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SP1 AT EACH STUD
<br />FLOOR FRAMING BELOW
<br />EXISTING DOUBLE TOP PLATE.
<br />REPLACE EXISTING
<br />CONNECTIONS TO ROOF
<br />RAFTERS IN KIND OR PROVIDE
<br />(2) H2.5A CONNECTOR AT
<br />EACH RAFTER
<br />SP2 AT EACH STUD
<br />CONT. BLOCKING AT
<br />MIDSPAN W/ (2) 10d TOE
<br />NAILS AT EACH END.
<br />EXISTING SINGLE SOLE
<br />PLATE. WHERE PROVIDING
<br />NEW SOLE PLATE, ATTACH
<br />TO FRAMING BELOW WITH
<br />DIA. LAG SCREWS AT 8" O.C.
<br />1. PLYWOOD SHEATHING, IS NOT SHOWN FOR CLARITY.
<br />2. SEE WOOD FASTENING SCHEDULE FOR MINIMUM
<br />NAILING REQUIREMENTS.
<br />STUD INFILL DETAIL OF
<br />EXISTING OPENING
<br />SP4 AT EACH KING STUD
<br />WRAPPED OVER TOP
<br />PLATE.
<br />KING STUD(S).
<br />MSTA12 AT EACH END
<br />(1) JACK STUD AT OPENINGS
<br />T-0" WIDE OR LESS. (2) JACK
<br />STUDS AT OPENINGS
<br />GREATER THAN T-0" WIDE.
<br />H6 SIMPSON STRAP TO
<br />FRAMING BELOW AT
<br />KING & JACK
<br />FLOOR FRAMING BELOW
<br />SCALE: NTS
<br />DOUBLE TOP PLATE.
<br />SEE PLAN NOTES.
<br />SP2 U.N.O. ON PLAN.
<br />CRIPPLE STUDS TO MATCH
<br />WALL STUD SIZE, SPACING
<br />AND ATTACHMENT TO TOP
<br />PLATE.
<br />HEADER BEAM. SEE PLAN
<br />AND PLAN NOTES. (PLANK
<br />INDICATES ROTATED 90 DEG.)
<br />MSTA12 AT EACH STUD,
<br />U.N.O. ON PLAN.
<br />1. PLYWOOD 5HE:ATHING, IF APPLICABLE, 15 NOT 5HQVVN
<br />FOR CLARITY.
<br />2. A MINIMUM OF (1)JACK AND (2) KING STUDS ARE REQUIRED
<br />AT ALL OPENINGS, UNLESS NOTED OTHERWISE ON PLAN.
<br />3. WHERE MULTIPLE JAMB STUDS ARE SPECIFIED EACH JAMB
<br />STUD IS TO BE STRAPPED WITH MSTA 12.
<br />4. NAIL JACK & KING STUDS TOGETHER WITH 10 NAILS AT 8"
<br />O.C. STAGGERED EACH SIDE.
<br />5. AT WINDOW OPENINGS, PROVIDE 2x SILL PLATE WITH 3-16d
<br />TOE NAILS TO EACH JACK.
<br />TYPICAL STUD WALL
<br />OPENING DETAIL
<br />SCALE: NTS
<br />STRUCTURAL NOTES
<br />These drawings are to be used in combination with job specifications and architectural, mechanical, electrical, plumbing, and site drawings. Consult these drawings for
<br />sleeves, depressions, and other details not shown on structural drawings.
<br />Do not scale these drawings for dimensions not given. Advise project architect of any conflicts between these drawings and the architectural drawings. Verify all field
<br />conditions and confirm column locations in respect to building wall alignment prior to the start of work. All dimensions and conditions must be verified in the field. Any
<br />discrepancies shall be brought to the attention of the engineer before proceeding with the affected part of the work.
<br />It is the contractor's responsibility to determine erection procedures and sequence to ensure safety of the building and its components during erection. This includes the
<br />addition of necessary shoring, sheeting, temporary bracing, guys or tiedowns.
<br />The Contractor shall perform no portion of the work at any time without Contract Documents or, where required, approved shop drawings, product data or supplemental
<br />details for such portion of the work.
<br />The plans show the location of all fixtures & equipment & are intended to convey the general intent of the work in scope & layout. They are not intended to show in
<br />minute detail all of the accessories intended for the purpose of execution of the work, but it is understood that such details are part of this work.
<br />EXISTING STRUCTURE:
<br />Information shown for the existing structure was taken by field inspection and observation by contractor.
<br />Work shown on these plans assumes that the original construction was performed in accordance with the standard building code and accepted industry practices at time
<br />of construction. It shall be the responsibility of the contractor to verify the conditions relating to the existing structure and to notify the engineer immediately of any
<br />discrepancies or conflicts.
<br />DESIGN LOADS:
<br />The structural system for this building has been designed in accordance with the Florida Building Code, 7th edition (FBC 2020). The following loads have been utilized:
<br />Roof:
<br />Live Load - 20 Psf.
<br />Dead Load - 25 Psf.
<br />Handrails and Guards (Loads below need not be applied concurrently):
<br />Live Load (Uniform) - 50 Plf.
<br />Live Load (Concentrated) - 200 Lbs. (Any Direction/Any Location)
<br />Roof Live reductions shall be based on area as outlined in the Florida Building Code. Roof drainage shall conform to the requirements of the Florida Plumbing Code
<br />Section 11.
<br />Wind load based on using the ASCE 7-16 "Minimum Design Loads and Associated Criteria for Buildings and Other Structures" methods of calculation for wind pressures
<br />and the following factors:
<br />Ultimate Wind Speed - 137 Mph
<br />Allowable Wind Speed - 107 Mph
<br />Exposure C
<br />Enclosed Structure
<br />Risk Factor II
<br />This building is NOT IN A WIND BORNE DEBRIS REGION as defined by Florida Building Code.
<br />SHOP DRAWING REVIEW:
<br />Shop drawings will be reviewed for general compliance with the design intent of the contract documents only. It shall be the responsibility of the contractor to verify
<br />compliance with the contract documents as to quantity, length, elevations, dimensions, etc.
<br />All shop drawings shall be reviewed by the contractor prior to submittal to the architect/engineer. Drawings submitted without review notation will be returned
<br />unchecked.
<br />Shop drawings or submittals are required to be (1) electronic copy (combined PDF format) and shall be submitted along with a transmittal. Contractor shall allow for (10)
<br />ten business days for shop drawing and submittal review.
<br />One set of prints will be retained by the engineer and one by the architect, the contractor shall receive the remaining prints for submittal to the building department and
<br />as required for distribution.
<br />In all instances the contract documents will govern over the shop drawings unless otherwise specified in a request for information (RFI) or similar documentation by the
<br />engineer.
<br />Shop drawings should be submitted for all components of the structural framing system, as required by the architect, and as noted elsewhere in these notes, including,
<br />but not limited to:
<br />Any Alternate Material/Product Substitutions
<br />CHEMICAL ANCHORS:
<br />Shall be an equal two-part epoxy polymer injection system, such as Simpson Set-XP "Structural Anchoring Adhesive", HILTI HIT-HY 200 MAX or engineer approved
<br />substitution, installed in accordance with manufacturer's instructions. Installers shall be trained by the manufacturer's representative. Brush and blow out all holes. The
<br />threaded rods to be used in combination with Epoxy system shall be fabricated from steel meeting or exceeding the properties of ASTM A36.
<br />MACHINE AND LAG BOLTS:
<br />Shall be A307 hot dipped galvanized with galvanized washers.
<br />WOOD:
<br />Structural wood components (beams, joists, rafters, etc.) Shall have the following minimum allowable fiber stresses for No.2 Southern Pine conforming to NDS, with 2018
<br />supplement, as follows:
<br />Shear Fv = 175 Psi.
<br />Bending 2x4 Fb = 1,100 Psi.
<br />Bending 2x6 Fb = 1,000 Psi.
<br />Bending 2x8 Fb = 925 Psi.
<br />Bending 2x10 Fb = 800 Psi.
<br />Bending 2x12 Fb = 750 Psi.
<br />Wood in contact with concrete or masonry, and at other locations as shown on structural drawings, shall be protected or pressure treated in accordance with AITC 109.
<br />Member sizes shown are nominal unless noted otherwise.
<br />All nails shown on plans assume common wire nails unless specifically noted on drawings.
<br />Plywood roof, floor, and wall sheathing are designed as diaphragms and shall comply with applicable provisions of Chapter 23 of The Florida Building Code and shall be
<br />fastened in accordance with structural drawings, plan notes and applicable details. Plywood shall be installed with the strength axis of each panel perpendicular to the
<br />supports in all cases. Plywood roof panels shall be installed as shown in cases 1 through 4 in FBC Table 2306.2(1).
<br />Minimum fastening requirements for built up wood framing, blocking, member connections and plywood sheathing shall not be less than that set forth in FBC Table
<br />2304.10.1. Attachment of plywood sheathing to resist wind pressures shall also not be less than what is shown in FBC Table 2304.6.1.
<br />MANUFACTURED WOOD STRUCTURAL COMPONENTS:
<br />Members designated'LVL' (e.g.,1_3/4 x 14 LVL) shall be laminated veneer lumber as manufactured by Trus Joist Corporation (MicroLam), alpine engineered products (ASI
<br />Timbermax LVL), or engineer approved substitution. Fb = 2600 psi, E=1,900,000 psi, Fv = 285 psi.
<br />Members designated 'PSL' (e.g., 3Y"x11'/." PSL) shall be Parallam parallel strand lumber as manufactured by Trus Joist Corporation (MicroLam), or engineer approved
<br />substitution. Fb = 2900 psi, E = 2,000,000 psi, Fv = 290 psi.
<br />Members designated 'APB' (e.g., 3%:"x11%" APB) shall be Anthony Power Beam LSL as manufactured by Anthony Forest Products Comapany, or engineer approved
<br />substitution. Fb = 3000 psi, E = 2,100,000 psi, Fv = 290 psi.
<br />WOOD FRAMING CONNECTORS:
<br />All connectors shall be galvanized. Connector model numbers shown are strong -tie connectors as manufactured by Simpson Strong -Tie Co. Substitutions are acceptable
<br />with the approval of the structural engineer. Unless shown otherwise, install size and maximum number of fasteners shown in latest Simpson catalog.
<br />WIND ZONES SCHEDULE
<br />M1M_
<br />C&C ROOF WIND PRESSURES
<br />ZONE
<br />TRIBUTARY
<br />AREA (SF)
<br />POSITIVE
<br />PRESSURE (PSF)
<br />NEGATIVE
<br />PRESSURE (PSF)
<br />x 5 20
<br />30.5
<br />75.6
<br />1
<br />20 < x 5 50
<br />23.6
<br />75.6
<br />50 < x 5 100
<br />21.8
<br />46.1
<br />x > 100
<br />18.4
<br />23.6
<br />x 5 20
<br />30.5
<br />75.6
<br />2e
<br />20 < x 5 50
<br />23.6
<br />75.6
<br />50 < x 5 100
<br />21.8
<br />46.1
<br />x > 100
<br />18.4
<br />23.6
<br />x 5 20
<br />30.5
<br />110.2
<br />2n
<br />20 < x 5 50
<br />23.6
<br />94.6
<br />50 < x 5 100
<br />21.8
<br />75.6
<br />x > 100
<br />18.4
<br />60.0
<br />x 5 20
<br />30.5
<br />110.2
<br />2r
<br />20 < x 5 50
<br />23.6
<br />94.6
<br />50 < x 5 100
<br />21.8
<br />75.6
<br />x > 100
<br />18.4
<br />60.0
<br />x 5 20
<br />30.5
<br />110.2
<br />3e
<br />20 < x 5 50
<br />23.6
<br />94.6
<br />50 < x <_ 100
<br />21.8
<br />75.6
<br />x > 100
<br />18.4
<br />60.0
<br />x 5 10
<br />30.5
<br />131.1
<br />3r
<br />10<x520
<br />23.6
<br />112.0
<br />20 < x 5 50
<br />21.8
<br />87.7
<br />50 < x <_ 100
<br />18.4
<br />68.6
<br />C&C WALL WIND PRESSURES
<br />ZONE
<br />TRIBUTARY
<br />AREA (SF)
<br />POSITIVE
<br />PRESSURE (PSF)
<br />NEGATIVE
<br />PRESSURE (PSF)
<br />x 5 20
<br />40.9
<br />44.4
<br />20 < x 5 50
<br />39.2
<br />42.6
<br />4
<br />50 < x 5 100
<br />37.4
<br />40.9
<br />x > 100
<br />35.7
<br />39.2
<br />x 5 20
<br />40.9
<br />54.8
<br />5
<br />20<x550
<br />39.2
<br />51.3
<br />50 < x 5 100
<br />37.4
<br />46.1
<br />x > 100
<br />35.7
<br />42.6
<br />NOTES:
<br />1. DESIGN CRITERIA:
<br />WIND SPEED 137 MPH
<br />EXPOSURE CATEGORY C
<br />RISK CATEGORY II
<br />ENCLOSURE CLASSIFICATION ENCLOSED
<br />INTERNAL PRESSURE COEFF. t0.18
<br />ROOF SLOPE 200 < x 5 270
<br />2. ABOVE WIND LOADS ARE ULTIMATE BASED ON ASCE 7-16. WIND LOADS CAN BE
<br />CONVERTED TO ASD BY MULTIPLYING BY 0.6.
<br />3. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARDS A PROJECTED
<br />SURFACE.
<br />4. NEGATIVE PRESSURES INDICATE PRESSURES ACTING AWAY FROM A PROJECTED
<br />SURFACE.
<br />5. BUILDING IS NOT IN A WIND-BORNE DEBRIS REGION.
<br />FASTENING SCHEDULE PER FBC TABLE 2304.10.1
<br />CONNECTION
<br />FASTENING
<br />LOCATION
<br />TOP PLATE TO STUD
<br />2- 16d COMMON
<br />END NAIL
<br />STUD TO SOLE PLATE
<br />4- 8d COMMON
<br />2- 16d COMMON
<br />TOE NAIL
<br />END NAIL
<br />DOUBLE STUDS
<br />16d AT 24" OC
<br />FACE NAIL
<br />DOUBLE TOP PLATES
<br />DOUBLE TOP PLATES
<br />16d AT 16" OC
<br />8- 16d COMMON
<br />TYPICAL FACE NAIL
<br />LAP SPLICE
<br />BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE
<br />3- 8d COMMON
<br />TOE NAIL
<br />TOP PLATES, LAPS AND INTERSECTIONS
<br />2- 16d COMMON
<br />FACE NAIL
<br />CONTINUOUS HEADER, TWO PIECES
<br />16d COMMON
<br />16" OC ALONG EACH EDGE STAGG
<br />CEILING JOISTS TO PLATE
<br />3- 8d COMMON
<br />TOE NAIL
<br />CONTINUOUS HEADER TO STUD
<br />4- 8d COMMON
<br />TOE NAIL
<br />BUILT-UP CORNER STUDS
<br />16d COMMON
<br />24" OC
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<br />I CERTIFY TO THE BEST OF MY
<br />KNOWLEDGE THAT THE DRAWINGS AND
<br />SPECIFICATIONS COMPLY WITH THE
<br />MINIMUM APPLICABLE BUILDING CODES
<br />Drawn by:
<br />NM
<br />Checked by:
<br />NM
<br />Issue Date:
<br />03-15-2021
<br />Project Number:
<br />21-004
<br />Revisions:
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<br />NICOLAS MENDIETA
<br />FL P.E. # 86662
<br />STRUCTURAL NOTES
<br />& WIND PRESSURES
<br />S001
<br />
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