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STRUCTURAL GENERAL NOTES - FBC 2014
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<br />1. GENERAL
<br />a.Provide construction conforming to the 2014 Florida Building Code. Reference to other standards,
<br />specifications, or codes means the latest standard or code published and adopted.
<br />b.Materiai tests and inspections are required per Chapter 17 of the 201.7 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 2014 Florida Building
<br />Code at the time the building is approved fear 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.
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<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
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<br />errors and omissions associated with the preparation of shop drawings as they pertain to me ,
<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.
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<br />.: , r-c` documents or referencing the contract
<br />i. Do not make shop drawings using. reproductions or thy, contract a � do_ g
<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 />capacity of each structural element cannot be verified prior to the commencement of work. As a result,
<br />it is imperative to report any discrepancies between the contract documents and actual field conditions,
<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 />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 :1.40,
<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 2.500 PSI. Pea gravel concrete with a rninimurn compressive strength of 3000
<br />PSI may be substituted for grout only with approval of the Structural Engineer of Record,
<br />g.Uniess noted otherwise, lay masonry units in running bond.
<br />h. Provide ladder type horizontal joint reinforcing conforming to ASTM A 82. Unless noted otherwise, place
<br />9 gage or heavier, zinc coated ladder type horizontal joint reinforcing at 16" on center. Lap horizontal
<br />joint reinforcing minimum 12". Use prefabricated 'L 's and 'T's at corners and intersections.
<br />i, For grouted walls, the maximum height of grout lifts must not exceed 5'-0". The maximurn ungrouted
<br />height of 8" or thicker CMU walls prior to grouting must not exceed 12'-0". Refer to Table 7 of ACI 530,1
<br />for the maximum ungrouted height of CMU walls thinner than 8". Consolidate and reconsolidate grout in
<br />accordance with paragraph 3.5.E of ACI 530.1. Walls higher than 5'-0" must have inspection holes at
<br />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 weans not retaining earth. Unless noted otherwise on the
<br />architectural drawings, place vertical control joints at three times the wall height, but not closer than
<br />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 Cade 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 411% 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 rnix 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" ± 1",
<br />h. Unless noted otherwise, provide construction or contraction joints in slabs -on -grade such that the
<br />maximum area between joints does :lot exceed 225 square feet with the length not exceeding twice the
<br />width.
<br />i, Chamfer or round all exposed carriers a rninirnurn of 3/4".
<br />j. Detail concrete reinforcement accor=ding 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 6.15, 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 I" below
<br />the tap 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 />1.0011/c, 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, 44 n 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):
<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, STRUCTURAL STEEL
<br />a.Provide structural steel conforming to the following standards:
<br />AISC Manual of Steel Construction, 14th Edition
<br />AISC 360-10, Specification for Structural Steel Buildings
<br />AISC 303-10, Code of Standard Practice for Structural Steel Buildings and Bridges
<br />AISC 326-09, Detailing for Steel Construction, 2nd Edition
<br />b. Unless noted otherwise, provide steel shapes made of material conforming to the following standards:
<br />Wide flange and WT shapes: ASTM A 992
<br />Angles, plates, and channels: ASTM A 36
<br />Hollow Structural Sections (HSS): ASTM A 500, Grade B
<br />c. Unless noted otherwise, provide anchor rods conforming to ASTM F 1554, Grade 36.
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<br />d.Unless noted otherwise, make all connections with 3; 4 „ diameter AST"M A ..2.� bolts. Assemble and
<br />inspect bolted connections in accordance with AISC "Specification for Joints Using .ASTM A 325 or ASTM A
<br />490 Bolts", 2009,
<br />e.Make all welded connections in accordance with AWS D1.1-04 "Structural Welding Code", using type
<br />E70XX electrodes. Use only certified welders. Proof of certification must be maintained at the job site.
<br />f. Unless specifically detailed on the contract documents, provide the following beam connections:
<br />1. Where beam reactions are shown, provide connections to develop the reaction shown.
<br />2. Where beam reactions are not shown, provide connections to develop one-half the total uniform load
<br />capacity shown in the Maximum Total Uniform Load Tables, in Part 3 of the AISC Manual.
<br />3, Where reactions are subject to eccentricity, the eccentricity must be accounted for',
<br />g.Submit shop drawings prepared in accordance with AISC 326-09. Provide complete welding information
<br />using AWS symbols. Use prequalified welded joints per AISC and AWS D1.1 "Structural Welding
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<br />rill drawings are completed and reviewed b the Structural
<br />Code." Do not begin fabrication .� shop g p y
<br />Engineer of Record.
<br />h.Do not use gas cutting torches to correct fabrication errors in structural steel framing.
<br />i. Provide temporary bracing for structural steel framing until all permanent bracing, moment connections,
<br />and floor/roof decks (diaphragms) are completely installed.
<br />j. Paint structural steel in accordance with the project specifications. Do not paint steel surfaces to be
<br />encased in concrete, surfaces to receive fireproofing, connections designated as friction type, surfaces to
<br />be welded, or surfaces receiving welded studs or DBA's in the field.
<br />k. Provide an allowance of 3% of structural/miscellaneous steel to be fabricated and placed during progress
<br />of work as may be directed by the Structural Engineer of Record in addition to all steel indicated on the
<br />contract documents. Credit any unused quantity at the end of the project.
<br />6. OPEN WEB STEEL JOISTS, JOIST GIRDERS, AND STEEL DECKING
<br />a. Provide steel joists and joist girders conforming with the fallowing standards:
<br />SJI JG-1.1-10, Standard Specification for Joist Girders
<br />SJI K-1.1-10, Standard Specification for Open Web Steel Joists, K-Series
<br />SJI LH/DLH-1.1-10, Standard Specification for Longspan Steel Joists, LH Series and Deep Longspan
<br />Steel Joists, DLH Series
<br />b. Provide fabrication and erection of steel decking conforming to the following standards:
<br />SDI Design Manual for Composite Decks, Form Decks, and Roof Decks
<br />c. Provide bridging in accordance with SJI recommendations. Add 'X' bridging to the second panel at each
<br />end of each run of horizontal bridging, and every sixth panel in between. Provide one continuous run of
<br />'X' bridging near mid -span where four or more roves of bridging are required,
<br />d.Unless noted otherwise, design steel joists for a minimum net uplift of 15 PSF over the entire roof area.
<br />Install bridging immediately after erection and permanent fastening of joists. Install bridging before
<br />construction loads are applied to joists. Permanently attach lines of bridging to walls or beams where
<br />bridging terminates. Weld bridging to joists.
<br />e.Coordinate joist spacing with mechanical requirements. The average space between any three joists
<br />must not exceed the spacing shown on the drawings, and the spacing between any two roof joists must
<br />not exceed X'-X".
<br />OR
<br />Support for the mechanical roof top units has been designed specifically for the unit listed on the
<br />structural drawings or specified on the mechanical drawings. If any substitutions occur, notify the
<br />Structural Engineer of Record immediately so that the structural support may be revised if necessary.
<br />f. Provide double joists under masonry walls parallel to the joist framing for rnasonry vvalls supported on
<br />steel framed floors.
<br />g.Unless noted otherwise, provide double joists Linder all mechanical equipment supported by the roof.
<br />h.Provide steel deck of the type and gage indicated on the design documents.
<br />i. Unless noted otherwise, provide steel decking primed and painted or with a G60 galvanized coating,
<br />j. Install steel decking in accordance with the manufacturers recommendation. Do not install steel decking
<br />until supporting joists are braced, bridged, and permanently fastened,
<br />k. Install decking such that it is continuous over a minimum of three spans.
<br />I. 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 melds in a 36/7 pattern at exterior zones and in a 36/3 pattern at
<br />interior zones. Fasten side laps with rx10 TEK screens 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 />7, COLD FORMED METAL FRAMING
<br />a.Provide cold -farmed 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 clip 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 0_6 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 recormendations,
<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. 1/2" x I." x
<br />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 />i. 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 />8. 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.
<br />9. FOUNDATIONS
<br />a.The Owner must commission a geotechnical exploration of the site by a properly insured professional
<br />engineer registered in the state of Florida and forward the Geotechnical Engineer's report to the
<br />Structural Engineer of Record. The Geotechnical Engineer's report must conform to section 1802.6 of the
<br />2014 Florida Building Code. The design of foundations is based on the following assumed soil criteria:
<br />Allowable Soil Bearing Pressure: 2000 PSF
<br />Equivalent Lateral Fluid Pressure - Active Case: 40 PSF/FT
<br />Equivalent Lateral Fluid Pressure - At -Rest Case: 60 PSF/FT
<br />Equivalent Lateral Fluid Pressure - Passive Case: 300 PSF/FT
<br />Coefficient of Sliding Friction: 0.35
<br />Soil Density: 110 PCF
<br />Redesign of foundations my be required if the recommendations in the Geotechnical Report are different
<br />than the values listed above. The following conditions could also result in redesign of foundations:
<br />presence of expansive soils, high water table, potential for large settlements, or any other
<br />recommendations stated in the Geotechnical Engineer's report.
<br />b. The Geotechnical Engineer must verify the condition and/or adequacy of all subgrades, fills, and backfills
<br />prior to the placement of foundations, footings, slabs, walls, etc.
<br />c. If any interference appears between existing foundations and the specified design, notify the Architect so
<br />that the foundations may be redesigned as required.
<br />d.Coordi€nate top of footing elevations with the requirements of other trades (plumbing, electrical, etc.).
<br />e. Place all column footings and wall footings monolithically with adjacent footings at the same elevation.
<br />f. All footings must bear on original undisturbed soil where possible.
<br />g.Remove all organic soils and replace with clean structural fill at the direction of the Geotechnical
<br />Engineer. Place fill soils in 6" maximum (loose) lifts at moisture contents as described in the
<br />geotechnical report. Compact all fill within 10'-0" of the building limit to 95% Standard Proctor. Field
<br />density tests must be made as described in the geotechnical report to verify adequate compaction and
<br />design bearing pressure.
<br />h. Sides of foundations must be formed unless conditions permit earth forming. Foundations placed against
<br />the earth require the following precautions: slope sides of excavations as approved by the Geotechnical
<br />Engineer and clean up sloughing before and during concrete placement.
<br />i. Where footing steps are necessary, slope no steeper than one vertical to two horizontal.
<br />j. Do not backfill against basement walls (walls supported at the top and bottom) until slabs, framing, and
<br />diaphragms are in place to provide support at top and bottom of wall. Concrete diaphragms must reach
<br />65% of their design 28 day compression strength prior to backfilling.
<br />k. Deposit backfill evenly against both sides of the wall until the louver finished grade is reached.
<br />I. Unless noted otherwise, place all slabs on grade on a 10 mil polyethylene vapor retarder and a crushed
<br />stone base over a properly compacted subgrade.
<br />10. DESIGN LOADS
<br />a. Live Loads:
<br />Roof 20 PSF
<br />b. Dead Loads:
<br />Roof 5 PSF
<br />c. Wind Design Data:
<br />6. Ultimate Wind Speed (3 second gust): 146 MPH
<br />7. Wind Risk Category: Category III
<br />S. Wind Exposure: Exposure B
<br />9. Internal pressure Coefficient: t 0.1.8
<br />10.Components and Cladding Pressures: See Table
<br />-------------
<br />COMPONEN COMPONENTS & CLADDING PRESSURE SCHEDULE (NOTE 1)
<br />EFFECTIVE
<br />ROOF
<br />ROOF OVERHANG
<br />WALL
<br />PARAPET
<br />WIND
<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 />i +3$.3 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+35.1 PSF
<br />+35.1 PSF
<br />+87.7 PSF
<br />+87.7 PSF
<br />10 SF
<br />-38.3 PSF
<br />-64.3 PSF
<br />-64.3 PSF
<br />-61.1 PSF
<br />-61.1 PSF
<br />-96.8 PSF
<br />-38.0 PSF
<br />-46.8 PSF
<br />-61.4 PSF
<br />-70.2 PSF
<br />+16.0 PSF
<br />+36.1 PSF
<br />+36.1 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+33.0 PSF
<br />+33.0 PSF
<br />+76.6 PSF
<br />+76.6 PSF
<br />25 SF
<br />-37.1 PSF
<br />-55.3 PSF
<br />-55.3 PSF
<br />-59.8 PSF
<br />-59.8 PSF
<br />-71.0 PSF
<br />-36.0 PSF
<br />-42.7 PSF
<br />-57.3 PSF
<br />-64.0 PSF
<br />+16.0 PSF
<br />+34.3 PSF
<br />+34.3 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+31.5 PSF
<br />+31.5 PSF
<br />+68.2 PSF
<br />+68.2 PSF
<br />50 SF
<br />-36.1 PSF
<br />-48.4 PSF
<br />-48.4 PSF
<br />-58.8 PSF
<br />-58.8 PSF
<br />-51.4 PSF
<br />-34.4 PSF
<br />-39.6 PSF
<br />-54.2 PSF
<br />-59.4 PSF
<br />+16.0 PSF
<br />_ +32.6 PSF
<br />+32.6 PSF
<br />+15.,, PSF
<br />+16,0 PSF
<br />+16.0 PSF
<br />+29.9 PSF
<br />+29.9 PSF
<br />+59.8 PSF
<br />+59.8 PSF
<br />100 SF
<br />-35.1 PSF
<br />-41.6 PSF
<br />-41.6 PSF
<br />-57.8 PSF
<br />-57.8 PSF
<br />-31.8 PSF
<br />-32.9 PSF
<br />-36.5 PSF
<br />-51.1 PSF
<br />-54.7 PSF
<br />+16.0 PSF
<br />+28.6 PSF
<br />+28.6 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+16.0 PSF
<br />+26.3 PSF
<br />+26.3 PSF
<br />+56.2 PSF
<br />+56.2 PSF
<br />500 SF
<br />€ -35.1 PSF
<br />i
<br />-41.6 PSF
<br />-41.6 PSF
<br />-41.6 PSF
<br />-41,6 PSF
<br />-31.8 PSF
<br />-292 PSF
<br />-29.2 PSF
<br />-43.9 PSF
<br />-43.9 PSF
<br />NOTES:
<br />1. (+j AND () SIGNES INDICATE PRESSURES ACTING TOWARD AND AWAY FROM
<br />THE BUILDING SURFACE, RESPECTIVELY.
<br />2. PRESSURES APPLY 8'-10" FROM PROMINENT BUILDING CORNER IN EACH DIRECTION.
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<br />No 76433
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<br />$T TE OF LU:
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<br />F111111
<br />2016-02-19
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<br />CONTRACT DATE: 01.05.2016
<br />BUILDING TYPE: N/A
<br />PLAN VERSION: DEC 2015
<br />SITE NUMBER: N/A
<br />STORE NUMBER: N;'A
<br />5935 GALL BLVD
<br />ZEPHYRHILLS, FL 33541
<br />REMODEL
<br />PHASE 1
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<br />1 iN
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<br />PLOT DATE:
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