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HomeMy WebLinkAboutOrd 1993-21 Amending Building Code1 ORDINANCE NO. 21-93 AN ORDINANCE OF THE VILLAGE OF NORTH PALM BEACH, FLORIDA, AMENDINGTHESTANDARD BUILDING CODE, 1991 EDITION, SECTION 1205, WIND LOADS AND RELATED SECTIONS, AND CHAPTER 32, INSTALLATION OF ROOF COVERINGS AND RELATED SECTIONS; PROVIDING FOR REPEALS OF LAWS IN CONFLICT; PROVIDING FOR INCLUSION IN THE CODE; PROVIDING FOR SEVERABILITY; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, Chapter 166, Florida Statutes, empowers municipalities to provide for the health, safety and general welfare including the enactment and enforcement of construction and related technical codes and regulations; and WHEREAS, pursuant to Chapter 74-565, Laws of Florida, as amended, Palm Beach County has adopted by Ordinance the Standard Building Code; and WHEREAS, the adoption of the amendment attached hereto will be in the public interest by strengthening the Standard Codes, 1991 Edition, for the health, safety, and general welfare of residents in the Village of North Palm Beach, Florida; NOW, THEREFORE, BE IT ORDAINED BY THE VILLAGE COUNCIL OF THE VILLAGE OF NORTH PALM BEACH, FLORIDA; Section 1.- That the Village of North Palm Beach Code is hereby amended by adding a new section to be numbered Section 6-18, which Section shall read as follows: The following amendments and additions are hereby made to the Standard Building Code, 1991 edition, and its amendments as adopted by Section 6-17 of this code: Amend Section 1205, effective April 1, 1994, to read as follows: 1 bldgcde2.ord 1 1205_WIND LOADS - 1205.1 Application All buildings, structures and parts thereof shall be designed to withstand the appropriate wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures. Wind pressures shall be assumed to act normal to the surfaces considered. For buildings located in high wind areas where wind speeds are 90 mph or greater in accordance with Figure 1205, glazed openings shall be designed for impacts from wind-borne debris as described in Section 1205.5. 1205.1.1 Determination of Wind Forces. Wind forces on every building or structure shall be determined by the provisions of ASCE 7. EXCEPTIONS: 1. Provisions of 1205.2 shall be permitted for buildings 60 ft high or less. 2. Wind tunnel tests together with applicable sections of 1205.2. 1205.1.2 Limitations 1205.1.2.1 Mixing of provisions from ASCE 7 and 1205.2 shall not be permitted. 1205.1.2.2 Provisions of 1205.2 do not apply to buildings or structures having unusual geometric shapes, response characteristics or site locations for which channeling effects or buffeting in the wake of upwind obstructions may warrant special consideration. For these cases, wind loads shall be based on wind tunnel tests or nationally recognized data. 1.205.1.3 Minimum Wind Loads. No part (component, cladding or fastener) of a building or structure shall be designed for less than 10 psf (479 Pa). 1205.2 Buildings 60 Ft High or Less 1205.2.1 Scope. Procedures in 1205.2 shall be used for determining and applying wind pressures in the design of buildings with flat, single sloped, hipped and gable shaped roofs whose mean roof heights exceed neither 60 ft nor the least horizontal dimension of the building. Compliance with the SBCCI Standard for Hurricane Resistant Residential Construction SSTD 10-93 fulfills the requirements of this section. NOTE: See local coastal construction zone requirements. 2 \ 1205.2.2 Wind Pressures '\1205.2.2.1 Structural members, cladding, fasteners and systems providing for the structural integrity of the building shall be designed for the velocity p• ressures from Table 1205.2A using Figure 1205, multiplied by the appropriate pressure coefficient from Tables 1205.2B and 1205.2C and Figures 1205.2C to 1205.2E and by the appropriate use factor from Table 1205. Coefficients given in 1205.2 include a gust factor and thus do not correspond to coefficients used in many other sources. Mixing of coefficients and dynamic pressures from different sources shall not be permitted. 1205.2.2.2 Members that act as both part of the main wind force resisting system and as components and cladding shall be designed for separate load cases. 1205.2.3 Special Definitions for 1205.2 ENCLOSED BUILDING —a building that encloses a space and does not have openings that qualify it as a partially enclosed or open building. OPEN BUILDING —a building having all walls at least 80% open. OPENINGS —Windows, doors, skylights or other apertures in the building envelope (roof and exterior wall surfaces) that are not designed as components and cladding. PARTIALLY ENCLOSED BUILDING —a building which complies with all of the following conditions: 1. the total area of openings in a wall or wall and roof that receives positive external pressure exceeds the sum of the areas of openings in the balance of the building envelope (walls and roof); and 2. the total area of openings in a wall or wall and roof that receives positive external pressure exceeds 5% of the area of that wall or wall and roof; and 3. the openings in the balance of the building envelope do not exceed 20%. The three conditions can be expressed by the following equations: Ao > Aoi and Ao > 0.05 Ag and Aoi/Agi <_ 0.20 where, Ao = the total area of openingsin a wall or wall and roof that receives positive external pressure, in sq ft Ag = the gross area of that wall or wall and roof in which Ao is identified, in sq ft Aoi = the sum of the areas of openings in the building envelope (walls and roof') not including Ao, in sq ft Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag in sq ft Standard Building Code©1991 1992/1993 Revisions 3 Y 1• MAIN WIND FORCE RESISTING SYSTEM (MWFRS)—an assemblage of major structural elements assigned to provide support for secondary members and cladding. The system primarily receives wind loading from more than one surface. COMPONENTS AND CLADDING —structural elements that are either directly loaded by the wind or receive wind loads originating at relatively close locations and that transfer these loads to the main wind force resisting system. EFFECTIVE WIND AREA FOR COMPONENTS AND CLADDING —the tributary area used to .determine pressure coefficients of the structural element considered, but need not be less than one-third the square ofthe span. 1205.2.4 Main Wind Force Resisting System (MWFRS). Pressure coefficients GCp for all wind loading actions arising from combining loads acting simultaneously on more than one surface shall be determined by 1205.2.4. 1205.2.4.1 End Zones. The width of :"X" end zones as shown in Figure 1205.281 and 1205.2B2 shall be twice the value of Z determined in 1205.2.5.1. For framed buildings whose end bay spacings are greater than or equal; to "X" the difference in end zone and interior zone loading can be allocated entirely to the end frame. 1205.2.4.2 -Applicability of Coefficients. Pressure coefficient GC for the main wind force resisting system shall be taken from Table 1205.2B or 1205.2C and applied as shown in Figures 1205.2B 1 and 1205.2B2 and as specified in 1205.2.2. Where more than one load case exists, buildings shall be designed for all load cases. 1205.2.4.3 Overhang Coefficients. The pressure coefficients GCp to be used for the effects of roof overhangs on MWFRS fdr each of the load cases and 7 , windward and leeward surfaces shall be as indicated in Table 1205.2D. Roof overhang members shall be designed in accordance with 1205.2.5. 1205.2.5 Components and Cladding. Pressure coefficients GC for wind loading actions on components and cladding . shall be determined from Figures P. 1205.2C, 1205.2D and 1205.2E, based on effective wind area. 1205.2.5.1 Edge Strips. The width of the edge strips Z for walls and roofs I shall be determined by the smaller of 10% of the least horizontal dimension of the building or 40% of the eave height, but not less than the, larger of 4% of the least horizontal dimension of the building or 3 ft (914 mm). 1992/1993 Revisions Standard Building Code©1991 -4- < 1205.2.5.2 Walls 1. Pressure coefficients GC for components and cladding of walls shall be taken from Figure 1205. C according to their effective wind areas and applied to the corresponding regions of the building as shown in Figure 1205.2C. 2.. Coefficients taken from Figure 1205.2C may be reduced 10% if the angle of the roof is no greater than 10°. 1205.2.5.3 Gable and Hip Roofs. Pressure coefficients GC�0p� for components and cladding or roofs shall be taken from Figure 1205.Zll and 1205.2E. Pressure coefficients for roof angles greater than 45° shall be based on nationally recognized data. 1205.2.5.4 Monosiope Roofs. Pressure coefficients GCp for monoslope roofs shall be taken from Figure 1205.2D for roof slopes between 0° and 3°, and from Figures 1205.2F and 1205.2G for roof slopes greater than 3°. 1205.3 Roof Covering Systems 1205.3.1 Roof Deck. The roof deck shall be designed to withstand the wind pressures determined under 1205.2 for buildings 60 ft or less in height or ASCE 7 for buildings of any height. . 1205.3.2 Roof Coverings. A roof covering used as a roof deck shall comply with 1205.3.1. Roof coverings that are air -permeable and installed over a roof deck shall be designed in accordance with 1205.3.3. 1205.3.3 Rigid Tile. Wind loads on rigid tile roof coverings shall be determined as the lifting moment Ma. The lifting moment shall be determined in accordance with the following formula: Ma = ghCLbLLa[1.0 - GCr,] where: Ma = aerodynamic uplift moment (ft-lb) acting to raise the tail of the tile. qh . = wind velocity pressure (psf) determined from Table 1205.2A. CL = lift coefficient determined from Table 1205.2.3.3. b = exposed width (ft) of the roof tile. L = length (ft) of the roof tile. La = moment arm (ft) from the axis of rotation to the point of uplift on the roof tile. The point of uplift shall be taken at 0.76L from the head of the tile and the middle of the exposed width. For roof tiles with nails or Standard Building Code©1991 m 1992/1993 Revisions ouunuuuau111UM nuuu nfuUuu • :. 1 ..':1 . A Loose laid or mechanically fastened concrete and clay roof tiles complying with .i ,- , the following limitations shall be designed to withstancll the win4 loads prescribed in this section. 1 screws (with or without a tail clip), the axis of rotation shall be taken as the head of the tile for direct deck applications and as the top edge of the batten for battened applications. For roof tiles fasened only by a nail or screw along the side of the tile, the axis of rotation shall be determined by testing. For roof tiles installed with battens and fastened only by a clip near the tail of the tile, the moment arm shall be determined about the top edge of the batten with consideration given for the point of rotation of the tiles1based on straight bond or broken bond and the tile profile. • GCP — roof coefficent for each applicable zone determined from Figure — 1205.2E. Roof coefficient shall not be adjusted for internal pressure. 1. The roof tiles shall be either loose laid on battens or mechanically fastened. 2. The roof tiles shall be installed on solid sheathing which has been designed as components and cladding in accordance with 1205.2.3.3. 3. An underlayment shall be installed in accordance with 3207. 4. The tile shall .be single lapped interlocking with a minimum head lap of not less than 2 inches. 5. The length of the tile shall be between 1.0 and 1.75 ft. 6. The exposed width of the tile shall be between 0.73 and 1.25 ft. 7. Maximum -thickness of the tail of the roof tile shall not exceed 1.3 inches. TABLE 1205.3.3 LIFT COEFFICIENTS FOR LOOSE LAID OR MECHANICALLY FASTENED ROOF TILE Roofing Material . CL . Concrete & clay tile 0.20 ' 1205.4 Stability Anchorage shall be provided to resist excess overturning, uplift and sliding forces. The overturning moment due to wind load shall not exceed two. -thirds of the dead load stabilizing moment unless the building or structure is anchored so as to resist the excess moment. 1992/1993 Revisions Standard Building Code°1991 -6- 1 Add new Section 1205.5, to be effective 1 January 1994, as follows: 1205.5 Impacts from -Wind-borne Debris - Glazed openings shall be designed for impact from wind-borne debris as defined in 1205.5.1 and 1205.5.2. Impact protective systems for such openings shall be permitted to be designed for impact in lieu of glazing if they comply with 1205.5.1 and 1205.5.2. EXCEPTION: When the aggregate area of openings in a wall or wall and roof are less than 5% of the wall area or wall and roof area, the glazed openings in the wall or wall and roof need not be designed for impact from wind borne debris. 1205.5.1 Lower Floors Glazed openings in the lowest 30 ft of exterior building walls and roofs shall comply with the large missile impact test in the SBCCI Standard for Wind-borne Debris Impact Tests. 1205.5.2 Upper Floors Glazed openings located above the lowest 30 ft of exterior building walls and roofs shall comply with the small missile impact test in the SBCCI Standard for Wind-borne Debris Impact Tests. 7 --__ - 1�U5 INTERVAL. C FIGURE RECURRENCE. °t j 1®-mph 50 YEAR MEAN seed WIND SPEEDS FOFt oft shaii use a basic wind P BASIC W Puerto R�cO in islands and ! , .Virg • O t. r O 0 r Standard Building Cade©1991 r 8 - • in ,a • 1992/1993 Revisions TABLE 1205 USE FACTORS FOR BUILDINGS AND OTHER STRUCTURES Nature of Occupancy Use Factor All buildings and structures except those listed below 1.0 Buildings and structures where the occupant load is 300 or more in any one room. Buildings and structures designated as essential facilities, including, but not limited to: (1) Hospital and other medical facilities. having surgery or emergency treatment areas (2) Fire or rescue and police stations (3) Primary communication facilities and disaster operation centers (4) Power stations and other utilities required in an emergency Buildings and structures that represent a low hazard to human life in the event of failure, such as agricultural buildings, certain temporary facilities, and minor storage facilities Mean Roof Height (ft) TABLE 1205.2A VELOCITY PRESSURE (psf) Building Height 60 ft or Less Fastest Mile Wind Velocity, V (mph) (From Figure 1205) 70 80 90 100 110 0-15 10 13 17 21 25 20 11 1 19 23 28 40 14 18 23 28 34 60 15 20 25 31 38 • 1. A single value for velocity pressure is used for the entire building. 2. Eave height may be substituted for mean roof height if roof angle does not exceedel0°. 3. Linear interpolation of tabled values is permissible. Standard Building Code©1991 1992/1993 Revisions 0.9 9 oumuunnnumnmummunml TABLE 1205.2B GCP COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION' End Zone Coefficients Interior Zone Coefficients Roof5 , Notes Angie 1E 2E 3E 4E 1 2 3 , 4 0 < a < 10° 2 +.50 -1.4 -.80 -.70 +.25 -1.0 -.65 -.55 3 +.90 -1.0 -.40 -.30 +.65 -.60 -,25 -.15 0 10° < a 5 20° 2 +.70 -1.4 -1.0 -.95 +.40 •1.0 -.75 -.70 c 3 +1.1 -1.0 -.60 -.55 +.80 -.60 -.35 -.30 vs 20° < a 5 30° 2 +.70 -1.0 -1.0 -.95 +.40 -.75 75 -.70 Ed 3 +1.1 -.60 -.60 -.55 +.80 =..35 - -.35 -.30 1 30° < a 5 45° 2 +.60 +.10 -.80 -.75 +.45 +.05 -.70 -.65 0 3' +1.0 +.50 -.40 -.35 +.85 +.45 -.30 -.25 T.) 4 -.75 -1.4 -.80 -.75 -.70 -1.0 -.65 -.70 w 5 a = 90° 2 +.58 +.58 -.74 -.74 +.43 +.43 -.62 -.62 3 +.98 +.98 -.34 -.34 +.83 +.83 -22 -.22 4 -.74 -1.4 -.80 -.74 -.71 -.98 -.62 -.71 0 < a <_ 10° 2 +.10 -1.8 -1.2 -1.1 -.15 -1.4 -1.1 -.95' 3 +1.0 -.90 -.30 -.20 +.75 -.50 -.15 -.05 yo 10° < a 5 20° 2 +.30 -1.8 -1.4 -1.4 0.0 ° -1.4 -1.2 -1.1 W 3 +1.2 -.90 -.50 -.45 +.90 -.50 -.25 -.20 v 20° < a 5 30° 2 +.30 -1:4 -1.4 -1.4 0.0 -1.2 -1.2 -1.1 c 3 +1.2 -.50 ; -.50 -.45 +.90 -.25 -.25 -.20 >. 30° < a 5 45° 2 +.20 -.30 -1.2' -1.2 -.05 •-:35 -1.1 -1.1 Ts 3 +1.1 +.60 -.30 -.25 +.95 +.55 -.20 -.15 a 4' -1.2 -1.8 -1.2 -1.2 -1.1 -1.4 -1.1 -1.1 a. 5 . ' a = 90° 2 +.28 +.28 -1.0 -1.0 +.03 ' ' +.03 -1.0 -1.0 3 +1.1 +1.1 -.24 -.24 +.93 +.93 -.12 -.12 4 -1.1 -1.8 -1.2 -1.1 -1.1 .-1.4 -1.0 -1,1 .Q < a <_ 10° 6,11 + 1.8 -.70 -.70 0 +1.8 -.70 -.70 0 0 7,11 + 1.8 .-.30 -.80 0 +1.8. -.30 -.80 0 >. 10° < a <_ 25° 6,11 + 1.8 -.70 -.70 0 +1.8 -.70 -.70 0 i7,11 + 1.8 +.70 -.70 0 +1.8 +.70 -.70 0 a 7,11 + 1.8 +.20 -.90 0 +1.8 +.20 -.90 0 c 25° < a <_ 45° 6,11 + 1.8 -.70 -.70 0 +1.8 -.70 70 0 V 7,11 + 1.8 +.2.0 +.30 0 +1.8 +.2.0 +.30 0 Building Classification Notes 2E 3E 5E 6E 2 3 5 6 Enclosed 8,9 -1.40 -0.80 +0.50 -0.70 -1.00 -0.65 +0.25 -0.55 8,10 -1.00 -0.40 +0.90 -0.30 -0.60 -0.25 +0:65 -0.15 Partially 8,9 . -1.80 -1.20 +0.10 -1.10 -1.40 -1.05 -0.15 -0.95 Enclosed 8,10 -0.90 -0.30 +1.00 -0.20 -0.50 -0.15 +0.75 -0.05 6,11 -0.70 -0.70 +1.8 0.00 -0.70 -0.70 +1.8 0.00 Open 7,11 -0.30 -0.80 +1.8 0.00 -0.30 -0.80 +1.8 0.00 TABLE 1205.2C GC COEFFICIENTS FOR MWFRS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION (ALL ROOF ANGLES)' End Zone Interior Zone Coefficients Coefficients 1992/1993 Revisions Standard Building Code©1991 - 10 - 1 FIGURE 1205.2B1. APPLICATION OF COEFFICIENTS FOR PRIMARY STRUCTURAL SYSTEMS PROVIDING RESISTANCE IN TRANSVERSE DIRECTION (Positive sign indicates inward acting pressure) LOAD CASE k. WINDS GENERALLY PERPENDICULAR TO RIDGE WIND DIRECTION RANGE LOAD CASE 81: WINDS GENERALLY PARALLEL TO RIDGE WIND DIRECTION RANGE FIGURE 1205.2B2 APPLICATION OF COEFFICIENTS FOR PFIMARY STRUCTURAL SYSTEMS PROVIDING RESISTANCE IN LONGITUDINAL DIRECTION (Positive sign indicates inward acting pressure) LOAD CASE 82: WINOS GENERALLY PARALLEL TO RIDGE 6E WINO DIRECTION RANGE LOAD CASE 83: WINDS GENERALLY PARALLEL TO RIDGE Standard Building Code©1991 1992/1993 Revisions WINDDIRECTION NOTES TO ACCOMPANY TABLES 1205.2B,1205.2C AND FIGURES 1205.2B1, 1205.2B2 1. The building must be designed for all wind directions. Transverse and longitudinal directions denote directions perpendicular and parallel to ridge, respectively. For buildings having flat roofs, a ridge line normal to the wind direction shall be assumed at the mid -length dimension of the roof for the direction considered. Each comer must be considered in turn as the windward corner shown in the figures. For all roof slopes, Load Case A and Load Cases B2, 83 are required as separate conditions to generate the wind actions, including torsion, to be resisted by the structural systems. If the roof slope is 30° or more, a third loading condition B1 is also required, 2. Load Case A with internal pressure; wind generally perpendicular to ridge. 3. Load Case A with intemal suction; wind generally perpendicular to ridge. 4. Load Case B1 with intemal pressure; wind generally parallel to ridge. 5. For roof angles, 45° < a < 90°, the coefficient GCp may be obtained by linear interpolation. 6. Uplift equal on both roof surfaces. 7. Unbalanced loading on roof surfaces. B. Load Case 82 with intemal pressure; wind generally parallel to ridge. 9. Load Case B3 with intemal pressure; wind generally parallel to ridge. 10. Load Case 83 with intemal suction; wind generally parallel to ridge. 11. Coefficent to be applied to the windward side of the effective solid area of every vertical surface exposed to the wind. ' 12. Notations: a:.. Roof angle from horizontal, in degrees. 8: Width of building, in feet. H: Reference height for assessing design pressures given by mean height of roof or 15 feet, whichever is greater. Eave height may be substituted for mean height when angle of the roof "a" is less than or equal to 10°. N: Number of transverse frames. S: Bay spacing, in feet. X: Zone width defined as 2Z, where Z is edge strip distance defined below. All areas not within end zone are considered interior zones. Z: Edge strip defined as the lesser of 10% of least horizontal dimension of building or 40°1° of height H but not less than 4% of least horizontal dimension of building and at least 3 ft. 0: • Ratio of solid area of frame to gross area outlined by frame on vertical plane. TABLE 1205.2D GCp COEFFICIENTS FOR ROOF OVERHANGS Load Case A B1, B2 B3 Windward Roof Overhang Zone GCp 212E +0.2, -1.5 2E & 3E +0.2, -1.5 2&2E +0.2,-1.5 Leeward Roof Overhang Zone GCp 3 & 3E 2&3 3&3E Coefficients given in Tables 1205.2B,C NOTES TO FIGURES 1205.2D and 1205.2E 1. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 2. Each component shall be designed for maximum positive and negative pressures. t 3. For partially enclosed buildings, positive coefficients shall be increased by 0.1, negative coefficients shall be increased by 0.4 (in absolute sense). 4. For open buildings, roof coefficients in Figures 1205.2D and 2E shall be reduced by 0.2 (in absolute sense). 5.Overhang coefficients include contributions from both upper and lower. surfaces. 6. Notation: a: Roof angle from horizontal (° ). Z:10°% of minimum building width or 0.4H, whichever is smaller, but not less then the larger of 4% of the minimum building width or 3 ft. H: Mean roof height, (ft) except that eave height may be used when a _< 10° 7. For roof angles greater than 45°, coefficients shall be based on nationally recognized data. 1992/1993 Revisions Standard Building Code©1991 - 12 - FIGURE 1205.2C WALL COEFFICIENTS, GCP, COMPONENTS & CLADDING Enclosed Buildings With Height 60 ft or Less -2.0 -.1.8 -1.6" -1.4 -1.2 -1.0 -0.8 GC -0.8 p -0.4_ -0.2 00 10 20 50 100200 5001000 0.4 EFFECTIVE WIND AREA 'sq.ft.) 0.8 0.8 1.0 1.2 1.4 1.6 1.8 2.0 NOTES TO FIGURE 1205.2C 1. Pfus and minus signs signify pressures acting toward and away from the surfaces, respectively. 2. Each component shall be designed for maximum positive and negative pressures. 3. For partially enclosed buildings, positive coefficients shall be increased by 0.1, negative coefficients shall be increased by 0.4 (in absolute sense). • 4. Coefficients may be reduced 10% when a -< 10°. - 3.0 -2.8 -2.6 -2.4 - 2.0 -1.8 -1.6 GCP -1.4 -,1.2 -1.0M -0.8 -0.6 -0.4 -0.2 0 FIGURE 1205.2D ROOF COEFFICIENTS, GCp, COMPONENTS & CLADDING Enclosed Buildings With Height of 60 ft or Less 0° 5 a 510° '"1z 0VEAHANG* - -- --f " 10 20 R00 1 50 100200 5001000 EFFECTIVE WIND AREA (sq.ft.) o Ik--�- r- j 1 ! •AI,.t. REGIONS -3.0 -2.8 -2.6 -2.4 -2.2 -2.0 - GC -1.6 p -1.4 : -1.2; -1 8~ -0.6 -0.4 -0.2 4 0 0.2 0.4 ; 0.6 10 20 50 100200 500 1000 + 2 N^ EFFECTIVE WIND AREA (sq.ft.) ALL REGIONS *overhang coefficients include contributions from both upper and lower surfaces. Standard Building Code©1991 1992/1993 Revisions 13 - Z ,Y 2 2. 11111111111111111111111111111111111111 1 FIGURE 1205.2E ROOF COEFFICIENTS, GCp, COMPONENTS AND CLADDING Enclosed Buildings With Height of 60 ft or Less 10° < a . 454 _32a -2.8 -2.4 §P j -2.2 -2i; GC -1.e p -1.4 20 50100 200 500 1000 EFFECTIVE WIND AREA (sq.ft.) 0.8' I - ' REGIONS 1 -2.0 -1.8 -1.8 - -1.4 -1.2 -1.0 -0.8 �tJf 0.e GCp-0-.4 -0.2 1 0 0 20 50 100 200 500 1000 1.0 EFFECTIVE WIND AREA-(sq.ft.) 1.2 I - r 4'- 4EGIOVSH 1.4 1 C Z 1� W zi-- -3.0 -2.8 2.6 2.4 -2.2 -2.0 GCp -1.4 -1.2 -1.0 -0.8 10° < g < 300. • -o.e -0.4 -0.2' 0 0.2 0.4 0.6 OVERHANG and s 1,01; 6okdnuc and (1 0 20 50 100 200 500 1000 EFFECTIVE WIND AREA (sq.ft.) ALfiEG10NS -2 0 -1.8 -1.6 1.4 -1.2 -1.0 -0.8 0.8 GCp -0.4I -0.2 30° < q < 45° 0 1.0 0.8 -1 1.2 a® 0 20 50 100 200 500 1000 EFFECTIVE •WINDDEG oREEA (sq.ft.) *overhang coefficients include contributions from both upper and lower surfaces. 1992/1993 Revisions Standard Building Code©1991 - 14$- 1 FIGURE 1205.2F MONOSLOPE ROOF COEFFICIENTS GCp COMPONENTS & CLADDING Enclosed Buildings with Height of 60 ft or Less 3°<a<10° -3. -3.2 -3.0 -2.8 -2.8 -2.4f ' -2.2 r! -2.0 -1.8 GC -1.6 p -1.4 -1.0` -0.8 -0.4 -0.2 0 R )0F'= 10 20 50 1a02)0 500 1000 EFFECTIVE WIND AREA (sq.ft.) 2Z O O 0 0 co c z �z -4 I A NOTES For 3° < A < 5° coefficients may be reduced 10% for corner coefficients, C, only,.. For 0° < a < 3°, use Figure 1205.2D. FIGURE 1205.2G MONOSLOPE ROOF COEFFICIENTS GCp COMPONENTS & CLADDING 10°<a<30° -3.8, -3.4 -3.2 -3.0 -2.8 -2.8 -2.4 \C-c) 1 -2:2 S -2.0 • GC-i.8-1' 1-� P -1.4' i t -1.2 -1 .0 o.a -0.8 -0.4 -0.2: R')0l'� 10 20 50 100200 5001000 EFFECTIVE WIND AREA (sq.ft.) O O 13) z Z z 4 Standard Building Code©1991 1992/1993 Revisions titltUtuutu it1tUtU1lt UtUttl11tIt1U1(ltI1UlI&l%IUl ummt IUt11UUUWi1tUUUUUUt111 - 15 - Add new Table 1705.2, effective upon passage, as follows: TABLE 1705.2 ROOF SHEATHING FASTENING SCHEDULE High=Win¢ Uollft Schedule (ASCE 7-88, Components and Cladding) 1 `•l ' (Includng 1' overhang) Maximum 1' overhangs, roof framing 24" o. c. . Nominal panel thickness < 5/8" mean roof height < 25', 8d common nails 25' < mean roof height < 35', 8d ring -shank nails in Fastening Zone 3 Fastening Zone 1 6" Panel ends 6" Over Intermediate supports Fastening Zone 2 6" Panel ends 6" Over intermediate supports Fastening Zone 3 4" Over gable -end wall or truss 6" Over other supports (Panel ends, intermediate, and brodcing when required) - 16 - Annd Table 1706.6A, effective on passage, as follows: TABLE 1706.6A TABLE 1706.6A - ALLOWABLE SPANS FOR PLYWOOD FLOOR AND ROOF SHEATHING CONTINUOUS OVER TWO OR MORE SPANS AND FACE GRAIN PERPENDICULAR TO SUPPORTS. - -Roof Floor Maximum Span (in) Load (psf) Total Live Load Load Maximum Span (in) Panel Panel Edges Span Thickness Blocked Rating (in) or other Edges ,Support Unblocked 12/0.---.6116 13 11 435 130 -----0 44/0--g -i , 318 11 16 —80 65 .----0 440-5443-2018 --2,e 30 -40 55 ___...0 24/0 3/8 • 21 20 60 45 -----0 44/0--15/2244 - 2e----24 60 45 --0 32/1619/32-5/8 32 28 55 35 16' 40/20 19/32,7/8 40 32 403 353 20s, s 48/24 23/32,7/8 48 36 403 353 24 1. These values apply for.Structural I and II, C-D Sheathing and C-C grades only. Spans shall be limited to values shown because of possible effect of concentrated loads. Edges may he blocked with lumber or other approved type of edge support. 2. Span Rating appears on all panels in construction grades listed in footnote 1. 3. For roof live load of 40 psf or total load of 55 psf, decrease spans by 13% or use panel with next greater Span. Rating. - 4. Plywood edges shall have approved tongue and groove joints or shall be supported with blocking, unless 1/4 inch minimum thickness underlayment or 1 1/2 inches approved cellular or lightweight concrete is used installed, or finished floor is 3714 25/32 inches wood strip. Allowable uniform load based on deflection of 1/360 of span is 165 psf. 5. May be 24 inches if 25/32 inches wood strip flooring is installed at right angles to joists. 6. For joists spaced 24 inches o.c. plywood sheathing with Span Ratings numbers 40/20 or greater can be used for subfloors when supporting 1 1/2 inches lightweight concrete. 7. 'In no case shall any roof sheathing be less than 32/16 - 19/32 inches plywood in spans 16 inches or more on center. Blocking or clips are required for less than 19/32 inches thick plywood sheathing. - 17 - Add new Section 2505.5, effective 1 January 1994, to read as follows: 1 Section 2505.5 Concrete and Clay Roof Tiles, 2505.5.1 Overturning Resistance. Concrete and clay roof tiles shall be tested to determine their resistance to overturning in accordance with the SBCCI Standard for Determining the Wind Resistance of Concrete or Clay Roof Tiles. 2502.5.2 Wind Tunnel Testing. When roof tiles do not satisfy the limitations in Chapter 12 for rigid tile, a wind tunnel test may be used to determine the wind resistance characteristicofthe concreteorclay tile roof covering in accordance with the SBCCI Standard for Determining the Wind Resistance of Concrete or Clay Roof Tiles. Add new Section 2505, effective 1 January 1994, to read as follows: 2506 TEST REPORTS Copies of the test procedure and the test report shall be submitted to the Building Official. The number of Copies to be submitted shall be determined. by the Building Official. As a minimum, the test report shall identify the test procedure used, a detailed description of the construction tested, the various load capacities for which the construction was tested and the type of failure observed. Amend Section 2601.3.3, effective 1 April 1994, to read as follows: 2601.3.3. Impacts From Wind Borne Debris. Exposed exterior glazing shall be designed for impacts from wind borne debris in accordance with 1205.1 and 1205.5. Amend Section 2703.3 heading, effective April 1, 1994, to read as follows: 2703.3. Wind, Snow, Dead and Impact Loads Add new Section 2703.3.4, effective 1 April 1994, to read as follows: 2703.3.4. Impacts from Wind Borne Debris. Exposed exterior glazing shall be designed for impacts from wind borne debris in accordance with 1205.1 and 1205.5. Delete Sections 3202.1.5 and 3202.3.4 effective 1 January 1995. bldgcde6.ord - 18 - Add new section 3202.2, effective 1 January 1994; to read as follows: 3202.2 Wind -Loads and Wind Resistance 3202.2.1 Wind loads on roof decks and other structural members supporting roof coverings are specified in 1205. 3202.2.2 Roof systems with built up, modified bitumen, fully adhered or mechanically attached single ply, metal panels or other types of membrane roof . coverings shall be designed to withstand the appropriate__wind loads_ prescribed-in_1205. 3202.2.3 Ballasted single ply roof system coverings shall be designed in accordance with ANSI/RMA/SPRI RP-4 (1988) "Wind Design Guide for Ballasted Single Ply Roofing Systems." 3202.2.4 Asphalt shingles shall have self -seal strips or shall be interlocking, and shall have the type and minimum number of fasteners recommended by the manufacturer. Delete, effective 1 January 1, 1994, Appendix 3, Minimum Structural Requirements for One and Two Family Dwellings. Section 2. - REPEAL OF LAWS IN CONFLICT All local laws and ordinances of the Village of North Palm Beach, Florida, or parts thereof which conflict with this or any parts of this ordinance are hereby repealed. Section 3. - COMPREHENSIVE PLAN The Codes and amendments adopted by this Ordinance are in compliance with the Village Comprehensive Plan. Section 4. - CAPTIONS The captions, section headings, and section designation used in this Code are intended for convenience of users only and shall have no effect on the interpretation of the provisions of this Ordinance. Section 5. - INCLUSION IN CODE The provisions of this Ordinance shall become and be made a part of the Code of Laws and Ordinances of the Village of North Palm Beach. The sections of this Ordinance may be retitled, renumbered or relettered to accomplish such and the word, "Ordinance" may be changed to "section", "article" or any other appropriate words. ldgcde7.ord - 19 - Section 6. - SEVERABILITY • If any section, paragraph, sentence clause, phrase, or word of this Ordinance is for any 'reason' held to be unconstitutional, inoperative, or void, such holding shall not_affect--the-valid-ity of the remainder of this Ordinance. Section 7. - This requirements of this Ordinance shall take effect immediately upon passage. PLACED ON FIRST READING THIS 26th DAY OF Amust , 1993. PLACED ON PUBLIC HEARING THIS gth DAY OF September , 1993. PLACEPQ3;4ECOND, FINAL READING AND PASSED THIS 9th DAY OF `,SePtemberio_'',, , 1993. Village Clerk MAYOR Dldgcde8.ord - 20 -