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- <br /> ' � , � � � <br /> � <br /> I . , Cross Section <br /> ,� I <br /> � � <br /> � AJS 10 & AJS 20 AJS 25 � <br /> i <br /> � >I zx^ I� <br /> �I 3,�" '<— <br /> w � >� z��� �<- � �� 3r� I<- A <br /> z�„ <br /> ; >� < <br /> >� � I<— � ; �g„ �� 3,�„ �� � > < <br /> ?9� <br /> �� z,�,, I� A ;> <- ' > � � > �, <br /> � 7a" I 3�i" I <br /> � j > <- � ; � > < � �6� <br /> —> ;Q i 'g 16° � �k t I � 14^ <br /> � � <br /> � i�'e" I I�" �4° � aa" ��'�� � <br /> 911" � i 91�" I <br /> i � , � <br /> � . <br /> , _ ' I i � <br /> e - ; - � - � <br /> � �x�� � ���� 'r ���� r ���� � ���� � �N�� � � ���� � ��� <br /> - , - � , - - - - - - - - - - - = <br /> � Section Properties <br /> '� Working Stress Design 100% Load Duration <br /> � � <br /> � Allowabfe <br /> I � �d.� aio,,,,ab�e .;.,Allowable Reactions EI K wr <br /> gShear ....................:........... <br /> I Moment Extenor � Intermedia[e nz-Ib x 10° x 10° <br /> Joist Depth b ' ( ) ...(�) .....IWQ <br /> ..........................��.... ......f�.—�b�...... ......n?....... ......Pb?.......:......Pb�....... .......... .... . .. ... . <br /> . . . . .. .. . .. .. <br /> i � 9 %z 2368 1 I60 I 144 . 2929 220 5.2 2.5 <br /> � AJS 10 � �' I 1 %a" 3158 1490 I 144 : 2929 373 6.6 2.8 <br /> i " �� � <br /> � (2�c3."B Spr.}��.: 14 3876 1792 I 144 ': 2929 546 7.8 3.0 <br /> i _ �,�: I b" 4556 2066 I 144 : 2929 744 9.0 3.3 <br /> I ��j: 9 �" 2854 I I 60 I 144 : 2929 220 5.2 2.5 <br /> i AJS 20 ��.€ I I %a" 3807 1490 I 144 2929 373 b.b 2.8 <br /> ' (2x3 MSR)�J1; 4671 1792 I 144 : 2929 546 7.8 3.0 <br /> � �`'• I b" 5490 2066 I 144 : 2929 744 9.0 3.3 <br /> i � � 1': <br /> -'i' 9 %z" 4085 I I60 I 144 2929 307 5.3 3.1 <br /> � ,AJS 25 �.': I I %s" 5453 1490 I 144 : 2929 519 6.7 3.4 <br /> � (2x4M5R)� ;: 14" 6694 1792 I 144 : 2929 759 79 3J <br /> - �j: I 6" 7872 2066 I 144 : 2929 1028 9.I 3.9 <br /> Notelsl , <br /> ' Ii NewYork state <br />' � � I MJnimum bearing widths are I �"at exterior support and 3 fi"at intermediate support department <br /> ' � Listed of state <br />' 2. Allowable reactions are for joistr without web stiffeners. Certificate of <br /> 3. Fir�allowable reactions using web stiffeners see page 21,"Allowable Joist Reaction" acceptability <br /> ICBO-ES No 0070-R <br /> 4. B Spr•Black Spruce. <br /> I <br /> � 5. Deflection:Deflection of uniform load and simple span is calculated with the following formula: PFC-55O4 MEA 247 97 M <br /> � Volume II <br /> i <br /> � � _ �5 wL4 + wLz <br /> �384 EI K Legend: Listed <br /> � Deiledion in inches Listed <br /> � i EI Stiffness value from table B O �A <br /> w Uniform load in Ib/inch � <br /> . K Shear deflection factor from table '�� <br /> IL Centerline to centerline span in inches �� <br /> � � <br /> No.99 23 • <br /> 3 ----_--- No.9707B <br /> April 1998 <br /> � <br /> I I ' <br />