W 12x26 TYP P Y T 6 2 x 2 1 W W12x53 TYP W12x40 TYP 2 1 S1 02 S1 02 10 0 10 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 6 2 0 5 6 7 1 ELEVATION 1 16 1 0 The elevation shows the dimensions of the planar truss For purposes of this assignment we will consider the top of the top chord braced along its entire length W12 beams frame into the truss at panel points and mid span between panel points bracing the top chord at the mid span location Typical memeber sizes are shown i e all top chords are W12x53 all bottom chord W12x40 and all web members are W12x26 The following pages provide the truss loading and analysis results Note that loads are located directly over panel points and mid length between panel points resulting in in positive and negative flexure in the top chord While the analysis does not include member weights we will ignore member weight demands to simplify our efforts All loads are factored 1 2 3 4 Verify the capacity of truss members This isn t really that hard as you only need to find the highest demand for each member type size and check that member For tension members wait until you check the connection to verify the net section in tension Assume top chord is oriented with its strong axis perpendicular to the load i e strong way for flexural loading Provide connection fillet weld sizes We won t check the gusset plate for this exercise though it is required for a complete connection design The connection is shown twice once with the bottom chord oriented with the y y axis in the vertical and again in the horizontal You need to check both conditons Most checks in one condition will also check the second so this isn t quite as much work as it may otherwise seem Do note that when the connection with the y y axis vertical there is a moment applied at the gusset plate to flange connection and thus the weld is subjected to shear in the direction of the weld shear in the vertical direction and shear due to moment Assume no bottom chord bracing and that the bottom chord is oriented with the strong axis out of plane as shown on the gusset plate detail Determine if the bottom chord has sufficient stiffness to brace the compression web members You will need to use SAP or Risa to determine deflections along the bottom chord length If braces are added at the bottom chord third points will the bottom chord have sufficient stiffness to brace the compression web members ALL SHAPES ASTM A992 ALL PLATES ASTM A572 GRADE 50 ALL WELD FILLER METAL E70XX HW 3 TRUSS Date Drawn By Scale 2024 02 06 AHK 1 16 1 0 S1 01 M A 9 4 9 3 9 4 2 0 2 6 2 1 1 5 16 WP WP 0 4 1 8 0 10 7 16 0 4 15 16 0 4 1 8 1 4 1 8 1 DETAIL HORIZ BOT CHORD 1 1 0 1 4 1 16 0 S O 1 S 0 4 0 1 0 4 0 1 4 0 4 1 5 0 0 1 6 1 3 5 0 4 0 2 1 2 0 6 1 3 2 0 1 0 W12x26 E S WEB W12x40 W12x26 E S WEB W12x40 WP 0 4 1 8 1 1 1 4 0 4 5 8 WP 0 4 1 8 1 6 11 16 2 DETAIL VERT BOT CHORD 1 1 0 HW 3 DETAILS Date Drawn By Scale 2024 02 06 AHK 1 1 0 S1 02 M A 9 4 9 3 9 4 2 0 2 6 2 MEMBER NUMBER NODES NODE COORDINANTS MEMBER SIZES TRUSS LOADING REACTIONS HW 3 TRUSS LAYOUT Date Drawn By Scale 2024 02 06 AHK 1 1 0 S1 03 M A 9 4 9 3 9 4 2 0 2 6 2 MEMBER AXIAL LOAD MEMBER MOMENTS HW 3 ANALYSIS Date Drawn By Scale 2024 02 06 AHK NONE S1 04 M A 0 5 9 3 9 4 2 0 2 6 2 HW 3 ANALYSIS Date Drawn By Scale 2024 02 06 AHK NONE S1 05 M A 0 5 9 3 9 4 2 0 2 6 2 HW 3 ANALYSIS Date Drawn By Scale 2024 02 06 AHK NONE S1 06 M A 0 5 9 3 9 4 2 0 2 6 2