PSF
<br />-54.2 PSF
<br />-59.4 PSF
<br />+16.0 PSF
<br />+32.6 PSF
<br />+32.6 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+29.9 PSF
<br />+29.9 PSF
<br />+59.8 PSF
<br />+59.8 PSF
<br />100 SF
<br />-35.1 PSF
<br />41.6 PSF
<br />41.6 PSF
<br />-57.8 PSF
<br />-57.8 PSF
<br />-31.8 PSF
<br />-32.9 PSF
<br />-36.5 PSF
<br />-51.1 PSF
<br />-54.7 PSF
<br />+16.0 PSF
<br />+28.6 PSF
<br />+28.6 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+26.3 PSF
<br />+26.3 PSF
<br />+56.2 PSF
<br />+56.2 PSF
<br />500 SF
<br />-35.1 PSF
<br />41.6 PSF
<br />41.6 PSF
<br />41.6 PSF
<br />41.6 PSF
<br />-31.8 PSF
<br />-29.2 PSF
<br />-29.2 PSF
<br />43.9 PSF
<br />43.9 PSF
<br />NOTES:
<br />1. (+) AND (-) SIGNES INDICATE PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACE, RESPECTIVELY.
<br />2. PRESSURES APPLY V-10" FROM PROMINENT BUILDING CORNER IN EACH DIRECTION.
<br />a.Provide concrete masonry conforming to the following standards:
<br />ACI 530-11/ASCE 5-11/TMS 402-11, Building Code Requirements for Concrete Masonry Structures
<br />ACI 530.1-11/ASCE 6-11/TMS 602-11, Specifications for Concrete Masonry Structures
<br />b. Load bearing masonry walls are designed in accordance with Chapters 1 and 2 of ACI 530.
<br />c. Brick veneer is designed in accordance with Chapter 6 of ACI 530.
<br />d.Provide light -weight, hollow, load bearing concrete masonry units conforming to ASTM C 90 with a
<br />compressive strength of masonry (f'm) of 1500 PSI and a net strength of 2000 PSI on the net
<br />cross -sectional area of CMU determined in accordance with ASTM C 140.
<br />e.Provide mortar conforming to ASTM C 270, Type M or S. Standard mortar bed joint thickness is 3/8" and
<br />must not exceed 5/8".
<br />f. Unless noted otherwise, provide grout for reinforced masonry conforming to ASTM C 476 with minimum
<br />compressive strength of 2500 PSI. Pea gravel concrete with a minimum compressive strength of 3000
<br />PSI may be substituted for grout only with approval of the Structural Engineer of Record.
<br />g.Unless noted otherwise, lay masonry units in running bond.
<br />h.Provide ladder type horizontal joint reinforcing conforming to ASTM A 82. Unless noted
<br />otherwise, place 9 gage or heavier, zinc coated ladder type horizontal joint reinforcing at 16" on
<br />center. Lap horizontal joint reinforcing minimum 12". Use prefabricated 'L's and 'Ts at corners and
<br />intersections.
<br />i. For grouted walls, the maximum height of grout lifts must not exceed T-0". The maximum ungrouted
<br />height of 8" or thicker CMU walls prior to grouting must not exceed 12'-0". Refer to Table 7 of
<br />ACI 530.1 for the maximum ungrouted height of CMU walls thinner than 8". Consolidate and
<br />reconsolidate grout in accordance with paragraph 3.5.E of ACI 530.1. Walls higher than T-0" must have
<br />inspection holes at the base of the wall.
<br />j. Lap vertical masonry wall reinforcing as follows:
<br />#4 Bars 25"
<br />#5 Bars 31"
<br />k. Provide vertical control joints in all masonry walls not retaining earth. Unless noted otherwise on the
<br />architectural drawings, place vertical control joints at three times the wall height, but not closer
<br />than 25'-0" on center or farther than 50'-0" on center.
<br />I. Unless noted otherwise, provide minimum (1) #5 vertical bar, grouted full height, at each side of
<br />openings and at all corners and ends of walls, including both sides at ends of wall panels at vertical
<br />control joints.
<br />m. Unless noted otherwise, anchor sides and tops of masonry wall panels to the structure by dovetail
<br />anchors, metal straps, or equivalent.
<br />n.Place ties for brick veneers at not more than 16" vertically or 24" horizontally.
<br />4. REINFORCED CONCRETE
<br />a.Provide reinforced concrete conforming to the following standards:
<br />ACI 301-11, Specifications for Structural Concrete for Buildings
<br />ACI 318-10, Building Code Requirements for Reinforced Concrete
<br />ACI 302.1R-04, Guide for Concrete Floor and Slab Construction
<br />ACI 360R-10, Design of Slabs -on -Ground
<br />b.Unless noted otherwise, provide normal weight concrete with 3000 PSI compressive strength at 28 days.
<br />c. Provide 4% to 6% entrained air by volume in concrete permanently exposed to weather.
<br />d.Provide concrete with a maximum water-to-cementitious materials ratio of 0.50.
<br />e.Fully document and submit for review the proposed materials and mix design for all concrete. The
<br />Contractor is responsible for obtaining the required design strength. All concrete test data must be
<br />available at the job site.
<br />f. The use of calcium chloride, chloride ions, or other salts is not permitted.
<br />g.Place concrete at a slump of 5" f 1".
<br />h. Unless noted otherwise, provide construction or contraction joints in slabs -on -grade such that the
<br />maximum area between joints does not exceed 225 square feet with the length not exceeding twice the
<br />width.
<br />i. Chamfer or round all exposed corners a minimum of 3/4".
<br />j. Detail concrete reinforcement according to ACI SP-66 detailing manual. Submit shop drawings for
<br />approval, showing all fabrication dimensions and locations for placing concrete reinforcing and
<br />accessories. Do not begin fabrication until shop drawings are completed and reviewed by the Structural
<br />Engineer of Record. Unless specifically approved otherwise, detail all concrete walls and beams in
<br />elevation.
<br />k. Unless noted otherwise, provide reinforcing steel conforming to ASTM A 615, Grade 60.
<br />I. Provide welded wire fabric (mesh) in flat sheets (rolls not permitted) conforming to ASTM A 185 and
<br />ASTM A 82. Lap welded wire fabric a minimum of 6" at each splice. Place welded wire fabric 1" below
<br />the top of slabs -on -grade.
<br />m. Fiber reinforcing may be substituted for welded wire fabric in slabs -on -grade with the approval of the
<br />Structural Engineer of Record. Provide fiber reinforcing conforming to ASTM C 1116, Type III. Use only
<br />100% virgin polypropylene fibrillated fibers with a minimum of 1.5 pounds per cubic yard of concrete
<br />unless otherwise directed by the fiber reinforcing manufacturer.
<br />n. Unless noted otherwise, #4 @ 12" o/c in 8" thick slabs on grade. Place rebar 2" below the top of the
<br />slab.
<br />o.Tie all reinforcing steel and embedded items securely in place prior to placing concrete. Provide
<br />sufficient supports to maintain the position of the reinforcement within specified tolerances during all
<br />construction activities. "Sticking" dowels, anchor rods, or other embedded items into wet concrete is not
<br />permitted.
<br />p.Provide corner bars at all corners and intersections of all footings, beams, and walls.
<br />q.Provide basic class "B" tension laps in all reinforcing bars indicated as continuous.
<br />r. The placement of all reinforcing steel must be reviewed by a professional engineer registered in the state
<br />of Florida or by a representative responsible to him (Ref: ACI 318, 1.3.1).
<br />s. Unless noted otherwise, provide the following concrete cover on all reinforcing steel:
<br />Concrete against earth (not formed): 3"
<br />t. Do not place pipes or ducts with a maximum dimension exceeding one-third the slab or wall thickness
<br />within the slab or wall unless specifically shown and detailed on the structural drawings.
<br />u.Do not weld or tack weld reinforcing steel unless approved or directed by the Structural Engineer of
<br />Record. Provide reinforcing steel conforming to ASTM A 706, Grade 60 where welding is approved or
<br />directed.
<br />5. STEEL DECKING
<br />e.Provide steel deck of the type and gage indicated on the design documents.
<br />f. Unless noted otherwise, provide steel decking primed and painted or with a G60 galvanized coating.
<br />gAnstall steel decking in accordance with the manufacturer's recommendation. Do not install steel decking
<br />until supporting joists are braced, bridged, and permanently fastened.
<br />h.Install decking such that it is continuous over a minimum of three spans.
<br />L Unless noted otherwise, fasten steel roof deck to supporting structure according to the following options:
<br />(Roof exterior zones are areas of the roof within X'-X" of the roof perimeter. All other zones are
<br />interior zones.)
<br />1. Fasten to supports with #12 TEK screws in a 36/7 pattern at exterior zones and in a 36/3 pattern at interior
<br />zones. Fasten side laps with #10 TEK screws at 6 inches on center at roof perimeter, (3) #10 TEK screws
<br />per span at exterior zones, and (3) #10 TEK screws per span at interior zones.
<br />2. Fasten to supports with 5/8" puddle welds in a 36/7 pattern at exterior zones and in a 36/3 pattern at
<br />interior zones. Fasten side laps with #10 TEK screws or 5/8" puddle welds at 6 inches on center at roof
<br />perimeter, (3) #10 TEK screws or (3) 5/8" puddle welds per span at exterior zones, and (3) #10 TEK screws
<br />or (3) 5/8" puddle welds per span at interior zones.
<br />6. COLD FORMED METAL FRAMING
<br />a.Provide cold -formed metal framing conforming with the following standards:
<br />NAS-01, AISI North American Specification for the Design of Cold -Formed Steel Structural Members
<br />b.Provide studs, runner track, and associated accessories of the type and thickness indicated on the
<br />drawings or as recommended by the manufacturer for the indicated application.
<br />c. Provide studs, joists, runner track, and accessories manufactured of hot dip galvanized ASTM A 1003
<br />steel with the following yield strength:
<br />33,000 PSI 33-mil (20 gage) and 43-mil (18 gage) members
<br />50,000 PSI 54-mil (16 gage), 68-mil (14 gage), and 97-mil (12 gage) members
<br />d.Provide minimum S-12 screws (cadmium or zinc coated).
<br />e.Install all cold -formed metal framing in accordance with the manufacturer's recommendations.
<br />f. Provide reinforcement for any member cut for the installation of plumbing or wiring such that the
<br />member is of equal strength to the member prior to cutting.
<br />g.Provide lateral bridging in load bearing walls consisting of 1 1/2" cold -rolled channels at 4'-0" on center
<br />vertically. Insert channels through stud web holes and screw or weld to each stud using 1
<br />1/2" x 1" x 54-mil (16 gage) clip angles. Provide clip angles 1/4" less than the stud width.
<br />h.Provide joist bridging at 8'-0" on center maximum. Install joist bridging in accordance with the
<br />manufacturer's recommendations.
<br />L Provide unpunched material for all joists and headers.
<br />j. Provide solid blocking behind all horizontal panel joints of exterior wall sheathing and interior shear wall
<br />sheathing.
<br />k. Design of exterior walls subject to wind pressures is based on lateral bracing of stud flanges provided by
<br />sheathing. If sheathing is not applied to both faces of the wall, provide bracing in accordance with SSMA
<br />Technical Note No. 2, published March 2005.
<br />7. OTHER COMPONENTS
<br />a. Provide shop drawings for construction of all applicable specialty items including but not limited to
<br />concrete pilings, curtain wall glazing systems, light gage steel framing, ornamental guardrails, guards,
<br />handrails, pre-engineered wood trusses, skylights, and signage. Shop drawings must indicate the
<br />required materials, sizes, and locations for all posts and pickets including anchorage at the base of the
<br />posts. Shop drawings must be sealed by a professional engineer registered in the state of Florida.
<br />b. Provide curtain wall glazing system shop drawings that clearly indicate the attachment to the structure
<br />on all sides of the exterior glazing system required to adequately resist the applicable wind design
<br />pressures.
<br />c. The glazing Contractor must provide engineering calculations to document compliance with 2012
<br />International Building Code, Sections 2403.2 through 2303.4 for butt joined glazing.
<br />d.The design of special connections between steel framing components (including but not limited to braced
<br />end connections, moment -resisting connections, modified beam seat connections, and member splice
<br />connections) not designed by the Structural Engineer of Record must be performed by a professional
<br />engineer registered in the state of Florida.
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<br />8. DESIGN LOADS
<br />a. Live Loads:
<br />7�36
<br />Roof 20
<br />PSF
<br />b.Dead Loads:
<br />Roof 5
<br />PSF
<br />c. Wind Design Data:
<br />Q
<br />6. Ultimate Wind Speed (3 second gust):
<br />146 MPH
<br />Q
<br />7. Wind Risk Category:
<br />Category III
<br />8. Wind Exposure:
<br />Exposure B
<br />Q
<br />9. Internal pressure Coefficient:
<br />f 0.18
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<br />10.Components and Cladding Pressures:
<br />See Table
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<br />CONTRACT DATE:
<br />BUILDING TYPE: N/A
<br />PLAN VERSION: N/A
<br />SITE NUMBER:
<br />STORE NUMBER: N/A
<br />Zephyr Plaza
<br />GALL BLVD
<br />ZEPHYRHILLS, FLORIDA
<br />Facade
<br />STRUCTURAL
<br />PLAN
<br />11 - I M
<br />I L
<br />t4 t iry Simi
<br />PLOT DATE:
<br />
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