Transcription

CompanyAddressCity, StatePhoneJOB TITLEChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEwww.struware.comCS12 Ver 2014.09.01STRUCTURAL CALCULATIONSFORChapter 5 examples20' eave height using MWFRS all heights procedure20' eave height using MWFRS 60' procedureGuide to Wind Load Provisions of ASCE 7-10

CompanyJOB TITLEAddressCity, StatePhoneJOB NO.Chapter 5 examplesSHEET NO.CALCULATED BYDATECHECKED BYDATEwww.struware.comCode SearchCode:ASCE 7 - 10Occupancy:Occupancy Group BBusinessRisk Category & Importance Factors:Risk Category IIWind factor Snow factor Seismic factor 1.001.001.00Type of Construction:Fire Rating:Roof Floor 0.0 hr0.0 hrBuilding Geometry:Roof angle (θ)Building length (L)Least width(B)Mean Roof Ht (h)Parapet ht above grdMinimum parapet ht4.00 / 12250.0 ft200.0 ft36.7 ft0.0 ft0.0 ft18.4 degLive Loads:Roof0 to 200 sf: 20 psf200 to 600 sf: 24 - 0.02Area, but not less than 12 psfover 600 sf: 12 psfFloor:Typical Floor50 psfPartitions15 psfLobbies & first floor corridors100 psf

CompanyJOB TITLEAddressCity, StatePhoneUltimate Wind SpeedNominal Wind SpeedRisk CategoryExposure CategoryEnclosure Classif.Internal pressureDirectionality (Kd)Kh case 1Kh case 2DATECHECKED BYDATEGableTopographic Factor (Kzt)TopographyHill Height(H)Half Hill Length (Lh)Actual H/Lh Use H/Lh Modified Lh From top of crest: x Bldg up/down wind?Flat80.0 ft100.0 ft0.800.50160.0 ft50.0 ftdownwindH/Lh 0.50K1 0.000x/Lh 0.31K2 0.792z/Lh 0.23At Mean Roof Ht:K3 1.000Kzt (1 K1K2K3) 2 1.00Gust Effect FactorFlexible structure if natural frequency 1 Hz (T 1 second).However, if building h/B 4 then probably rigid structure (rule of thumb).36.7 ft200.0 ft22.0 fth/B 0.18G Rigid Structure0.20ℓ 500 ftzmin 15 ftē G SHEET NO.115 mph89.1 mphIICEnclosed Building /-0.180.851.0251.025Type of roofc gQ, gv Lz Q Iz JOB NO.CALCULATED BYASCE 7- 10Wind Loads :h B /z (0.6h) Chapter 5 examples0.203.4461.1 ft0.840.210.84Rigid structure0.85 Using rigid structure defaultFlexible or Dynamically Sensitive StructureNatural Frequency (η1) 0.0 HzDamping ratio (β) /b 00.65/α Vz N1 Rn Rh RB RL gR R G 0η η η 0.0000.0000.000h 36.7 ft

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEEnclosure ClassificationTest for Enclosed Building: A building that does not qualify as open or partially enclosed.All walls are at least 80% open.Ao 0.8AgTest for Open Building:Test for Partially Enclosed Building:AoAgAoiAgiInput0.00.00.00.0sfsfsfsfAo 1.1AoiAo 4' or 0.01AgAoi / Agi 0.20TestYESNONOBuilding is NOTPartially EnclosedConditions to qualify as Partially Enclosed Building. Must satisfy all of the following:Ao 1.1AoiAo smaller of 4' or 0.01 AgAoi / Agi 0.20Where:Ao the total area of openings in a wall that receives positive external pressure.Ag the gross area of that wall in which Ao is identified.Aoi the sum of the areas of openings in the building envelope (walls and roof) not including Ao.Agi the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.Reduction Factor for large volume partially enclosed buildings (Ri) :If the partially enclosed building contains a single room that is unpartitioned , the internalpressure coefficient may be multiplied by the reduction factor Ri.Total area of all wall & roof openings (Aog):Unpartitioned internal volume (Vi) :Ri 0 sf0 cf1.00Altitude adjustment to constant 0.00256 (caution - see code) :Altitude Constant 0 feet0.00256Average Air Density 30.0765 lbm/ft

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEWind Loads - MWFRS all h (Enclosed/partially enclosed only)Kh (case 2) Base pressure (qh) Roof Angle (θ) Roof tributary area - (h/2)*L:(h/2)*B:1.02529.5 psf18.4 deg4588 sf3670 sfh ridge ht L B 36.7 ft53.4 ft250.0 ft200.0 ftGCpi G qi qhUltimate Wind Surface Pressures (psf)Wind Normal to RidgeB/L 0.80h/L 0.18qhGCpw/ qiGCpi w/-qhGCpiDist.*CpSurfaceWindward Wall (WW)Leeward Wall (LW)Side Wall (SW)0.80-0.50-0.7020.1-12.5-17.5see table below-17.8-7.2-22.9-12.2Leeward Roof (LR)Windward Roof neg press.Windward Roof pos ward Wall Pressures at "z" (psf)z0 to 15'20.0 ft25 0 ft25.030.0 fth 36.7 ftridge 53.4 ftKzKzt0.850.900 950.950.981.021.111.001.001 001.001.001.001.00Windward WallqzGCpw/ qiGCpi w/-qhGCpi16.617.618 518.519.220.121.711.312.313 213.213.914.716.421.923.023 823.824.525.427.0-8.9-3.88.8Kz0.85Windward parapet:Leeward parapet:Kzt1.000.0 psf0.0 psf20.1-11.3-17.5see table below-16.6-6.0-22.9-12.2Included in windward roof0 to h/2*-0.90-22.6-27.9h/2 to h*-0.90-22.6-27.9h to 2h*-0.50-12.5-17.8 2h*-0.30-7.5-12.8*Horizontal distance from windward edgeCombined WW LWNormalParallelto Ridgeto Ridge29.130.231 031.031.832.634.227.928.929 829.830.531.333.0qp (psf)0.0(GCpn 1.5)(GCpn -1.0)Windward roof overhangs ( add to windward roof pressure) :Wind Parallel to RidgeL/B 1.25h/L 0.15qhGCpw/ qiGCpi w/ -qhGCpiCp0.80-0.45-0.70NOTE:See figure in ASCE7 for the application of full and partial loadingof the above wind pressures. There are 4 different loading cases.Parapetz0.0 ft /-0.180.8520.1 psf (upward)-17.3-17.3-7.2-2.2

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEWind Loads - MWFRS h 60' (Low-rise Buildings) Enclosed/partially enclosed onlyKz Kh (case 1) Base pressure (qh) GCpi 1.0229.5 psf /-0.18Edge Strip (a) End Zone (2a) Zone 2 length 14.7 ft29.4 ft91.8 ftWind Pressure CoefficientsCASE ACASE Bθ 18.4 20.78-1.07-0.67-0.62w/-GCpiw/ 9-0.49-0.440.60-1.25-0.85-0.80GCpfw/-GCpi-0.45 -0.27-0.69 -0.51-0.37 -0.19-0.45 -0.270.400.58-0.29 -0.11-0.48 -0.30-1.07 -0.89-0.53 -0.35-0.48 -0.300.610.79-0.43 -0.25w/ .660.43-0.61Ultimate Wind Surface Pressures 18.0ParapetWindward parapet Leeward parapet 0.0 psf0.0 psf(GCpn 1.5)(GCpn -1.0)Horizontal MWFRS Simple Diaphragm Pressures (psf)Transverse direction (normal to L)Interior Zone: Wall27.5 psfRoof-6.5 psf **End Zone: Wall41.2 psfRoof-11.7 psf **Longitudinal direction (parallel to L)Interior Zone: Wall20.3 psfEnd Zone: Wall30.7 psf** NOTE: Total horiz force shall not be less than that determinedby neglecting roof forces (except for MWFRS moment frames).The code requires the MWFRS be designed for a min ultimateforce of 16 psf multiplied by the wall area plus an 8 psf forceapplied to the vertical projection of the roof.Windward roofoverhangs 20.6 psf (upward) add towindward roof pressure

CompanyAddressCity, StatePhoneJOB TITLEChapter 5 examplesJOB NO.DATECHECKED BYDATELocation of MWFRS Wind Pressure ZonesNOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.ASCE 7 -99 and ASCE 7-10 (& later)NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.ASCE 7 -02 and ASCE 7-05SHEET NO.CALCULATED BY

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEUltimate Wind PressuresWind Loads - Components & Cladding : h 60'Kh (case 1) 1.02Base pressure (qh) 29.5 psfMinimum parapet ht 0.0 ftRoof Angle (θ) 18.4 degType of roof GableRoofAreaNegative Zone 1Negative Zone 2Negative Zone 3Positive All ZonesOverhang Zone 2Overhang Zone 310 sf-1.08-1.88-2.780.68h a GCpi GCp /- GCpi50 sf100 sf-1.01-0.98-1.53-1.38-2.36-2.180.540.4836.7 ft14.7 ft /-0.18Surface Pressure (psf)10 sf50 sf100 116.016.0User input208 sf500 1-84.4-73.7-73.7-73.7Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 5.3 psfParapetqp 0.0 psfCASE A pressure towards building (pos)CASE B pressure away from bldg (neg)WallsAreaNegative Zone 4Negative Zone 5Positive Zone 4 & 510 sf-1.28-1.581.18Solid Parapet PressureCASE A : Interior zone:Corner zone:CASE B : Interior zone:Corner zone:GCp /- GCpi100 sf500 sf-1.10-0.98-1.23-0.981.000.88Surface Pressure (psf)10 sf100 sf500 sf0.00.00.00.00.00.00.00.00.00.00.00.0Surface Pressure (psf)10 sf100 sf500 sf-37.8-32.5-28.9-46.6-36.2-28.934.829.626.0User input40 sf0.00.00.00.0User input15 sf208 sf-36.9-30.9-44.8-32.933.927.9

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEUltimate Wind PressuresLocation of C&C Wind Pressure ZonesRoofs w/ θ 10 and all wallsh 60'Monoslope roofs10 θ 30 h 60' & alt design h 90'Walls h 60'& alt design h 90'Multispan Gable &Gable 7 θ 45 Gable, Sawtooth andMultispan Gable θ 7 degrees &Monoslope 3 degreesh 60' & alt design h 90'Monoslope roofs3 θ 10 h 60' & alt design h 90'Hip 7 θ 27 Sawtooth 10 θ 45 h 60' & alt design h 90'Stepped roofs θ 3 h 60'60 & alt design h90h 90'

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATERoof Design LoadsItemsDescriptionRoofingMetal, copper, or tin sheetsMultipleDeckingMetal Roof deck, 1.5, 22 ga.1.71.2FramingSteel roof joists & girders3.02.0InsulationFibrous Glass roof board per4.44.4CeilingSuspended acoustical tile1.81.0Mech & ElecMech. & .040.042.2-9.68.00.00.0-40.7-19.664.050.0--33.5x 4.0Actual Dead LoadUse this DL insteadLive LoadSnow LoadUltimate Wind (zone 2 - 100sf)D LrD 0.75(0.6*W Lr)0.6*D 0.6*WASD LoadingLRFD Loading1.2D 1.6 Lr 0.5W1.2D 1.0W 0.5Lr0.9D 1.0WRoof Live Load ReductionRoof anglepsf (max)psf (min)1.51.04.00 / 120 to 200 sf: 20.0 psf200 to 600 sf: 24 - 0.02Area, but not less than 12 psfover 600 sf: 12.0 psfUser Input:300 sf400 sf500 sf450 sf18.0 psf16.0 psf14.0 psf15.0 psf18.4 deg

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEwww.struware.comCODE SUMMARYCode:ASCE 7 - 10Live Loads:Roof0 to 200 sf: 20 psf200 to 600 sf: 24 - 0.02Area, but not less than 12 psover 600 sf: 12 psfTypical FloorPartitionsLobbies & first floor corridors50 psf15 psf100 psfDead Loads:FloorRoof100.0 psf20.0 psfWind Design Data:Ultimate Design Wind SpeedNominal Design Wind SpeedRisk CategoryMean Roof Ht (h)Exposure CategoryEnclosure Classif.Internal pressure CoefDirectionality (Kd)115 mph89.08 mphII36.7 ftCEnclosed Building /-0.180.85Roof Snow Loads:Design Uniform Roof Snow loadFlat Roof Snow LoadBalanced Snow LoadGround Snow LoadImportance FactorSnow Exposure FactoThermal FactorSloped-roof FactorPfPsPgICeCtCs 0.0 psf0.0 psf0.0 psf0.0 psf1.001.001.000.79Earthquake Design Data:Risk CategoryImportance FactorMapped spectral response accelerationSite ClassSpectral Response CoefSeismic Design CategoryBasic Structural SystemSeismic Resisting SystemDesign Base ShearSeismic Response CoefResponse Modification FactorAnalysis Procedure III 1.00Ss 160.00 %gS1 52.00 %g DSds 1.067Sd1 0.520 D Building Frame Systems Steel ordinary concentrically braced frameV 0.047WCs 0.047R 3.25 Equivalent Lateral-Force Analysis

CompanyJOB TITLEAddressCity, StatePhoneChapter 5 examplesJOB NO.SHEET NO.CALCULATED BYDATECHECKED BYDATEwww.struware.comCODE SUMMARY- continuedComponent and cladding ultimate wind pressuresRoofAreaNegative Zone 1Negative Zone 2Negative Zone 3Positive All ZonesSurface Pressure (psf)10 sf50 sf100 116.016.0Overhang Zone 2-64.9-64.9-64.9Overhang Zone 3-109.1-84.4-73.7Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 5.3 psfParapetAreaCASE A: Interior zoneCorner zoneCASE B: Interior zoneCorner zoneWallAreaNegative Zone 4Negative Zone 5Positive Zone 4 & 5Solid Parapet Pressure (psf)10 sf100 sf500 sf0.00.00.00.00.00.00.00.00.00.00.00.0Surface Pressure (psf)10 sf100 sf500 sf-37.8-32.5-28.9-46.6-36.2-28.934.829.626.0