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<br />5023 18th STREET
<br />ZEPHERHILLS FL
<br />PASCO COUNTY
<br />CLASSIFICATION BY OCCUPANCY ..................RESIDENTIAL
<br />CLASSIFICATION BY GROUP.........................R
<br />CONSTRUCTION TYPE................................V
<br />SPRINKLER CLASSIFICATION........................UNSPRINKLED
<br />FLOOD ZONE: X
<br />RISK CATEGORY II WIND ZONE 130 MPH (ASCE 7-16)
<br />To the best of my knowledge these plans are drawn to comply with owner's and/ or builder's
<br />specifications and any changes made on them after prints are made will be done at the
<br />owner's and / or builder's expense and responsibility. The contractor shall verify all
<br />dimensions and enclosed drawing. THE DESIGN PROFESSIONAL is not liable for errors
<br />once construction has begun. While every effort has been made in the preparation of this
<br />plan to avoid mistakes, the maker can not guarantee against human error. The contractor of
<br />the job must check all dimensions and other details prior to construction and be solely
<br />responsible thereafter. This document is an instrument of a contract and is further protected
<br />by copyright laws and intellectual property rights.
<br />AREA SQ. FEET
<br />1ST FLOOR CON DITI ON ED 1238
<br />1ST FLOOR UN -CONDITIONED
<br />FRONT PORCH 123
<br />GARAGE 460
<br />REAR PORCH 69
<br />TOTAL CONDITIONED 1238
<br />TOTAL UNDER ROOF 18910
<br />TOTAL WI DTH 35r
<br />TOTAL DEPTH 59r
<br />HEIGHT 18'6
<br />DRIVEWAY 418
<br />WALKWAYS 71
<br />CONC. PAD 9
<br />•I ■ 10 : u :
<br />Subsurface information shown on these drawings was obtained solely for use in
<br />establishing design controls for the project. The accuracy of this information is not
<br />guaranteed and it is not to be construed as part of the plans governing construction
<br />of the project. It is the BIDDERS AND OR CONTRACTORS responsibility to inquire
<br />of the [owner] if additional information is available, to make arrangements to review
<br />the same prior to bidding, to conduct whatever site investigation or testing may be
<br />required, and to make his own determinations as to all subsurface conditions.
<br />■144 8 10 11111
<br />Lahpl_ Title Description Cornmpnt
<br />D-1 -FOUNDATION PLAN
<br />Q-2 FIRST FLOOR PLAN
<br />l)-4 - SECTION VIEWS
<br />Q-5 ROOF FRAMING PLAN
<br />5-2 -FRAMING DETAILS
<br />1. First floor CMU walls with bearing height at 9'4" feet (U.N.0)
<br />3. Interior non -load bearing walls shall be constructed of spruce pine fur
<br />at 16" o.c; interior load bearing walls shall be constructed of southern
<br />yellow pine 16" ox
<br />4. All interior doors to be 2 panel 80" masonite
<br />5. Match all door and window header heights at 80"
<br />6. All Base moulding to be pre -primed wood 5 1/4" profile
<br />7. Door casings to be pre -primed wood 2 1/4" profile
<br />8. R301.2.1.2 Protection of openings. Windows in buildings located in
<br />wind-borne debris regions shall have glazed openings protected from
<br />wind-borne debris. Glazed opening protection for wind-borne debris shall
<br />meet the requirements of the Large Missile Test of an approved impact
<br />resisting standard or ASTM E 1996 and ASTM E 1886, SSTD 12, ANSI/
<br />DASMA 115 (for garage doors) or TAS 201, 202 and 203 or AAMA 506
<br />referenced therein. THIS REQUIREMENT CAN BE MET THROUGH THE USE
<br />OF WOOD STRUCTURAL PANELS THAT MEET THE REQUIREMENTS OF
<br />FBC SECTION 301.2.1.2
<br />9. ALL INTERIOR GLAZING WITHIN 18" OF THE FINISHED FLOOR IS TO
<br />BE TEMPERED GLASS.
<br />10. ALL GLAZING WITHIN 60" ABOVE OR ADJACENT TO TUBS AND
<br />SHOWERS IS TO BE TEMPERED.
<br />11. CONTRACTOR TO PROVIDE WINDOW & DOOR MANUFACTURER
<br />SPECIFICATIONS AND FLORIDA PRODUCT APPROVAL CODES.
<br />12.R310.2 EMERGENCY ESCAPE AND RESCUE OPENINGS
<br />EMERGENCY ESCAPE AND RESCUE OPENING SHALL HAVE MINIMUM
<br />DIMENSIONS AS SPECIFIED IN THIS SECTION
<br />R310.2.1 MINIMUM OPENING AREA
<br />EMERGENCY AND ESCAPE RESCUE OENINGS SHALL HAVE A NET CLEAR
<br />OPENING OF NOT LESS THAT 5.7 SQUARE FEET(0.530 M2). THE NET
<br />CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE
<br />OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE
<br />AND RESCUE FROM THE INSIDE. THE NET CLEAR HEIGHT OPENING
<br />SHALL BE NOT LESS THAN 24 INCHES (610 MM) AND THE NET CLEAR
<br />WIDTH SHALL BE NOT LESS THAN 20 INCHES (508 MM).
<br />EXCEPTION: GRADE FLOOR OR BELOW GRADE OPENINGS SHALL HAVE A
<br />NET CLEAR OPENING OF NOT LESS THAN 5 SQUARE FEET (0.465 M2).
<br />R310.2.2 WINDOW SILL HEIGHT
<br />WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND
<br />RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN
<br />44 INCHES (118 MM) ABOVE THE FLOOR: WHERE THE SILL HEIGHT IS
<br />BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN
<br />ACCORDANCE WITH SECTION R310.2.3
<br />13. WINDOWS WILL COMPLY WITH INSULATION AND FENESTRATION
<br />REQUIREMENTS PER TABLE 402.1.1
<br />14. IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY ROUGH
<br />OPENING SIZES PRIOR TO CONSTRUCTION.
<br />15. GUTTERS AND DOWNSPOUTS TO BE COORDINATED BETWEEN
<br />OWNER AND CONTRACTOR
<br />16. WET AREAS
<br />All shower and wet areas including tile and shower pans to refer the latest
<br />edition of the TCNA Handbook for Ceramic, Glass, Stone Tile Installation,
<br />typ*
<br />All wet areas to use Durock Cement board (recommended for all tile
<br />areas)
<br />Acceptable USG Durock Glass -Mat Mold Tough
<br />u ■A _ OkAl_ uV I
<br />IN ACCORDANCE WITH CHAPTER 471.003(2)(1) OF THE FLORIDA
<br />ADMINISTRATIVE CODE; ELECTRICAL, PLUMBING AND MECHANICAL
<br />SYSTEMS SHALL BE DESIGNED BY THE RESPECTIVE CONTRACTORS
<br />TO MEET ALL APPLICABLE CODES. ANY MECHANICAL, ELECTRICAL,
<br />OR PLUMBING SYSTEMS DRAWN HEREON ARE BASED UPON THE
<br />OWNERS AND OR CONTRACTOR REQUIREMENTS AND OR
<br />SUGGESTIONS.
<br />ALL ELECTRICAL OUTLETS IN BATHROOMS, KITCHEN (WITHIN 6 FEET
<br />OF SINKS), GARAGE AND AT EXTERIOR LOCATIONS SHALL BE WIRED
<br />INTO A GROUND FAULT CIRCUIT INTERRUPTER "GFI" CIRCUIT.
<br />ALL OTHER ELECTRICAL OUTLETS SHALL BE WIRED INTO AN ARC -
<br />FAULT INTERRUPTER "AFI" CIRCUIT
<br />LOCATIONS OF ALL HOSE BIBS SHALL BE COORDINATED IN THE FIELD
<br />WITH CONTRACTOR AND OWNER PRIOR TO INSTALL
<br />Approved Product List
<br />Product category
<br />Sub category
<br />Manufacturer
<br />State of FL Approval #
<br />Structural Components
<br />SP4 Wood Connector
<br />Simpson
<br />FL10456.43
<br />H10 Wood Connector
<br />Simpson
<br />FL10456.6
<br />META24 Masonary Connector
<br />Simpson
<br />FL11473.18
<br />HETA20 Masonary.Connector
<br />Simpson
<br />FL11473.3
<br />META14 Truss Connector
<br />Simpson
<br />FL11473.17
<br />META16 Masonary Connector
<br />Simpson
<br />FL11473.17
<br />META18 Masonary Connector
<br />Simpson
<br />FL11473.18
<br />HHETA20 Masonary Connector
<br />Simpson
<br />FL11473.9
<br />MGT Masonary Connector
<br />Simpson
<br />FL11470.9
<br />HTT16 Masonary Connector
<br />Simpson
<br />FL11496.1
<br />LTT208 Masonary Connector
<br />Simpson
<br />FL11496.3
<br />U24 Wood Connector
<br />Simpson
<br />FL10655.141
<br />H4 Wood Connector
<br />Simpson
<br />FL10456.14
<br />MTS12 Wood Connector
<br />Simpson
<br />FL10456.33
<br />HTS20 Wood Connector
<br />Simpson
<br />FL10456.23
<br />H16 Wood Connector
<br />Simpson
<br />FL11470.1
<br />CS16 Wood Connector
<br />Simpson
<br />FL13872.1
<br />HGT2 Girder Connector
<br />Simpson
<br />FL10456.18
<br />HGT3 Girder Connector
<br />Simpson
<br />FL10456.19
<br />HGT4 Girder Connector
<br />Simpson
<br />FL10456.20
<br />MTSM16 Connector
<br />Simpson
<br />FL11473.2
<br />LSTA12 Wood Connector
<br />Simpson
<br />FL13872.5
<br />LSTA18 Wood Connector
<br />Simpson
<br />FL13872.5
<br />LSTA24 Wood Connector
<br />Simpson
<br />FL13872.5
<br />LSU26 Joist Connector
<br />Simpson
<br />FL10447.14
<br />A35 Framing Connector
<br />Simpson
<br />FL10446.4
<br />Engineered Lumber
<br />Laminated Wood Beam
<br />Boise Engineered Wood Products
<br />FL1644.1
<br />Doors
<br />Garage Doors 16'W3
<br />CLOPAY Building Products
<br />FL15279.7
<br />Doors
<br />Garage Doors 9'W4
<br />CLOPAY Building Products
<br />FL15279.12
<br />Doors
<br />Garage Doors 16'W4
<br />CLOPAY Building Products
<br />FL15279.20
<br />Doors
<br />Metal Exterior outswing
<br />PGT
<br />FL15443
<br />Doors
<br />Sliding Glass Door
<br />PGT
<br />FL251-R30
<br />Doors
<br />Fiberglass Exterior
<br />Masonite International
<br />FL18582.1
<br />Windows
<br />Casement
<br />PGT
<br />FL243
<br />Windows
<br />Single Hung
<br />PGT
<br />FL239
<br />Windows
<br />Fixed Glass
<br />PGT
<br />FL 243-R20
<br />Windows
<br />Mullions
<br />PGT
<br />FL261
<br />Windows
<br />Horizontal Slider
<br />PGT
<br />FL242
<br />Roofing
<br />Metal Roofing
<br />STEEL ROOFING SYSTEMS
<br />FL15837
<br />Roofing
<br />Modified Bitumen Roof System
<br />GAF Materials Corp.
<br />FL16732.1
<br />Roofing
<br />Asphalt Shingles Timberlane30
<br />GAF Materials Corp.
<br />FL10124.1
<br />Roofing
<br />Roofing Tiles
<br />Boral Roofing / US Tile
<br />FL11647.1
<br />Roofing
<br />VentSure Ridge Vent
<br />Owens Corring
<br />FL10758.1
<br />Roofing
<br />Underlayment
<br />Owens Corring
<br />FL9777.1
<br />Panel Walls
<br />Siding
<br />James Hardie Building Products Inc.
<br />FL15867
<br />Panel Walls
<br />Soffits- Vinyl
<br />Kaycan LTD
<br />FL16503.2
<br />Panel Wails
<br />Soffits -Aluminum
<br />Kaycan LTD
<br />FL12198.1
<br />Panel Walls
<br />Siding
<br />Kaycan LTD
<br />FL15867
<br />Shutters
<br />Hurricane Storm Shutters IStomn
<br />Smart Industries IFL11291.2
<br />I h <= 90'
<br />t
<br />m
<br />Load Case A
<br />Q
<br />4 Gl
<br />o" o
<br />Load Case B
<br />Basic Load Cases
<br />Case B Torsion
<br />Transverse Direction Longitudinal Direction
<br />Torsional Load Cases
<br />WIND LOADING ANALYSIS - Main Wind -Force Resisting System
<br />Per ASCE 7.16 Code for Enclosed or Partially Enclosed Buildings
<br />Using Method 2: Analytical Procedure Section 27 & 28 for Low -Rise Buildings
<br />Job Name:
<br />15023 18TH STREET
<br />I Sub`ect:
<br />Job Number:
<br />I
<br />10riginatorlChecker:
<br />Input Data: -�^
<br />Wind Speed, V = 130 mph (Wind Map, Figure 26.5-1A-C)
<br />Bldg. Classification = II (Table 1.5-1 Risk Category) Wind
<br />Exposure Category = l3 (Sect. 26.7) B
<br />Ridge Height, hr = 18.50 ft. (hr - he)
<br />Eave Height, he = 10.D0 ft. (he - hr)
<br />Building Width = 35.00 ft. (Normal to Building Ridge)
<br />Building Length = 59.00 ft. (Parallel to Building Ridge) L
<br />Roof Type = Monoslope (Gable or Monoslope)
<br />Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1) Plan
<br />Direct. Factor, Kd = 0.85 (Table 26.6)
<br />Enclosed? (Y/N) Y (Sect. 26.2 & Table 26.11-1)
<br />Hurricane Region? N 0
<br />hr
<br />h<=60'
<br />Resultina Parameters and Coefficients: Ih.
<br />Roof Angle, 0 =1 13.65 Ideg. L
<br />Mean Roof Ht., h = 1 14.25 ft. (h = (hr+he)/2, for angle >10 deg.) Elevation
<br />Check Criteria for a Low -Rise Building:
<br />1. Is h - 60' ? F es, O.K. 2. Is h - Lesser of L or B?
<br />External Pressure Coeffs., GCpf (Fig. 28.4-1):
<br />(For values, see following wind load tabulations.)
<br />Positive & Negative Internal Pressure Coefficients, GCpf (Table 26.11-1):
<br />+GCpi Coef. = 0.18 _ (positive internal pressure)
<br />-GCpi Coef. = -0.18 (negative internal pressure)
<br />If h < 15 then: Kh = 2.01*(15/zg)^(2/a) (Table 28.3-1)
<br />If h - 15 then: Kh = 2.01 * z/z ^(2/a) (Table 28.3-1) (Note: z not < 30' for Exp. B)
<br />a = 7.00 (Table 26.9-1)
<br />zg = _ 1200 (Table 26.9-1)
<br />Kh = 0.70 1 (Kh = Kz evaluated at z = h)
<br />Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd *VA 2 (Sect. 28.3.2, Eq. 28.3-1)
<br />qh = 25.76 psf qh = 0.00256*Kh*Kzt*Kd *VA 2 (qz evaluated at z = h)
<br />Design Net External Wind Pressures (Sect. 28.4.1):
<br />p = qh*[(GCpf) - (+/-GCpi)] (psf, Eq. 28.4-1)
<br />Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1):
<br />a = 3.50 7 ft.
<br />2*a =1 7.00 ft.
<br />MWFRS Wind Load for Load Case A
<br />MWFRS Wind
<br />Load for Load Case B
<br />Surface
<br />GCpf
<br />p = Net Pressures(psi),Surface
<br />*GCpf
<br />p = Net Pressures s
<br />w/ +GC i
<br />w/ -GCpi)
<br />w/ +GC i
<br />w/ -GCpi)
<br />Zone 1
<br />0.47
<br />7.60
<br />16.87
<br />Zone 1
<br />-0.45
<br />-16.23
<br />6 96
<br />Zone 2
<br />-0.69
<br />-22.41
<br />13.14
<br />Zone 2
<br />-0.69
<br />-22.41
<br />-13.14
<br />Zone 3
<br />-0.43
<br />-15.80
<br />-6 53
<br />Zone 3
<br />-0.37
<br />-14.17
<br />-4.90
<br />Zone 4
<br />-0.37
<br />-14.19
<br />4 91
<br />Zone 4
<br />-0.45
<br />-16.23
<br />-6.96
<br />Zone 5
<br />---
<br />---
<br />---
<br />Zone 5
<br />0.40
<br />5.67
<br />14 94
<br />Zone 6
<br />---
<br />-
<br />---
<br />Zone 6
<br />-0.29
<br />-12.11
<br />-2.83
<br />Zone 1 E
<br />0.72
<br />13.90
<br />23.18
<br />Zone 1 E
<br />-0.48
<br />-17.00
<br />-7.73
<br />Zone 2E
<br />-1 07
<br />32 20
<br />-22 93
<br />Zone 2E
<br />-1.07
<br />-32.20
<br />-22.93
<br />Zone 3E
<br />-0 62
<br />-20.67
<br />-11.39
<br />Zone 3E
<br />-0.53
<br />18.29
<br />--
<br />9.02
<br />Zone 4E
<br />-0.55
<br />-18.84
<br />-9.56
<br />Zone 4E
<br />-0.48
<br />17.00
<br />-7.73
<br />Zone 5E
<br />---
<br />---
<br />---
<br />Zone 5E
<br />0.61
<br />11.08
<br />_
<br />20.35
<br />Zone 6E
<br />---
<br />---
<br />--
<br />Zone 6E
<br />-6.43
<br />15.72
<br />-6.44
<br />*Note: Use roof angle 0 = 0 degrees for Longitudinal Direction.
<br />For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E:
<br />Zones 2/2E dist. = 17.50 ft. Zones 2/2E dist. =1 25.00 Ift.
<br />Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.
<br />MWFRS Wind Load for Load Case A, Torsional Case
<br />MWFRS Wind Load for Case B Torsional Case
<br />Surface
<br />GCpf
<br />p = Net Pressure s
<br />Surface
<br />GCpf
<br />p = Net Pressure s
<br />w/ +GC i
<br />w/ -GCpi)
<br />w/ +GC i
<br />w/ -GCpi)
<br />Zone 1T
<br />--
<br />1.90
<br />4.22
<br />Zone 1T
<br />--
<br />-4.06
<br />-1.74
<br />Zone 2T
<br />---
<br />-5.60
<br />-3,28
<br />Zone 2T
<br />-
<br />- -5.60 -
<br />- -3.28
<br />Zone 3T
<br />---
<br />-3.95
<br />-1.63
<br />Zone 3T
<br />--
<br />3.54
<br />1 22
<br />Zone 4T
<br />---
<br />-3.55
<br />-1.23
<br />Zone 4T
<br />---
<br />-4.06
<br />-1.74
<br />Zone 5T
<br />-
<br />--
<br />-
<br />Zone 5T
<br />-
<br />1.42
<br />3.74
<br />Zone 6T
<br />--
<br />--
<br />---
<br />Zone 6T
<br />---
<br />-3.03
<br />-0.71
<br />Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases:
<br />Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone.
<br />Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
<br />Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
<br />Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
<br />Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone.
<br />Zone 1T is windward wall for torsional case Zone 2T is Windward roof for torsional case.
<br />Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
<br />Zones 5T and 6T are sidewalls for torsional case.
<br />2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
<br />3. Building must be designed for all wind directions using the 8 load cases shown below. The
<br />load cases are applied to each building corner in turn as the reference corner.
<br />4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
<br />Torsional loading shall apply to all 8 basic load cases applied at each reference comer.
<br />Exception: One-story buildings with "h" - 30', buildings - 2 stories framed with light frame
<br />construction, and buildings 2 stories designed with flexible diaphragms need not be
<br />designed for torsional load cases.
<br />5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf.
<br />FDJ ENGINEERING AND DE510N,
<br />LLG
<br />CERT. OF AUTHORIZATION 0 30968
<br />FRANKOFD.IENG.rOM
<br />ENGINEERING GERTIFICATIGA.TION
<br />I HEREBY CERTIFY THAT I HAVE REVIEWED THE
<br />ATTACHED DE51(5N AND FOUND IT TO BE IN
<br />COMPLIANCE WITH THE FLORIDA BUILDING CODE,
<br />9TH EDITION (2020) - RESIDENTIAL
<br />THIS DRAWING AND DE516N 15 VALID FOR 12
<br />MONTHS AFTER THE DATE IT 15 51GNED AND
<br />SEALED
<br />THIS DRAWING AND DESIGN 15 516NED AND
<br />SEALED FOR 5TRUCTURAL ENGINEERING ONLY.
<br />FRANK A DEJ05E PE
<br />FL PE #1353q 0 .7 1 - i
<br />Basic Building Structural Information
<br />This table was prepared using Windload Calculator Plus Software available from www.windcalcs.com
<br />This information was created in accordance with Chapter 16 of the 2020 Florida Building
<br />Code. The Component and Cladding Pressures were generated using the method in Part 2 of
<br />Chapter 30 of ASCE 7-16.
<br />Floor & Roof Live Loads ( R-3 - Single -Family Dwellings)
<br />Attics: 20 psf w/ storage, 10 psf w/o storage
<br />Habitable Attics, Bedroom: 30 psf
<br />All Other Rooms: 40 psf
<br />Garage: 40 psf
<br />Roofs: 20 psf
<br />(Balcony and Deck live loads are 150% of the adjacent space served.)
<br />Wind Design Data
<br />Ultimate Wind Speed: 130 mph Nominal Wind Speed: 101 mph
<br />Risk Category: II Wind Exposure: B
<br />Enclosure Classification: Enclosed End Zone Width (a): 4.00 ft.
<br />Internal Pressure Coefficient: 0.18 Roof Geometry: Gable
<br />Roof Slope: 6.0 in 12 ( 26.60) Mean Roof Height: 19 ft.
<br />(The Ultimate Wind speed was used to determine the Component and Cladding design
<br />pressures.)
<br />(This Building is not in a Wind -Borne Debris Region, and opening protection is not
<br />required.)
<br />Components and Claddina
<br />Roof Zone 1:
<br />Roof Zone 2e:
<br />Roof Zone 2n:
<br />Roof Zone 2r:
<br />Roof Zone 3e:
<br />Roof Zone 3r:
<br />Overhang at Roof Zone 1:
<br />Overhang at Roof Zone 2e:
<br />Overhang at Roof Zone 2n:
<br />Overhang at Roof Zone 2r:
<br />Overhang at Roof Zone 3e:
<br />Overhang at Roof Zone 3r:
<br />Wall Zone 4:
<br />Wall Zone 5:
<br />16' X 7' Garage Door:
<br />Design Soil Bearing Capacity:
<br />+16.4 psf max.,
<br />-38.5 psf min.
<br />+16.4 psf max.,
<br />-38.5 psf min.
<br />+16.4 psf max.,
<br />-61.4 psf min.
<br />+16.4 psf max.,
<br />-61.4 psf min.
<br />+16.4 psf max.,
<br />-61.4 psf min.
<br />+16.4 psf max.,
<br />-79.2 psf min.
<br />-45.8 psf min.
<br />-45.8 psf min.
<br />-68.8 psf min.
<br />-68.8 psf min.
<br />-82.5 psf min.
<br />-95.6 psf min.
<br />+27.1 psf max.,
<br />-29.4 psf min.
<br />+27.1 psf max.,
<br />-36.2 psf min.
<br />+23.1 psf max.,
<br />-25.8 psf min.
<br />2,000 psf
<br />ALL WORK SHAD - COMPLY WITH
<br />CODES FLORIDA t9UIt_DING ('Cf)F
<br />NATIONAL ELECTRIC CODE,
<br />AND THE CITY or, 7Fpf4-,Hll_!._S
<br />ORDINANCFG
<br />REVIEW DATE
<br />CITY OF ZEPNY LLS--
<br />PLAN EXAMINER r
<br />cz� 2 �7
<br />a
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<br />PROVIDED BY:
<br />2721 Agnes St
<br />Tampa FL 33619
<br />813 313 0045
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<br />DATE:
<br />11/17/2021
<br />SCALE :
<br />SHEET:
<br />0-1
<br />
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