Design Criteria

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Design Criteria Design Loads 1. DEAD LOADS 2. LIVE LOADS 3. LATERAL LOADS 4. LOAD COMBINATIONS

NOTE: The following data are taken or derived from different sources which include various technical publications, manufacturers' data sheets, suppliers' brochures and actual weighing or measurement of building material. These data are compiled to serve as reference in structural design unless specific data are given by clients or consultants. Other engineers who want to adopt these design criteria may do so at their own risk as there are data derived based on assumptions that are not shown in this document.

1. DEAD LOADS 1.1 Roofing ROOF OR WALL COVERINGS INCLUDING LAPS AND FASTENINGS Metal deck, gage 20, 120 Pa Metal deck, gage 18, 140 Pa US std. ga. 26 (.50mmt) corr. G.I., 77 Pa US std. ga. 24 (.65mmt) corr. G.I., 96 Pa US std. ga. 22 (.80mmt) corr. G.I., 116 Pa Saudi Cover TP 30-SS (.50 to .90mmt), 44 to 84 Pa Saudi Cover TRP40R-200 (.50 to .90mmt), 46 to 87 Pa Saudi Cover TRP65-150 (.50 to .90mmt), 54 to 101 Pa Hesco VP-25 (.50mmt), 48 Pa Hesco VP-25 (.90mmt), 86 Pa Hesco VP-40 (.90mmt), 82 Pa Hesco VP-65 (1.20mmt), 133 Pa Hesco VF-55 (.5mm skin sht.), 120 Pa Hesco VF-75 (.75mm skin sht.), 177 Pa Hesco VF-85 (.75mm skin sht.), 177 Pa US std. ga. 26 plain G.I. including battens and sheathing boards, 317 Pa US std. ga. 24 plain G.I. including battens and sheathing boards, 327 Pa US std. ga. 22 plain G.I. including battens and sheathing boards, 336 Pa Corr. fiberglass sht. 3mmt, 69 Pa Corr. aluminum sht., 48 Pa Copper sht., 96 Pa Tin sht., 48 Pa SHINGLES Wood shingles, 140 Pa Asphalt shingles, 100 Pa Asbestos-cement, 190 Pa TILES Cement, 770 Pa Clay tile (for mortar add 480 Pa)

Book tile, 51 mm, 570 Pa Book tile, 76 mm, 960 Pa Ludowici, 480 Pa Roman, 570 Pa Spanish, 910 Pa SHEATHING Gypsum, 3mm thk, 100 Pa Plywood or wood, per mm thickness, 6 Pa INSULATION, ROOF BOARDS, PER MM THICKNESS Cellular glass, 1.3 Pa Fibrous glass, 2.1 Pa Fiberboard, 2.8 Pa Perlite, 1.5 Pa Polystyrene foam, 0.4 Pa Urethane foam with skin, 0.9 Pa Rigid foam plastic, 75 Pa AFICO HD-16 blanket insulation, 50mm thk, 8 Pa AFICO HD-24 blanket insulation, 50mmt thk, 12 Pa Fiberglass batts, 25 Pa Rigid insulation, 13mm, 40 Pa SKYLIGHT Skylight, metal frame, 10mm wire glass, 380 Pa Aluminum frame, plastic glass, 290 Pa COMPOSITION ROOFING Three-ply ready roofing, 50 Pa Four-ply felt and gravel, 260 Pa Five-ply felt and gravel, 290 Pa Copper or tin, 50 Pa Decking, 51mm wood (Douglas fir), 240 Pa Decking, 76mm wood (Douglas fir), 380 Pa Fiberboard, 13mm, 40 Pa Slate, 5mmt, 340 Pa Slate, 6mmt, 480 Pa WATERPROOFING MEMBRANES: Bituminous, gravel-covered, 260 Pa Bituminous, smooth surface, 70 Pa Liquid applied, 50 Pa Single-ply, sheet, 30 Pa Torchply 1200, 30 Pa

1.2 Roof Structures ROOF TRUSS AND PURLINS IF SIZE NOT SPECIFIED, 144 Pa PURLINS 200Z15 at 1.5m o.c., 28 Pa 200Z18 at 1.5m o.c., 33 Pa 200Z22 at 1.5m o.c., 40 Pa 200Z26 at 1.5m o.c., 48 Pa 200Z15 at 2.0m o.c., 20 Pa 200Z18 at 2.0m o.c., 25 Pa 200Z22 at 2.0m o.c., 30 Pa 200Z26 at 2.0m o.c., 36 Pa IPE80 at 1.36m o.c., span=5m, welded to rafter, 52 Pa C100x50x15x2 at 1.00m o.c., span=5.5m, sag rod at midspan, Pa C100x50x20x2 at 1.00m o.c., span=5m, sag rod at midspan, 35 Pa

C150x60x20x2 at 1.00m o.c., span=5m, no sag rod), 46 Pa C150x50x20x2.3 at 1.40m o.c., span=5m, sag rod at midspan, 35 Pa C200x75x25x4.5 at 1.25m o.c., 106 Pa C200x75x25x3.2 at 1.27m o.c., 74 Pa C200x75x30x3 at 1.25m o.c., 70 Pa PLANK AND BEAM, 240 Pa HOLLOW-CORE SLABS 150mmt, 2440 Pa 200mmt, 2800 Pa 250mmt, 3300 Pa 300mmt, 3550 Pa WOODEN CANOPY INCLUDING FRAMES AND TILES, 3590 Pa

1.3 Ceilings Acoustical fiber board, 50 Pa Gypsum board (per mm thickness), 8 Pa Mechanical duct allowance, 190 Pa Plaster on tile or concrete, 240 Pa Plaster on wood lath, 380 Pa Suspended steel channel system, 100 Pa Suspended metal lath and gypsum plaster, 480 Pa Suspended metal lath and cement plaster, 720 Pa Wood furring suspension system, 120 Pa Acoustic tile, including joists and furrings, 240 Pa Acoustical board, 25mmt, including joists and furrings, 312 Pa Asbestos cement sht., 5mmt, including joists and furrings, 336 Pa Asbestos cement sht., 6mmt, including joists and furrings, 384 Pa Gypsum board, 12mmt, including joists and furrings, 336 Pa Plywood, 6mmt, including joists and furrings, 240 Pa Suspended lighting, 50 Pa Suspended air conditioning ducting, 100 Pa SUSPENDED LIGHTING AND AIR DISTRIBUTION SYSTEM, 150 Pa SPRINKLER SYSTEM, 150 Pa Wood board, 22mmt, including joists and furrings, 384 Pa

1.4 Walls and Partitions HOLLOW CONCRETE MASONRY UNIT WYTHES: Density of masonry unit is assumed at 21.21 KN/m3. Weight shown below include mortar and plaster on both faces. For other densities and thicknesses, check with ANSI/ASCE 7-95. No grout: 102 thick, 1870 Pa 152 thick, 1920 Pa 203 thick, 2350 Pa Grout at 1219mm: 152 thick, 2200 Pa 203 thick, 2730 Pa Grout at 1016mm: 152 thick, 2250 Pa 203 thick, 2780 Pa Grout at 813mm: 152 thick, 2300 Pa 203 thick, 2870 Pa

Grout at 610mm: 152 thick, 2440 Pa 203 thick, 3070 Pa Grout at 406mm: 152 thick, 2680 Pa 203 thick, 3400 Pa Full grout: 152 thick, 3450 Pa 203 thick, 4450 Pa CLAY BRICK WYTHES: 102 thick, 1870 Pa 203 thick, 3780 Pa 305 thick, 5510 Pa 406 thick, 7420 Pa CAVITY WALL, 350mmt (100+50+50+150), 4420 Pa HORDI BLOCKS (390/350x190x240), 2516 Pa HORDI BLOCKS (390/350x190x190), 2118 Pa 6mmt plywood double wall on 50x100 studs, 336 Pa 12mmt gypsum board on 50x100 studs, 580 Pa 22mmt wood panel double wall on 50x100 studs, 4420 Pa 100mmt glass blocks, 864 Pa 100mmt clay tile and plaster, 960 Pa 300mt stone wall, 6720 Pa Gypsum lath and plaster on 50x100 studs, 960 Pa Metal stud and plaster, 960 Pa PARTITIONS SUBJECT TO CHANGE IN LOCATION AS PER UBC1997 SECTION 1606.2, PER FLOOR AREA, 960 Pa Exception: Access floor systems shall be designed to support, in addition to all other loads, a uniformly distributed dead load not less than 10 psf (480 Pa) of floor area. FRAME PARTITIONS Movable steel partitions, 190 Pa Wood or steel studs, 13mmt gypsum board each side, 380 Pa Wood studs, 51x102, unplastered, 190 Pa Wood studs, 51x102, plastered one side, 570 Pa Wood studs, 51x102, plastered two sides, 960 Pa FRAME WALLS Exterior stud walls: 51x102 @ 406, 16mmt gypsum, insulated, 10mmt siding, 530 Pa 51x152 @ 406, 16mmt gypsum, insulated, 10mmt siding, 570 Pa Exterior stud walls with brick veneer, 2300 Pa Windows, glass, frame and sash, 380 Pa

1.5 Floor Finishes Asphalt block, 51mmt on 13mmt mortar base, 1440 Pa Cement finish, 25mmt on stone-concrete fill, 1530 Pa Cement or quarry tile, 19mmt on 13mmt mortar bed, 770 Pa Cement or quarry tile, 19mmt on 25mmt mortar bed, 1100 Pa Concrete fill finish, per mm thickness, 23 Pa

Hardwood flooring, 22mmt, 190 Pa Linoleum or asphalt tile, 6mmt, 50 Pa Marble and mortar on stone-concrete fill, 1580 Pa Slate, per mm thickness, 28 Pa Solid flat tile on 25mmt mortar base, 1100 Pa Subflooring, 19mmt, 140 Pa Terrazzo, 38mmt, directly on slab, 910 Pa Terrazzo, 25mmt on stone-concrete fill, 1530 Pa Terrazzo, 25mmt on 51mmt stone-concrete, 1530 Pa Wood block, 76mmt on mastic, no fill, 480 Pa Wood block, 76mmt on 13mmt mortar base, 770 Pa Access floor panel for switchgear rooms: Type 6 (fiber reinforced mineral material) 34mmt, 215 Pa Type 5 (wood material) 38.5mmt, 125 Pa Asphalt tile on cement mortar base, 576 Pa Asphalt mastic flooring, 38mmt, 864 Pa Carpet and pad, average, 150 Pa Cement tile and mortar, 40mmt (912 to 960), 936 Pa Ceramic tiles, 19mmt, 480 Pa Ceramic tiles, thin set, 240 Pa Granolithic or terrazzo on mortar base (1440 to 1680), 1560 Pa Hardwood, 12mmt, 120 Pa Parquet floor on cement mortar base, 624 Pa Vitrified tile and mortar, 30mmt, 720 Pa Vinyl tiles, 3mmt, 70 Pa Wood floor, 22mmt on sleepers with conc. filler, 1440 Pa

1.6 Floor Tiles Cinder concrete, per mm, 17 Pa Lightweight concrete, per mm, 15 Pa Sand, per mm, 15 Pa Stone concrete, per mm, 23 Pa

1.7 Floor Structures Wood joists incl. bridgings, 240 Pa Ribbed slab, 300mmt with 240mmt hordi blocks, 5300 Pa Access flooring for switchgear stations (MERO Brand) 1m construction height: Type 2-1200 (20 KPa design load) excluding floor covering, 415 Pa Type 2-600 (38 KPa design load) excluding floor covering, 455 Pa Type 2M-1200 (20 KPa design load) excluding floor covering, 600 Pa Type 2M-600 (33.5 KPa design load) excluding floor covering, 640 Pa HOLLOW-CORE SLABS 150mmt, 2440 Pa 200mmt, 2800 Pa 250mmt, 3300 Pa 300mmt, 3550 Pa

1.8 Density of Miscellaneous Materials Aluminum, 26.7 KN/m3 Bituminous products:

Asphaltum, 12.7 KN/m3 Graphite, 21.2 KN/m3 Parafin, 8.8 KN/m3 Petroleum, crude, 8.6 KN/m3 Petroleum, refined, 7.9 KN/m3 Petroleum, benzine, 7.2 KN/m3 Petroleum, gasoline, 6.7 KN/m3 Pitch, .8 KN/m3 Tar, 11.8 KN/m3 Brass, 82.6 KN/m3 Brick, common (see masonry, brick), 17.60 KN/m3 Bronze, 86.7 KN/m3 Canned goods, cases, 9.11 KN/m3 Cast-stone masonry (cement, stone, sand), 22.6 KN/m3 Cement, Portland, loose, 14.1 KN/m3 Ceramic tile, 23.6 KN/m3 Charcoal, 1.9 KN/m3 Cinder fill, 9.0 KN/m3 Cinders, dry, in bulk, 7.1 KN/m3 Clay, dry (see earth), 22.00 KN/m3 Clay, wet (see earth), 30.64 KN/m3 Coal: Anthracite, piled, 8.2 KN/m3 Bituminous, piled, 7.4 KN/m3 Lignite, piled, 7.4 KN/m3 Peat, dry, piled, 3.6 KN/m3 Concrete, plain: Cinder, 17.0 KN/m3 Expanded-slag aggregate, 15.7 KN/m3 Haydite (burned-clay aggregate), 14.1 KN/m3 Slag, 20.7 KN/m3 Stone (including gravel), 22.6 KN/m3 Vermiculite and perlite aggregate, non load-bearing, 3.9 to 7.9 KN/m3 Other light aggregate, load-bearing, 11.0 to 16.5 KN/m3 Concrete, reinforced: Cinder, 17.4 KN/m3 Slag, 21.7 KN/m3 Stone (including gravel), 23.6 KN/m3 Concrete, lightweight, 18.00 KN/m3 (normally used for building roofs as protection of waterproofing) Copper, 87.3 KN/m3 Cork, compressed, 2.2 KN/m3 Earth, not submerged: Clay, dry, 9.9 KN/m3 Clay, damp, 17.3 KN/m3 Clay and gravel, dry, 15.7 KN/m3 Silt, moist, loose, 12.3 KN/m3 Silt, moist, packed, 15.1 KN/m3 Silt, flowing, 17.0 KN/m3 Sand and gravel, dry, loose, 15.7 KN/m3 Sand and gravel, dry, packed, 17.3 KN/m3 Sand and gravel, wet, 18.9 KN/m3 Standard mass of earth fill, 18.84 KN/m3 Ref. ASTM C789M - Specifications for Precast Box Culverts, Storm Drains & Sewers designed for HS-20 Truck Loads

Earth, submerged: Clay, 12.6 KN/m3 Soil, 11.0 KN/m3 River mud, 14.1 KN/m3 Sand or gravel, 9.4 KN/m3 Sand or gravel and clay, 10.2 KN/m3 Foamed concrete, 4.7 KN/m3 Gasoline, 6.7 KN/m3 Glass, 25.1 KN/m3 Gravel, dry, 16.3 KN/m3 Gypsum, loose, 11.0 KN/m3 Gypsum, wallboard, 7.9 KN/m3 Ice, 9.0 KN/m3 Insulation board, 0.34 KN/m3 Iron, cast, 70.7 KN/m3 Iron, wrought, 75.4 KN/m3 Lead, 111.5 KN/m3 Lime: Hydrated, loose, 5.0 KN/m3 Hydrated, compacted, 7.1 KN/m3 Manganese, 72.28 KN/m3 Masonry, Ashlar stone: Granite, 25.9 KN/m3 Limestone, crystalline, 25.9 KN/m3 Limestone, oolitic, 21.2 KN/m3 Marble, 27.2 KN/m3 Sandstone, 22.6 KN/m3 Masonry, Brick: Hard (low absorption), 20.4 KN/m3 Medium (medium absorption), 18.1 KN/m3 Soft (high absorption), 15.7 KN/m3 Masonry, Concrete ( applies to solid masonry and to the solid portion of hollow masonry): Lightweight units, 16.5 KN/m3 Medium, 19.6 KN/m3 Normal, 21.2 KN/m3 Masonry grout, 22.0 KN/m3 Masonry, Rubble stone: Granite, 24.0 KN/m3 Limestone, crystalline, 23.1 KN/m3 Limestone, oolitic, 21.7 KN/m3 Marble, 24.5 KN/m3 Sandstone, 21.5 KN/m3 Mortar, cement or lime, 20.4 KN/m3 Particle board, 7.1 KN/m3 Plywood, 5.7 KN/m3 Paint, 1.2 kg/liter approx. Riprap (not submerged): Limestone, 13.0 KN/m3 Sandstone, 14.1 KN/m3 River mud, 14.1 KN/m3

Rubber, 9.11 KN/m3 Sand: Clean and dry, 14.1 KN/m3 River sand, dry, 16.7 KN/m3 Siporex lightweight structural concrete (LCC-Siporex), 5.40 KN/m3 Slag: Bank, 11.0 KN/m3 Bank screenings, 17.0 KN/m3 Machine, 15.2 KN/m3 Sand, 8.2 KN/m3 Slate, 27.0 KN/m3 Snow, 5.50 KN/m3 Steel, cold-drawn, 77.3 KN/m3 Stone, quarried, piled: Basalt, granite, gneiss, 15.1 KN/m3 Limestone, marble, quartz, 14.9 KN/m3 Sandstone, 12.9 KN/m3 Shale, 14.5 KN/m3 Greenstone, hornblende, 16.8 KN/m3 Styrofoam, 0.16 KN/m3 Terra Cotta, Architectural: Voids filled, 18.9 KN/m3 Voids unfilled, 11.3 KN/m3 Tin, 72.1 KN/m3 Water, fresh, 9.8 KN/m3 Water, sea, 10.1 KN/m3 Wood: Ash, commercial white, seasoned, 6.4 KN/m3 Cypress, southern, seasoned, 5.3 KN/m3 Fir, Douglas, coast region, seasoned, 5.3 KN/m3 Hem fir, 4.4 KN/m3 Oak, commercial reds and whites, seasoned, 7.4 KN/m3 Pine, southern yellow, seasoned, 5.8 KN/m3 Redwood, seasoned, 4.4 KN/m3 Spruce, red, white and Sitka, seasoned, 4.5 KN/m3 Southern pine, short leaf, 6.13 KN/m3 Southern pine, long leaf, 7.54 KN/m3 Western Hemlock, seasoned, 5.0 KN/m3 Wood, unless class is specified, 6.3 KN/m3 Ref. Page 1-114 of Standard Handbook of Engineering Calculations by Tyler G. Hicks Zinc, rolled sheet, 70.5 KN/m3

2. LIVE LOADS

2.1 Roof Flat or rise less than 1 vertical to 3 horizontal, 960 Pa Rise 1:3 to less than 1:1, 768 Pa Rise 1:1 or greater, 576 Pa Arch or dome with rise 3/8 of span or greater, 576 Pa Green houses, lath houses and agricultural buildings, 480 Pa MBMA ROOF LIVE LOAD, 570 Pa

2.2 Floor Access floor systems: Office use, 2400 Pa Computer use, 4790 Pa Air-conditioning (machine space), 9580 Pa Amusement park structure, 4790 Pa Apartments (see residential) Armories and drill rooms, 7180 Pa Assembly areas and theaters: Fixed seats (fastened to floor), 2870 Pa Lobbies, 4790 Pa Movable seats, 4790 Pa Platforms (assembly), 4790 Pa Stage floors, 7180 Pa Attic, non-residential: Non-storage, 1200 Pa Storage, 3830 Pa Bakery: Exterior, 4790 Pa Interior (fixed seats), 2870 Pa Interior (movable seats), 4790 Pa Balconies (exterior), 4790 Pa Balconies on one- and two-family residences only, and not exceeding 9.3 m2, 2870 Pa Boathouse, floors, 4790 Pa Boiler room, framed, 14360 Pa Bowling alleys, poolrooms and similar recreation areas, 3590 Pa Broadcasting studio, 4790 Pa Catwalks, 1200 Pa Ceiling, accessible furred, 480 Pa Cold storage: No overhead system, 11970 Pa Overhead system: Floor, 7180 Pa Roof, 11970 Pa

Computer equipment, 7180 Pa Corridors: First floor, 4790 Pa Other floors, same as occupancy served except as indicated Court rooms, 2400 - 4790 Pa Dance halls and ballrooms, 4790 Pa Dining rooms and restaurants, 4790 Pa Dormitories: Non-partitioned, 3830 Pa Partitioned, 1920 Pa Elevator machine room, 7180 Pa Elevator machine room grating (on area of 2580 mm2), 1.33 KN Fan room, 7180 Pa File room: Duplicating equipment, 7180 Pa Card, 6000 Pa Letter, 3830 Pa Finish light floor plate construction (on area of 645mm2), 0.89 KN Fire escapes, 4790 Pa Fire escapes on single-family dwellings only, 1920 Pa Foundries, 28730 Pa Fuel rooms, framed, 19150 Pa Garages (passenger cars only)*, 2400 Pa *Floors in garages or portions of building used for the storage of motor vehicles shall be designed for the uniformly distributed live loads of this Table or the following concentrated load: 1) for passenger cars accommodating not more than 9 passengers, 8.9 KN acting on an area of 12900 mm2; and 2) mechanical parking structures without slab or deck, passenger car only, 6.7KN per wheel Private pleasure cars, 2400 Pa General storage and repair, 4800 Pa Grandstands (see stadium and arena bleachers)Greenhouses, 7180 Pa Gymnasiums, main floors and balconies, 4790 Pa Handrails, guardrails and grab bars 0.73 KN/m applied in any direction at the top For one- and two-family dwellings, 0.29 KN/m Hangars, 7180 Pa Hospitals: Operating rooms and laboratories, 2870 Pa Private rooms, 1920 Pa Wards, 1920 Pa Corridors above first floor, 3830 Pa Hotels (see Residential) Incinerator charging floor, 4790 Pa Kitchens, other than domestic, 7180 Pa Laboratories, scientific, 4790 Pa Laundries, 7180 Pa Libraries, corridors, 3830 Pa Libraries: Reading rooms, 2870 Pa Stack rooms (books and shelves)*, 7180 Pa *The weights of books and shelving shall be computed using an assumed density of 10.21 KN/m3 and converted to a uniformly distributed load; this load shall be used if it exceeds 7.18 KN/m2 Corridors above first floor, 3830 Pa

Maintenance, 3000 Pa Manufacturing, ice, 14360 Pa Manufacturing: Light, 6000 Pa Heavy, 11970 Pa Marquees and canopies, 3590 Pa Morgue, 6000 Pa Office buildings: Business machine equipment, 4790 Pa Lobbies and first floor corridors, 4790 Pa Offices, 2400 Pa Corridors above first floor, 3830 Pa File and computer rooms shall be designed for heavier loads based on anticipated occupancy. Penal institutions: Cell blocks, 1920 Pa Corridors, 4790 Pa Platforms for industrial maintenance, 3000 Pa Printing plants: Composing rooms, 4790 Pa Linotype rooms, 4790 Pa Paper storage, 2.40 KPa of clear story height> Press rooms, 7180 Pa Public rooms, 4790 Pa Ramps (not for vehicle traffic), 5000 Pa Residential: Dwellings (one- and two-family) Habitable attics and sleeping areas, 1440 Pa Uninhabitable attics without storage, 480 Pa Uninhabitable attics with storage, 960 Pa All other areas except balconies, 1920 Pa Hotels and multi-family houses Private rooms and corridors serving them, 1920 Pa Public rooms and corridors serving them, 4790 Pa Rest rooms, 2870 Pa Reviewing stands, grandstands and bleachers, 4790 Pa Rinks: Ice skating, 11970 Pa Roller skating, 4790 Pa Schools: Classrooms, 1920 Pa Corridors above first floor, 3830 Pa First floor corridors, 4790 Pa Scuttles, skylight ribs, and accessible ceilings, 9.58 KN Sidewalks, vehicular driveways, and yards, subject to trucking, 11970 Pa Stadiums and arenas: Bleachers, 4790 Pa Fixed seats (fastened to floor), 2870 Pa

Stairs and exit ways, 4790 Pa Storage, hay or grain, 14360 Pa Storage areas above ceilings, 960 Pa Storage warehouses shall be designed for heavier loads if required for anticipated storage: Light, 6000 Pa Heavy, 11970 Pa Stores, retail: First floor, 4790 Pa Upper floors, 3590 Pa Stores, wholesale, all floors, 6000 Pa Substations: Control and Protection Room, 3000 Pa Switchgear Room, Pa Telephone exchange, 7180 Pa Theaters (see assembly areas): Aisles, corridors and lobbies, 4800 Pa Dressing rooms, 1920 Pa Grid-iron floor or fly gallery: Grating, 2870 Pa Well beams, 373 kg/m per pair Header beams, 1490 kg/m Pin rail, 373 kg/m Orchestra floors, 2880 Pa Projection room, 4790 Pa Balconies, 2880 Pa Stage floors, 7200 Pa Toilet rooms, 2870 Pa Transformer rooms, 9580 Pa Trench covers (not for vehicle traffic), 5000 Pa Vaults, in offices, 11970 Pa Vehicle barriers for passenger cars (single load of 26.7 KN applied horizontally in any direction to the barrier system) Walkways and elevated platforms (other than exit ways), 2870 Pa Yards and terraces, pedestrians, 4790 Pa

2.3 Live Loads for Marina Structures Floating dock system used for residential or light commercial use, 960 Pa Floating dock system associated with active marina in traditional use, 1440 Pa Floating dock system used for public assembly, boat shows etc., 2870 Pa Gangways up to 1.83m in width, 2400 Pa Gangways over 1.83m in width, 4800 Pa Fixed pier decks, pedestrian access only, 2400 Pa Fixed pier decks subject to vehicle traffic, 12000 Pa

3. LATERAL LOADS

3.1 Wind Load VELOCITY PRESSURE q = 0.00256 V^2 (H/33)2/7 where: q = velocity pressure in psf V = wind speed in mph, 81 mph (130 kph). *Note: This wind speed satisfies 95% of the loading conditions in the Arabian Peninsula. In most areas, 110 kph is more than adequate. H = mean roof height above ground in feet or 15 feet whichever is greater. H = eave height if roof slope is not greater than 10 degrees. Note: Above formula is obviously in U.S. units. The author derived an equivalent formula with result in metric unit as follows: a.When V is considered to be 81 mph (130 kph) q = 0.296717315(H)^(2/7) b.When V is 68.33 mph (110 kph) q = 0.211172842(H)^(2/7) where: q = velocity pressure in KPa H = mean roof height in feet or minimum 15 feet DESIGN WIND PRESSURE p = q(GCp) where: p = design wind pressure in KPa GCp = peak combined pressure coefficient for main framing or parts, as given in 1986 MBMA Manual. *Note: A 33% increase in allowable stresses is permitted for stresses resulting from load combinations including wind loads. WIND LOAD AS PER BS CODE: Dynamic pressure as per BS 6399-2, Sect. 2.1.2: Qs = 0.613 x Ve^2 where: Qs = dynamic pressure Ve = effective wind speed as per BS 6399-2, Sect. 2.2.3 = Vs x Sb where: Vs = site wind speed as per BS 6399-2, Sect. 2.2.2 = Vb x Sa x Sd x Ss x Sp Vb = basic wind speed = wind speed (hourly mean value) x Sb factor (normally 45 m/s x 1.00) Sa = altitude factor as per BS 6399-2, Sect. 2.2.2.2 Sd = direction factor as per BS 6399-2, Sect. 2.2.2.3 Ss = seasonal factor as per BS 6399-2, Sect. 2.2.2.4 Sp = probability factor as per BS 6399-2, Sect. 2.2.2.5 Sb = terrain and building factor

3.2 Seismic Load, AS PER UBC 1982

LOAD COMBINATIONS

The foundations and structural members of buildings shall be designed according to the following load combinations: ACI 318M-89 LOAD COMBINATIONS U = 1.4D + 1.7L U = 0.75 ( 1.4D + 1.7L + 1.7W ) or 1.05D + 1.275L + 1.275W U = 0.9D + 1.3W U = 1.05D + 1.28L + 1.4E U = 0.9D + 1.43E U = 1.4D + 1.7L + 1.7H U = 0.9D + 1.7H U = 1.4D + 1.7L + 1.4F U = 0.9D + 1.4F U = 0.75 ( 1.4D + 1.4T + 1.7L ) or 1.05D + 1.05T + 1.275L U = 1.4 ( D + T ) or 1.4D + 1.4T WHERE: H = earth pressure F = fluid pressure T = load due to temperature, differential settlement, creep & shrinkage IF LIVE LOAD IS APPLIED RAPIDLY AS MAY BE THE CASE FOR PARKING STRUCTURES, LOADING DOCKS, WAREHOUSE FLOORS, ELEVATOR SHAFTS, ETC., IMPACT EFFECTS SHOULD BE CONSIDERED. HENCE, SUBSTITUTE ( L + IMPACT ) FOR L IN ALL EQUATIONS. Material Specifications

4. REINFORCED CONCRETE

4.1 Concrete Compressive Strength Minimum cylinder compressive strength fc' requirements are: For water basins and high-rise structures, 27.6 MPa (4000 psi) For elevated structures of rotary machines, 24.1 MPa (3500 psi) For structures, foundations, paving and for all other structural concrete works, 20.7 MPa (3000 psi) For cable duct banks and fireproofing, 17.2 MPa (2500 psi) For lean concrete, 7.60 MPa (1100 psi) For fixed offshore structures, 35.0 MPa (5000 psi)

4.2 Reinforcing Steel Deformed Steel Bars. All reinforcing steel, except bars for column spirals shall be deformed according to ASTM A615 Grade 60 or alternative equivalent material. Plain Steel Bars. Plain reinforcing steel bars shall be in accordance with ASTM A615 Grade 40 or alternative equivalent material. Welded Wire Fabric. Welded wire fabric shall be in accordance with ASTM A496 and A497 Grade 70 or alternative equivalent material. Anchor bolts, Plates and Steel for Inserts. Material for anchor bolts, plates and steel shapes for insert shall be as per ASTM A36 or alternative equivalent material.

4.3 Concrete Cover Cast-in-place concrete: The following minimum cover shall be provided to all reinforcements (including ties) of cast in place concrete, in accordance with ACI 318 Chapter 7.7.1: Concrete cast against and permanently exposed to earth, 70 mm Concrete exposed to earth or weather: dia.20 to dia.55 bars, 50 mm dia.16 bar, W31 or D31 wire and smaller, 40 mm Concrete not exposed to weather or in contact with ground: Slabs, walls, joists: dia.45 to dia.55 bars, 40 mm dia.35 and smaller, 20 mm Beams, columns, 40 mm Shells, folded plate members: dia.20 bar and larger, 20 mm dia.16 bar, W31 or D31 wire and smaller, 15 mm Pre-cast concrete: Minimum cover for reinforcement of pre-cast concrete shall be in accordance with ACI 318 Chapter 7.7.2 as follows: Concrete exposed to earth or weather: Wall panels: dia.45 and dia.55 bars, 40 mm dia.35 bar and smaller, 20 mm Other members: dia.45 and dia.55 bars, 50 mm dia.20 to dia.35 bars, 40 mm dia.16 bar, W31 or D31 wire and smaller, 32 mm Concrete not exposed to weather or in contact with ground: Slabs, walls, joists: dia.45 and dia.55 bars, 32 mm dia.35 bar and smaller, 16 mm Beams, columns: Primary reinforcement, db but not less than 16 mm and need not exceed 40 mm. Ties, stirrups, spirals, 10 mm Shells, folded plate members: dia.20 bar and larger, 16 mm dia.16 bar, W31 or D31 wire and smaller, 10 mm Fixed offshore structures (Cast-in-place or pre-cast): Atmospheric zone not subject to salt spray, 50 mm Splash and atmospheric zone subject to salt spray, 65 mm Submerged zone, 50 mm Cover of stirrups, 13 mm less than listed above

4.4 Protection of Reinforced Concrete Piles, foundations, columns, beams and slabs to be constructed of reinforced concrete shall be adequately protected against the climate and from chemical attack from the soil by using a modified Type I cement. The modifier shall be a pozzolanic material such as pulverized fly ash or micro-silica unless otherwise specified in the Soil Report. All reinforced concrete surfaces in contact with earth shall be protected with two (2) coats of bituminous paint. Concrete slabs of wet areas shall be waterproofed. A polyethylene membrane (0.4 mm thick, overlapped) shall be used to protect ground slabs subject to water and moisture, either from below grade, from condensation or from the use of the space they serve. The polyethylene membrane shall be placed on 200 mm thick base course fully compacted to form a smooth level within a tolerance of +0 to -30 mm.

4.5 Concrete Paving Light duty 100 mm thick with BRC Q188 wire mesh or dia.6 at 150 x 150 designed to withstand pedestrian load only. Medium duty 150 mm thick with BRC Q188 wire mesh or dia.6 at 150 x 150. Heavy duty 200 mm thick with double BRC Q188 wire mesh or dia.6 at 150 x 150.

4.6 Concrete Marina Works In addition to design dead loads and live loads stipulated in the previous sections, all marina structures shall be l be designed considering hydrodynamic forces i.e. wave loads etc. acting on them. Jetty supports Bending moment on jetty supports due to hydrodynamic forces is defined by the following formula: M = am x CD x w x H x D x (H x d) where: M = moment due to hydrodynamic forces am = moment coefficient based on Figs. 7-80 to 7-83 of Shore Protection Manual. am values depend on design wave height and depth of seawater level. Use maximum value of 0.48 for conservative result. CD = hydrodynamic force coefficient, assumed as 1.20 w = density of saltwater, 10.06 KN/m3 H = design wave height. Assume H to be 0.50m for protected areas and 1.20m to 2.00m for unprotected areas unless data based on actual observation and measurement is available. D = diameter or side dimension of column. d = depth of seawater line

5. STRUCTURAL STEEL

5.1 Materials Structural steel shall comply with the following specification except otherwise specified by the client: ASTM A36 SPECIFICATIONS

5.2 Specified minimum yield stress: *Note: Yield stress denotes either the specified minimum yield point for those steels that have a yield point, or specified minimum yield strength for those steels without yield point. Built-up members, Fy=345 MPa Hot-rolled members, Fy=250 MPa Cold-formed members, Fy=345 MPa Metal deck (HESCO VP-65), Fy=227 MPa Brace rods, Fy=250 MPa High-strength bolts, AS PER ASTM A325 Machine bolts, AS PER ASTM A307 Anchor bolts, Fy=250 MPa

5.3 Allowable Displacements and Deflections Design deflection of structural steel members shall not exceed the following values: Purlins and girders of sloped roofs, L/200 Pipe rack beams, L/300 Floor beams supporting equipment, L/450 Other floor beams, L/300 Crane runway beams*, L/750 Frames supporting equipment(horizontal), H/300 Other frames, H/200 Where: L = span of the beam H = height of the frame *More stringent prescriptions by manufacturers shall be adhered to.

5.4 Bolts, Nuts and Washers Common bolts shall conform to ASTM A307, ISO 898 specification or alternative equivalent material. High strength bolts shall conform to ASM A325, ISO 898 specification or alternative equivalent material, minimum dia.16mm. Nuts for normal type and for high strength type shall conform to ASTM A194, A563, ISO 898 or alternative equivalent material. Washers shall conform to ASTM F436 or alternative equivalent material.

5.5 Thermal Load Thermal Load (ThL) is the force caused by a change in temperature. Such forces shall include those caused by vessel or piping expansion or contraction, and expansion or contraction of structures. The values to define the forces due to weather temperature variation with respect to the casting and/or erection temperature, are the following: Reinforced concrete expansion factor, a = 0.000010/C Structural steel expansion factor, a = 0.000011/C Thermal variation, Delta T = +or- 30‫أ‬ƒ‫أ’ئ‬¢â‚¬‫إ‬،‫أ‬ƒâ€‫آ‚أڑ‬°C

5.6 Friction coefficients

teflon on teflon, f = 0.1 teflon on stainless steel, f = 0.1 steel on steel, f = 0.3 steel on concrete, f = 0.4

6. FOUNDATION DESIGN

6.1 Soil-bearing capacity Soil-bearing capacity shall be based on Geo-technical Report conducted by a competent testing Laboratory. For high-rise buildings and other critical structures, a report is compulsory and foundation design may not be carried out without it. Based on experience with different projects in Jeddah, soil-bearing capacities in the range of 100 to 200 KPa are common. For minor projects, 150 KPa may be assumed if report is not available. For major ones, 100 KPa may be assumed at the preliminary design stage, to be finalized when soil report becomes available.

6.2 Lean Concrete Foundations shall be laid on minimum 50mm lean concrete.

Elevation of Foundation and Grouting All concrete foundations shall be at a minimum of 200mm above concrete paving or ground level for unpaved areas. To allow grouting of pumps, exchangers, vessels, towers, steel structures, etc., the bearing surface of concrete foundation blocks shall initially be 25 mm (minimum) below the final level unless otherwise specified.

6.4 Protection of Foundations and Structures Piles, foundations, columns, beams and slabs to be constructed of reinforced concrete shall be adequately protected against the climate and from chemical attack from the soil by using a modified Type I cement. The modifier shall be a pozzolanic material such as pulverized fly ash or micro-silica unless otherwise specified in the Soil Report. All reinforced concrete surfaces in contact with earth shall be protected with two (2) coats of bituminous paint. Concrete slabs of wet areas shall be waterproofed. A polyethylene membrane (0.4 mm thick, overlapped) shall be used to protect ground slabs subject to water and moisture, either from below grade, from condensation or from the use of the space they serve. The polyethylene membrane shall be placed on 200 mm thick base course fully compacted to form a smooth level within a tolerance of +0 to -30 mm.

6.5 Stability of Foundations The shallow foundations of chimneys and equipment of height exceeding 20 meters and where height divided by width is greater than 5, must have a positive ground pressure over the entire surface in the operating condition.

6.6 Foundation Design Criteria

Deep foundations. Provide deep foundations when necessary to reduce settlement or use anchor piles to counteract the overturning. Bored piles for deep foundation shall be continuous flight auger piles. The ultimate axial pile compression capacity shall be computed neglecting the end bearing. Minimum pile depth for the working axial compression loads with safety factor of 2.5 and cut off level about 1.5 below the final ground level for pile diameter 600 mm are listed below: Working Load/Ultimate Load - Depth 600 KN/1500 KN - 24 m 800 KN/2000 KN - 27 m 1000 KN/2500 KN - 30 m 1200 KN/3000 KN - 33 m Dynamic properties of soil The following values shall be used: Dynamic Shear modulus, G = 220 MPa Dynamic Young's modulus, E = 585 MPa Poisson's ratio, Y = 0.33 Shear wave velocity, V = 400 m/s Shallow foundation. The foundation shall be placed generally about 1500 mm below the final ground level. To solve problems due to interference with underground network it is possible to have different embedment depth but for equipment not anchored on concrete paving the minimum embedment depth will be 600 mm below the lowest adjacent grade. The minimum width of the equivalent square footing shall be 1000 mm and the minimum width for strip footings will be 300 mm. To design shallow foundation the following checks shall be done: Sliding resistance Structure and foundation overturning Net bearing pressure SLIDING RESISTANCE. The sliding resistance of shallow foundation shall be computed as S = 0.3 V where: S = allowable horizontal resistance in KN (factor of safety = 1.5) V = minimum vertical load on foundation in KN. When the net soil passive pressure is negligible the applied horizontal force shall not be more than S. STRUCTURE AND FOUNDATION OVERTURNING. The balancing moment due to structure and footing weight (including the soil on the footing slab) shall be at least 1.5 times the overturning moment. NET BEARING PRESSURE. The net bearing pressure is the difference between the gross bearing pressure acting on the base of the foundation and the soil pressure existing at that elevation prior to excavation. The allowable net bearing pressure shall be 200 KPa or the one that gives a settlement of 25 mm which ever is less. When there is an eccentric load, the maximum eccentricity shall be less than B/6 for rectangular footings or less than r/4 for circular footings.

Foundations for Heavy Machinery Heavy machinery is any equipment having reciprocating or rotary masses as the major moving parts (such as reciprocating or rotary compressors, horizontal pumps, engines and turbines) and having a gross plan area of more than 2.8 sqm or a total weight greater than 23 KN.

Dynamic modulus of elasticity of concrete (E') in MPa for use in dynamic analysis shall be: E = 6550 (fc)^(1/2) where : fc' is the 28-day cylinder compressive strength in MPa. Soil bearing pressure under the foundation of reciprocating and centrifugal machines shall not exceed 1/4 and 1/2 of the allowable soil bearing capacity respectively. Depth of all foundations shall be at least 1 meter below the lowest adjacent final natural grade. The effects of shrinkage and thermal expansion shall be taken into account. In order to prevent cracking, minimum concrete reinforcing shall be 50 kg/m3 except for foundation slab, which shall be at least 30 kg/m3. In any case minimum reinforcement diameter shall not be less than 10mm deformed bars extending horizontally and vertically near all faces of the foundation block at 200mm distance. All reinforcement shall be tri-axially arranged. All parts of machine foundation shall be independent from adjacent foundations and buildings. Concrete floor slabs adjacent to machine foundations shall be spaced a minimum of 15 mm from the foundation. The space between the two shall be filled with a flexible joint filler and sealer. The thickness of the foundation slab, in meter, shall not be less than: Thk. = 0.6 + L/30 where: For one machinery train, L = longest dimension of the foundation slab, in meters For two or more machinery trains supported on a common foundation, L = greater of the width of the common slab or the length of the longest slab segment assigned to any one train, in meters. In any case minimum thickness of foundation shall not be less than 1/10 of its maximum dimension.

6.8 Foundations for Reciprocating Machinery Direct support is required for reciprocating machinery and the foundation shall be as follows: 1. The total foundation weight shall be at least 5 times the total weight of the machinery. 2. The horizontal eccentricity in any direction, between the centroid of mass of the machine foundation system and the centroid of the base contact area, shall not exceed 5% of the respective base dimension. 3. The center of gravity of the machine foundation system should be as close as possible to the lines of action of the unbalanced forces. 4. Compressor foundations shall include integral supports for the pulsation bottles. 5. Groups of reciprocating machinery could be tied together with a common foundation slab when allowed by their location and service. The dynamic design shall be as follows: 1. Barkan's theory shall be utilized to carry out the calculations of natural frequencies and amplitudes. 2. Natural frequencies of the excited modes shall be of the range 0.7 to 1.3 times the distributing frequencies of any machine on the foundations. 3. Primary forces, couples and moments shall be applied at machine speed for calculation of primary amplitudes.

4. Secondary forces, couples and moments shall be applied at twice the machine speed for calculation of secondary amplitudes. 5. Total amplitude shall be calculated by combining in-phase, primary and secondary amplitudes as per Sections c. and d. above. No total peak-to-peak-amplitude on the foundation shall exceed 0.05 mm.

6.9 Foundations for Rotary Machinery Direct foundation for rotary machinery shall be at least 3 times the weight of the machinery.

Static design for all types of foundations shall take into account the following loads: 1. The dead weight of machines and their base plates. 2. Transversal forces representing 25% of the weight of each machine, including its base plate, applied normal to its shaft at a point midway between the end bearings. 3. Longitudinal forces representing 25% of the weight of each machine, including its base plate, applied along the shaft axis. 4. The total transversal and total longitudinal forces per 2 and 3 above shall not be considered to act concurrently. Dynamic design shall be as per Manufacturer's Specifications.

6.10 Foundations for Light Vibration Machinery A light vibrating machinery is any equipment having reciprocating or rotary masses as the major moving parts (such as reciprocating for rotary compressors, horizontal pumps, etc.), and having both a gross plan area less than 2.8 sqm, total weight less than 23 KN and operating speed greater than 1200 RPM. For light vibrating machinery dynamic design shall be neglected. Static design of foundation shall be performed as in the other types of machinery. Minimum thickness of the foundation slab shall be 500 mm or 1/10 of its maximum dimension whichever is greater.

REFERENCES

ANSI/ASCE 7-95, Minimum Design Loads for Buildings and other Structures, ANSI/ASCE ACI 318-1993, Building Code Requirements for Reinforced Concrete, ACI AISC-1989, Specification for Structural Steel Buildings, AISC UBC-1982, Uniform Building Code, ICBO ‫ڑأ‚آ‬€âƒ‫©أ‬1991, MARINAS and Small Craft Harbors, by Bruce O. Tobiasson & Ronald C. Kollmeyer Various Manufacturers' Data Sheets and Suppliers' Brochures

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