The concentrated wheel load shall be applied on an area of 4. The minimum concentrated load on stair treads shall be applied on an area of 2 inches by 2 inches. This load need not be assumed to act concurrently with the uniform load.
Where snow loads occur that are in excess of the design conditions, the structure shall be designed to support the loads due to the increased loads caused by drift buildup or a greater snow design determined by the building official see Section See Section Uninhabitable attics without storage are those where the maximum clear height between the joists and rafters is less than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses.
This live load need not be assumed to act concurrently with any other live load requirements. The live load need only be applied to those portions of the joists or truss bottom chords where both of the following conditions are met: The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches.
The slopes of the joists or truss bottom chords are not greater than two units vertical in 12 units horizontal. Attic spaces served by stairways other than the pull-down type shall be designed to support the minimum live load specified for habitable attics and sleeping rooms. Areas of occupiable roofs, other than roof gardens and assembly areas , shall be designed for appropriate loads as approved by the building official.
Unoccupied landscaped areas of roofs shall be designed in accordance with Section Live load reduction is not permitted. Live load reduction is only permitted in accordance with Section For occupancies or uses not designated in Table The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall not be less than the minimum uniformly distributed live loads given in Table Floors, roofs and other similar surfaces shall be designed to support the uniformly distributed live loads prescribed in Section In office buildings and in other buildings where partition locations are subject to change, provisions for partition weight shall be made, whether or not partitions are shown on the construction documents , unless the specified live load is 80 psf 3.
The partition load shall be not less than a uniformly distributed live load of 15 psf 0. Helipads shall be designed for the following live loads : A uniform live load , L , as specified in Items 1.
A single concentrated live load , L , of 3, pounds The concentrated load is not required to act concurrently with other uniform or concentrated live loads. Two single concentrated live loads , L , 8 feet mm apart applied on the landing pad representing the helicopter's two main landing gear, whether skid type or wheeled type , each having a magnitude of 0. The concentrated loads shall be applied over an area of 8 inches by 8 inches mm by mm and are not required to act concurrently with other uniform or concentrated live loads.
Floors and other surfaces that are intended to support vehicle loads greater than a 10,pound kg gross vehicle weight rating shall comply with Sections Where any structure does not restrict access for vehicles that exceed a 10,pound kg gross vehicle weight rating, those portions of the structure subject to such loads shall be designed using the vehicular live loads , including consideration of impact and fatigue, in accordance with the codes and specifications required by the jurisdiction having authority for the design and construction of the roadways and bridges in the same location of the structure.
Where a structure or portions of a structure are accessed and loaded by fire department access vehicles and other similar emergency vehicles, the structure shall be designed for the greater of the following loads : The actual operational loads , including outrigger reactions and contact areas of the vehicles as stipulated and approved by the building official.
The live loading specified in Section Where a structure is intended to have forklifts or other movable equipment present, the structure shall be designed for the total vehicle or equipment load and the individual wheel loads for the anticipated vehicles as specified by the owner of the facility.
These loads shall be posted in accordance with Section Impact loads and fatigue loading shall be considered in the design of the supporting structure. For the purposes of design, the vehicle and wheel loads shall be increased by 30 percent to account for impact. The maximum weight of vehicles allowed into or on a garage or other structure shall be posted by the owner or the owner 's authorized agent in accordance with Section Handrails and guards shall be designed and constructed for the structural loading conditions set forth in Section Grab bars, shower seats and accessible benches shall be designed and constructed for the structural loading conditions set forth in Section Exceptions: For one- and two-family dwellings , only the single concentrated load required by Section In Group I-3 , F, H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 pounds per foot 0.
Handrails and guards shall be designed to resist a concentrated load of pounds 0. Intermediate rails all those except the handrail , balusters and panel fillers shall be designed to resist a concentrated load of 50 pounds 0. Grab bars, shower seats and dressing room bench seats shall be designed to resist a single concentrated load of pounds 1. Vehicle barriers for passenger vehicles shall be designed to resist a concentrated load of 6, pounds Garages accommodating trucks and buses shall be designed in accordance with an approved method that contains provisions for traffic railings.
The live loads specified in Sections Provisions shall be made in the structural design for uses and loads that involve unusual vibration and impact forces. Members, elements and components subject to dynamic loads from elevators shall be designed for impact loads and deflection limits prescribed by ASME A For the purpose of design, the weight of machinery and moving loads shall be increased as follows to allow for impact: Light machinery, shaft - or motor-driven, 20 percent.
Reciprocating machinery or power-driven units, 50 percent. Percentages shall be increased where specified by the manufacturer. In addition to any other applicable live loads , fall arrest and lifeline anchorages and structural elements that support these anchorages shall be designed for a live load of not less than 3, pounds Except for uniform live loads at roofs, all other minimum uniformly distributed live loads , L o , in Table Uniform live loads at roofs are permitted to be reduced in accordance with Section Members without provisions for continuous shear transfer normal to their span.
The tributary area , A T , for use in Equation for one-way slabs shall not exceed an area defined by the slab span times a width normal to the span of 1. Exceptions: The live loads for members supporting two or more floors are permitted to be reduced by not greater than 20 percent, but the live load shall be not less than L as calculated in Section For uses other than storage, where approved , additional live load reductions shall be permitted where shown by the registered design professional that a rational approach has been used and that such reductions are warranted.
A reduction shall not be permitted in passenger vehicle parking garages except that the live loads for members supporting two or more floors are permitted to be reduced by not greater than 20 percent. For live loads not exceeding psf 4. For one-way slabs, the area , A, for use in Equation shall not exceed the product of the slab span and a width normal to the span of 0. Where uniform floor live loads are involved in the design of structural members arranged so as to create continuity, the minimum applied loads shall be the full dead loads on all spans in combination with the floor live loads on spans selected to produce the greatest load effect at each location under consideration.
Floor live loads are permitted to be reduced in accordance with Section The structural supports of roofs and marquees shall be designed to resist wind and, where applicable, snow and earthquake loads , in addition to the dead load of construction and the appropriate live loads as prescribed in this section, or as set forth in Table The live loads acting on a sloping surface shall be assumed to act vertically on the horizontal projection of that surface.
Where uniform roof live loads are reduced to less than 20 psf 0. The minimum uniformly distributed live loads of roofs and marquees , L o , in Table Areas of roofs that are occupiable, such as vegetative roofs , roof gardens or for assembly or other similar purposes, and marquees are permitted to have their uniformly distributed live loads reduced in accordance with Section The weight of all landscaping materials shall be considered as dead load and shall be computed on the basis of saturation of the soil as determined in accordance with Section 3.
The uniform design live load in unoccupied landscaped areas on roofs shall be 20 psf 0. The uniform design live load for occupied landscaped areas on roofs shall be determined in accordance with Table Awnings and canopies shall be designed for uniform live loads as required in Table Roof structures that provide support for photovoltaic panel systems shall be designed in accordance with Sections Roof structures that support photovoltaic panel systems shall be designed to resist each of the following conditions: Applicable uniform and concentrated roof loads with the photovoltaic panel system dead loads.
Applicable uniform and concentrated roof loads without the photovoltaic panel system present. The structure of a roof that supports solar photovoltaic panels or modules shall be designed to accommodate the full solar photovoltaic panels or modules and ballast dead load , including concentrated loads from support frames in combination with the loads from Section Where applicable, snow drift loads created by the photovoltaic panels or modules shall be included.
Structures with open grid framing and without a roof deck or sheathing supporting photovoltaic panel systems shall be designed to support the uniform and concentrated roof live loads specified in Section Roof structures that provide support for ballasted photovoltaic panel systems shall be designed, or analyzed, in accordance with Section The crane live load shall be the rated capacity of the crane. Design loads for the runway beams, including connections and support brackets, of moving bridge cranes and monorail cranes shall include the maximum wheel loads of the crane and the vertical impact, lateral and longitudinal forces induced by the moving crane.
The maximum wheel loads shall be the wheel loads produced by the weight of the bridge, as applicable, plus the sum of the rated capacity and the weight of the trolley with the trolley positioned on its runway at the location where the resulting load effect is maximum. The maximum wheel loads of the crane shall be increased by the following percentages to determine the induced vertical impact or vibration force: Monorail cranes powered 25 percent Cab-operated or remotely operated bridge cranes powered 25 percent Pendant-operated bridge cranes powered 10 percent Bridge cranes or monorail cranes with hand-geared bridge, trolley and hoist 0 percent.
The lateral force on crane runway beams with electrically powered trolleys shall be calculated as 20 percent of the sum of the rated capacity of the crane and the weight of the hoist and trolley. The lateral force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction perpendicular to the beam, and shall be distributed with due regard to the lateral stiffness of the runway beam and supporting structure.
The longitudinal force on crane runway beams, except for bridge cranes with hand-geared bridges, shall be calculated as 10 percent of the maximum wheel loads of the crane. The longitudinal force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction parallel to the beam. Interior walls and partitions that exceed 6 feet mm in height, including their finish materials, shall have adequate strength and stiffness to resist the loads to which they are subjected but not less than a horizontal load of 5 psf 0.
Fabric partitions that exceed 6 feet mm in height, including their finish materials, shall have adequate strength and stiffness to resist the following load conditions: The horizontal distributed load need only be applied to the partition framing. The total area used to determine the distributed load shall be the area of the fabric face between the framing members to which the fabric is attached.
The total distributed load shall be uniformly applied to such framing members in proportion to the length of each member. A concentrated load of 40 pounds 0. In order to meet the structural stability requirements of Section Section Snow Loads. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7, but the design roof load shall be not less than that determined by Section For the City of Philadelphia, the ground snow load to be used in determining the design snow loads shall be 25 pounds per square foot 1.
Susceptible bays of roofs shall be evaluated for ponding instability in accordance with Chapters 7 and 8 of ASCE 7. Section Wind Loads. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures.
Exceptions: Subject to the limitations of Section Subject to the limitations of Section Designs using TIA for antenna-supporting structures and antennas, provided that the horizontal extent of Topographic Category 2 escarpments in Section 2. The maximum average slope of the hill exceeds 10 percent.
The hill, ridge or escarpment is unobstructed upwind by other such topographic features for a distance from the high point of 50 times the height of the hill or 2 miles 3. In windborne debris regions , glazing in buildings shall be impact resistant or protected with an impact-resistant covering meeting the requirements of an approved impact-resistant standard or ASTM E and ASTM E referenced herein as follows: Glazed openings located within 30 feet mm of grade shall meet the requirements of the large missile test of ASTM E Glazed openings located more than 30 feet mm above grade shall meet the provisions of the small missile test of ASTM E Panels shall be precut so that they shall be attached to the framing surrounding the opening containing the product with the glazed opening.
Panels shall be predrilled as required for the anchorage method and shall be secured with the attachment hardware provided. Attachments shall be designed to resist the components and cladding loads determined in accordance with the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed on the building.
Attachment in accordance with Table Glazing in Risk Category I buildings, including greenhouses that are occupied for growing plants on a production or research basis, without public access shall be permitted to be unprotected.
Glazing in Risk Category II, III or IV buildings located over 60 feet 18 mm above the ground and over 30 feet mm above aggregate surface roofs located within 1, feet m of the building shall be permitted to be unprotected. This table is based on mph wind speeds and a foot mean roof height. Fasteners shall be installed at opposing ends of the wood structural panel.
Fasteners shall be located not less than 1 inch from the edge of the panel. Anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame.
Louvers protecting intake and exhaust ventilation ducts not assumed to be open that are located within 30 feet mm of grade shall meet the requirements of AMCA The text of Section 6. Linear interpolation between contours. Point values are provided to aid with interpolation. Islands, coastal areas , and land boundaries outside the last contour shall use the last wind speed contour. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
Location-specific basic wind speeds shall be permitted to be determined using www. Wind speeds correspond to approximately a 1. Notes: Values are nominal design 3-second gust wind speeds in miles per hour at 33 ft 10m above ground for Exposure C Category. Linear interpolation between contours is permitted. Islands and coastal areas outside the last contour shall use the las wind speed contour of the coastal area.
It is permitted to use the standard values of K zt of 1. Ocean promontories and local escarpments shall be examined for unusual wind conditions. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area. Linear interpolation is permitted. For each wind direction considered, an exposure category that adequately reflects the characteristics of ground surface irregularities shall be determined for the site at which the building or structure is to be constructed.
Account shall be taken of variations in ground surface roughness that arise from natural topography and vegetation as well as from constructed features. For each selected wind direction at which the wind loads are to be evaluated, the exposure of the building or structure shall be determined for the two upwind sectors extending 45 degrees 0. The exposures in these two sectors shall be determined in accordance with Sections An exposure category shall be determined in accordance with the following: Exposure B.
Roof systems shall be designed and constructed in accordance with Sections The roof deck shall be designed to withstand the wind pressures determined in accordance with ASCE 7.
Wind loads on rigid tile roof coverings shall be determined in accordance with the following equation: Equation Section Soil Lateral Loads. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or saturated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads. Unsuitable as backfill material. Section Rain Loads. Susceptible bays of roofs shall be evaluated for ponding instability in accordance with Section 8.
Roofs equipped with hardware to control the rate of drainage shall be equipped with a secondary drainage system at a higher elevation that limits accumulation of water on the roof above that elevation. Such roofs shall be designed to sustain the load of rainwater that will accumulate on them to the elevation of the secondary drainage system plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow determined from Section Such roofs shall be checked for ponding instability in accordance with Section Within flood hazard areas as established in Section For buildings that are located in more than one flood hazard area , the provisions associated with the most restrictive flood hazard area shall apply.
The design and construction of buildings and structures located in flood hazard areas , including coastal high hazard areas and coastal A zones , shall be in accordance with Chapter 5 of ASCE 7 and ASCE Exception: Accessory structures need not be elevated or floodproofed to remain dry where they comply with all of the following requirements: The structure shall not be designed or used for human habitation, but shall be limited to the parking of vehicles, or to the storage of tools, material, and equipment related to the principal use or activity; The floor area shall not exceed square feet; The structure will have a low damage potential; The structure will be located on the site so as to cause the least obstruction to the flow of flood waters; Power lines, wiring, and outlets will be elevated to the elevation requirements of Section B Designs for meeting this requirement must either be certified by a registered design professional , or meet or exceed the following minimum criteria: a minimum of two openings having a net total area of not less than one 1 square inch for every square foot of enclosed space; the bottom of all openings shall be no higher than one 1 foot above grade.
To establish flood hazard areas , the governing body shall adopt a flood hazard map and supporting data. The adopted flood hazard map and supporting data are hereby adopted by reference and declared to be part of this S ection.
Determine the design flood elevation or floodway in accordance with accepted hydrologic and hydraulic engineering practices used to define special flood hazard areas. Determinations shall be undertaken by a registered design professional who shall document that the technical methods used reflect currently accepted engineering practice.
In riverine flood hazard areas where design flood elevations are specified but floodways have not been designated, the applicant shall provide a floodway analysis that demonstrates that the proposed work will not increase the design flood elevation more than 1 foot mm at any point within the jurisdiction of the applicable governing authority. The following documentation shall be prepared and sealed by a registered design professional and submitted to the building official : For construction in flood hazard areas other than coastal high hazard areas or coastal A zones : 1.
The elevation of the lowest floor , including the basement , as required by the lowest floor elevation inspection in Section For fully enclosed areas below the design flood elevation where provisions to allow for the automatic entry and exit of floodwaters do not meet the minimum requirements in Section 2. For dry floodproofed nonresidential buildings, construction documents shall include a statement that the dry floodproofing is designed in accordance with ASCE For construction in coastal high hazard areas and coastal A zones : 2.
The elevation of the bottom of the lowest horizontal structural member as required by the lowest floor elevation inspection in Section Construction documents shall include a statement that the building is designed in accordance with ASCE 24, including that the pile or column foundation and building or structure to be attached thereto is designed to be anchored to resist flotation, collapse and lateral movement due to the effects of wind and flood loads acting simultaneously on all building components, and other load requirements of Chapter For breakaway walls designed to have a resistance of more than 20 psf 0.
Section Earthquake Loads. Exceptions: Detached one- and two-family dwellings , assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration, S S , is less than 0.
The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section are not required to be analyzed as specified in this section. Agricultural storage structures intended only for incidental human occupancy. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors.
Seismic ground motion values shall be determined in accordance with this section. For the City of Philadelphia, the short period spectral response acceleration Ss shall be 0. The maximum considered earthquake spectral response acceleration for short periods, S MS , and at 1-second period, S M1 , adjusted for site class effects shall be determined by Equations and , respectively: Equation Equation but S MS shall not be taken less than S M1 except when determining the seismic design category in accordance with Section Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, S s.
Values shall be determined in accordance with Section Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, S 1. See requirements for site -specific ground motions in Section In each of the two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than T s.
The diaphragms are rigid or are permitted to be idealized as rigid in accordance with Section Ballasted, roof-mounted photovoltaic panel systems need not be rigidly attached to the roof or supporting structure.
Ballasted non-penetrating systems shall be designed and installed only on roofs with slopes not more than one unit vertical in 12 units horizontal. Ballasted nonpenetrating systems shall be designed to resist sliding and uplift resulting from lateral and vertical forces as required by Section , using a coefficient of friction determined by acceptable engineering principles.
In structures assigned to Seismic Design Category C, D, E or F, ballasted nonpenetrating systems shall be designed to accommodate seismic displacement determined by nonlinear response-history or other approved analysis or shake-table testing, using input motions consistent with ASCE 7 lateral and vertical seismic forces for nonstructural components on roofs.
Section Atmospheric Ice Loads. Ice-sensitive structures shall be designed for atmospheric ice loads in accordance with Chapter 10 of ASCE 7. Section Tsunami Loads. Section Structural Integrity. Frame structures shall comply with the requirements of this section. Frame structures constructed with a structural steel frame or a frame composed of open web steel joists , joist girders with or without other structural steel elements or a frame composed of composite steel or composite steel joists and reinforced concrete elements shall conform to the requirements of this section.
Each column splice shall have the minimum design strength in tension to transfer the design dead and live load tributary to the column between the splice and the splice or base immediately below.
Precast bearing wall structures constructed solely of reinforced or prestressed concrete , or combinations of these shall conform to the requirements of Sections Ties in bearing wall structures other than those covered in Section Transverse ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls ; or connections of continuous framing members to walls.
Transverse ties shall be placed not farther apart than the spacing of load-bearing walls. Transverse ties shall have minimum nominal tensile strength T T , given by Equation Vertical ties shall consist of continuous or spliced reinforcing, continuous or spliced members, wall sheathing or other engineered systems. Vertical tension ties shall be provided in bearing walls and shall be continuous over the height of the building.
The minimum nominal tensile strength for vertical ties within a bearing wall shall be equal to the weight of the wall within that story plus the weight of the diaphragm tributary to the wall in the story below. Not fewer than two ties shall be provided for each wall. P Bookmark. UpCodes Premium. Dead load. Combined effect of horizontal and vertical earthquake induced forces as defined in Section 2.
Load due to fluids with well-defined pressures and maximum heights. Then visit:. If you need help filing your application online, you can schedule a virtual appointment. You need an appointment to visit the Permit and License Center in person.
Permit and License Center John F. Kennedy Blvd. Before applying, review the summary of building permit fees to estimate the cost. Applications for new construction that include plans are eligible for expedited review. Accelerated applications are reviewed within 5 business days. To apply, fill out an Accelerated Plan Review request form and submit with your permit application. Accelerated review fees will not be credited toward your final permit fee. Personal checks are accepted.
Checks and money orders must have issue dates within 12 months of the transaction. If you renew your license more than 60 days after the due date, you will be charged 1. The applicant can accelerate the application for an additional fee. If your project is eligible for a day review based on regulation , you MUST include the following:. Contact your local inspection office when the contractor is ready to start work.
The contact information and required inspections will be noted on your permit. If applying as a licensed professional or contractor, you must first associate your license or registration with your online account. If the application is not approved, you will receive an email stating what is missing or required.
Before a permit can be issued, the contractor must be identified and confirm their association with the project. COVID vaccine. The vaccine is available to everyone 12 and older!
Find a City-run vaccine clinic or partner vaccine clinic to protect yourself and your loved ones. If you have questions about vaccination, call Service overview You must get a Building Permit before starting a project that: Constructs a new building. Enlarges or adds to an existing structure. Changes the interior or exterior of an existing structure. Partially or fully demolishes a structure.
Changes the occupancy classification of any part of a building. Increases the occupant load in a space. Includes 5, sq. Projects that may not need permits For some projects, you may not even need a Building Permit at all.
Fencing up to six feet in height. Retaining walls up to two feet in height. Pointing masonry. Replacing doors and windows in one-or-two-family dwellings. The permit does not authorize any unnecessary renovations or additions.
You need separate permits to do additional construction, plumbing, electrical, or other work. Property owners and their authorized agents can apply for this permit. Authorized agents include:. You must have this approval in order to apply. See how to get approval for work to a historic property. Submit your stamped plan as proof of approval when making your application. You need an appointment to visit the Permit and License Center in person.
Permit and License Center John F. Kennedy Blvd. This fee is nonrefundable and is applied towards the final permit fee.
This fee is not required for permits without plans. Before applying, review the summary of building permit fees to estimate the cost. Personal checks are accepted. Checks and money orders must have issue dates within 12 months of the transaction. If you renew your license more than 60 days after the due date, you will be charged 1. Before a permit can be issued, the contractor must be identified. The applicant must respond to any request for information within 10 business days or the application will be abandoned.
COVID vaccine. The vaccine is available to everyone 12 and older!
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