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Prcpared by Daniel Wambeke, P. G 1 112 3/7 00C, <br /> DESIGN DIAPHRAGMS FOR POST FRAME BUILDINGS <br /> 14'x 20'x 10'Past Frame Building for Brian Anderson,Everett,WA <br /> Custom Builf Slructures, Inc. <br /> Building Span= 14 (t Wind Speed 85 �iPH <br /> Building Length = 20 ft IBC Exposure B <br /> Building Wall Height= 10 fl Seismic Design Cate�ory D <br /> Roof Pitch= 4 :12 <br /> WIND LOADS ON BUIL�ING-Middlc Zones <br /> Wind Load=p=A Iw ps�o <br /> p= Uesign Wind Pressure, PSF <br /> !�=Building Heighl8 Exp.Adjust. Factor= 1.00 IBC Table 1609.62.1 (4) <br /> I,.,= Importance Factor 1,00 IBC Table 1604.5 <br /> p;,o= 'Ninc' Piessure Windward Wall 10.60 Walls from IBC Table 1609.6.2.1 (1) <br /> p,»=Wind Pres:.ue Leeward Wall O.CO Wa!!s f!��m IBC Table 1609.6.2.1 (1) <br /> p,,o=Wind Pressure Windward Roof 10.00 Roof frcm IBC Table 1609.6.2.7 (1) <br /> p,,o=Wind Pressure Leewerd Roof 0.00 Roof from IBC Table 1609.6.2.1 (1) <br /> p = (PSF) 10 60 PSF`Nindward Wall r�v:r: <br /> p= (PSF) 10.00 PSF Windward Roo( ,:.� <br /> p= (PSF) O.00 PSF Leeward Wall �;r. <br /> p= (PSF) 0.00 PSF Lc��v:.ird Rnoi �;I: <br /> WIND LOADS ON BUILDING-Corner Zones <br /> Corner Zone deFined as 10°/of least horizonlal direclion cach comer <br /> W nd Load=p=A I„P,ao <br /> p,,,�=Wind Pressure Wirdward Wall 15.90 Walis from IBC Table 1609.�.2.1 (1) <br /> p;,o=Wind Pressure Leaward Wall 0.00 Walls from IBC Table 1609.6.2.1 (1) <br /> p,.,;�._\��ind Pressure N.�ind�v2rd Roof 10.00 Roof from 16C table 1609.62.1 (i) <br /> p�„=Wind Pressure Leeward Roof 0.00 Roof from IBC t2ble 1609.6.2.1 (1) <br /> p= (PSF) 15.90 PSF Windward Wall qww <br /> p= (PSF) 10.00 PSF Windward Roof qwr <br /> p= (PSF) 0.00 PSF Leeward Wall qwl <br /> p= (PSF) 0.00 PSF Leeward Roof qlr <br /> Diaphragm panel systems have been tested for shear capacity usiny recommendations from ASTM <br /> c455-76"Static Load Tes�ing of Framed Floor or Roof Diaphragm ConsUuclion(or Buildings"and ANSI/ <br /> ASAE EP484"Diaphra9m Design of Metal-Clad, Post Frame Rectangular Buildings". <br /> This data is published in the"National Post Frame Builders Association Post-Frame Building Design <br /> R4anual",Table 6.1,"Sleel-Clad Roo(Diaphragm Assembly Tes!Dala",Test Assembly Numbers 13 8 14. <br /> limilalions: <br /> The relative impacl on shear slrength of each component from the diaphragm testing has not been de(ined. <br /> The characterislics of lhe metal cladding and fasteners specifed herein meet or exceed lhe tested products. <br /> The characlerislics o/Ihe framinc�lumber meet or exceed the specific gravity(G)of the tested product, <br /> Spruce-Pine-Fir,G=0.42. <br /> ��,L 1Vq�� <br /> Diaphragm Teslin� Dala Applicability: �� �p N'As��� fr� <br /> Applicable for buildings lhal ulilize the method of diaphragm design to resist desic�n wind loads.The test r�' �r" � <br /> data are not applicable for roofs wilh skylighls. �` <br /> A /I-�' G <br /> �0�, R,18067 n <br /> (n F�/S1�EKF' ,V\Y� <br /> ���NAL LT <br /> EXPIRFS ( ��L� U� <br /> diaphrugin.id I OIDC-f35Ha«li.xls <br /> � <br />. . .. . .. .. . _. . . .. .. . ... .__.....,_. . _. . .. _.. . ...... .. . .. <br /> � <br /> . � N��...: _ . . _ . .. <br />