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Specifications (22)
octisi P PEASE . ST & ASSOCIATES LLC STRUCTURAL ENGINEERS - STRUCTURAL CALCULATIONS — U900 UNISPAN TRUSS PARTITION SUPPORT -Prepared for- HUFCOR,INC. 2101 Kennedy Road Janesville,Wisconsin 53647 - STRUCTURAL ENGINEER— PEASE BORST& ASSOCIATES,LLC 18 Executive Court South Barrington,Illinois 60010 PB&A Project No.: 114058.00 Sheets 1 through 49 I p F ret April 1,2018 •:+ -. ..z.6“1, 5 JEFFREY R. BORST •r rraIr„ . . rr 95514 r+' ;111101416 h111ro►y't���. DATE: 04-01-18 EXP. DATE: 03-31-19 7 . II)St. . { �1flf a �.. ,%!;, .' ,ifiil)1'Its1t, 11111W1 1't S�j C' a i)l)z)f �`" it ... ,))''�t� # S, i,� I.a:471 i ' PEASE BORST &ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 1 18 EXECUTIVE COURT SOUTH 818 ILLINOIS 60010 By: RCA raONE:(847)842-6930 Date: 01/31/18 FAX:(847)842.6935 • Design Criteria • Panel weight,Wp= 100 plf maximum for panels in extended configuration. • Panel weight, Wp= 1000 plf maximum for a length of 4'-0"for panels in stacked configuration against end post. •Opening width =40'-0"maximum. Note: Unispan may be used for smaller opening widths. The depth of the Unispan truss (2'-0") and the members which compose the chords and webs of the truss are the same for all widths, therefore the design for a 40'-0"opening width is conservative for smaller widths. • Panel height= 12'-3" maximum. • Unispan self-weight: Chords &cap piece**: (3.134+3.108+2.119)(165/144) = 9.6 plf Webs (1" nominal conduit)**: (0.198)(489/144)/cos(45) = 0.7 plf Insulation: (2"x20"@ 2.5 pcf) = 0.7 plf Fascia: 3/8"x20"gypsum board each side = 3.0 plf Say total self-weight= 15 plf ** See Sheets 11 - 15 for section properties of truss members. • Unispan truss cross-section: - A2-3269 L 1 1,749 ` A2-3270 24.00© 18.591 18.223 NMI — A2-3265 1.381 PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 2 18 E XECUTIVE COURT SOUTH BARR1NGTON,ILLINOIS 60010 By: RCA PHONE:04n 842-6930 Date: 01/31/18 FAX:(847)84Z-6935 Design Criteria (cont'd) • Building Codes and Standards: 2015 International Building Code ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures 2015 Specification for Aluminum Structures • Materials: Aluminum truss and end post components: 6063-T6;Fi„=30 ksi; F,y=25 ksi Steel truss components: Minimum Yield Strength, Fy=36 ksi Steel bracing components: ASTM A500, Grade B; Minimum Yield Strength, Fy=42 ksi •Assumed Seismic Design Criteria: (Note that this criteria is for a high seismic location). SS=2.00; Site Class D; Fa= 1.0; SDs= (2/3)(1.0)(2.00)=1.33 Risk Category Ill;Seismic Design Category D Non-structural architectural components: Fp=0.4apSDsWp[1 + 2(z/h)Jlp/Rp Non-masonry interior non-structural wall; Component amplification factor, ap=1.0 Component response modification factor, Rp=2.5 z/h= 1.0 (maximum) Component importance factor, 1p= 1.0;assumes conditions 1 -4 in ASCE 7§13.1.3 do not apply. - Fp=0.4(1.0)(1.33)[1+2(1.0)]Wp(1.0)12.5=0.64Wp 4---Controls But at least 0.3SDSIpWp= 0.3(1.33)(1.0)Wp 0.40Wp But need not be more than 1.6SDSIpWp= 1.6(1.33)(1.0)Wp=2.13Wp Using ASD Load Combination D +0.7E; - Fp=0.7(0.64)(15 plf) = 6.7 plf as lateral seismic load for Unispan truss assembly. ->Fp= 0.7(0.64)(100 plf) =45 plf as lateral seismic load for panels in extended configuration. -> Fp=0.7(0,64)(1000 plf) =448 plf as lateral seismic load for panels in stacked configuration. Concurrent vertical seismic load, Vp=0.2SDsWp=0.2(1.33)Wp=0.266Wp -.Vp=0.7(0.266)(15 plf) =3 plf as vertical seismic load for Unispan truss assembly. ->Vp=0.7(0.266)(100 plf) = 19 plf as vertical seismic load for panels in extended configuration, -�Vp= 0.7(0.266)(1000 plf) = 186 plf as vertical seismic load for panels in stacked configuration. • Minimum Code-specified lateral Live load for partitions (IBC §1607.14) =5 psf Lp=(12.25+2.0)(5 psf) =71 plf> (6.7+45) =51.5 plf -> Live load controls lateral load design for extended configuration. -+ Seismic load controls lateral load design for stacked configuration. Sheet 3 FA3 UNDEFORMED SHAPE � R 4 (1 1 ? 3 4 5 A 7 �9 Y a 6 x MINIMA tH 2H 77777- 77777- 0.000E-4-000 mrn000E+000 Y 0,000E+000 MAXIMA FRAME GEOMETRY IS BASED UPON HUFCOR DRAWING NUMBERS K3-1379, K3-1382&K3-1383(SEE SHEETS 4-9) X 4,800E+002 Y 1.670E+002 FRAME NODES NOTES NODES JOB ID' 114058 UNISPAN RUN ID, UNISPAN TRUSS WITH 40'-0' WIDE OPENING WIDTH • • 4EMENCE S 1-0143 °"A1pI AM K3-1379 E 1 1 10-064 A2-3270 TOP CHORD - U900 264" CLR 2 1 Pc 10-063 A2-3265 TRACK - UNISPAN 264" CLR RQ O 3 VARIES VARIES VARIES TUBE WEB MEMBER - UNISPAN Ey, 4 VARIES VARIES VARIES TUBE WEB MEMBER - UNISPAN .moi'' ,NSE1:NEW OF A$SY,NTN'B` T R ACK CHDRD LN132 "��. 5 17 18-862 K1-1242 NUT PLATE - UNISPAN OF n7so•Fuu s¢E VIEW 6HGY5 ASSE1dB Y / WMTH`B`AT 85,500`. 6 5 18-859 K1-1359 7GA WASHER PLATE - UNISPAN /l //y 7 12 51-896 NONE HHCS 1/2-20 X 1-1/2 GR5 CLR /" t 4 8 9 52-665 NONE WSHR-SAE FLAT 1/2 CLR _ / 0 9 9 51-880 NONE HHCS-1/2-20 X 1-1/4 CLR i 10 1 18-858 K3-1360 END WEB MEMBER - 18' UNISPAN 11 30 51-878 NONE HHCS 1/2-20 X 1 GR5 CLR r-� d 12 2 16-202 K2-1365 TRIM - UNISPAN 1"�*' 13 1 51-874 NONE HHCS 1/2-13 X 3/4 NC SERB FLNG O / O 14 1 52-212 NONE NUT SERRATED FLANGE 1/2-13 ZP .y 0 % Q 15 1 18-863 K2-1236 CORNER BRACKET UNISPAN % ,, . 16 1 16-780 K2-1366 ESCAPEMENT CHANNEL - 118" UNISPAN CD ' 0 p 17 1 12-009 K3-1237 ESCAPEMENT - UNISPAN O C/ 18 6 17-145 A1-0716 PIN 3/16" X 3-1/2" PLATED0 0 4(1: 414414., © i 19 2 51-835 NONE BLT-TAP 3/8-16 X 2 HH GR5 ® /„ ?Q 0 -fr ee°gig 23 1 16-786 K2-1358 SPLICE BLOCK '� 0 dd Ba a // 24 1 16-782 K2-1356 LONG NUT PLATE I. 7 if II y 25 1 16-784 K2-1357 LONG WASHER PLATE 0 • `t*y 1,1 4 26 1 45-214 K-3625 LABEL II : d y e* REM OTY PART NUM. PART DWG. DESCRIPTION n. O M. � •t 88 ,,,,,..--- 2.0130 2.0130 E50.801 y / 0 �'8.817 [223.957 O 91 _%p ® Be /� ��l 2.000 C50,807 N! 18.223 [462.97 NOTES1 (BOTTOM OF TOP ITEMS 3 & 4 VARY BY OPENING CORD TO BOTTOM 4 WIDTH. SEE SHEET 2 FOR DETAILS, 1 1 OF BOTTOM CORD) 1 In © 2 FOR LISTING OF U900 ASSY DWGS & EXPLODED VIEWS SEE S1-01430143 3 SEE SHEET 2 FOR TOTAL TRUSS O C ADHERE LABEL CAMBER, 4 THIS ASSY USED FOR OPENING WIDTHS FROM 323.75 THRU 466.125 DIMS. IN [] ARE IN MM &ARE REF., RMV. BURRS & 8RK. SHARP EDGES .02 MAX. A ADDED ITEM 26 UNISPAN TRADEMARK.LABEL TOLERANCES �"'v�"ME H U F COR„ INC. 2101 IR* 1 RD. as„aT/„cas.X = ±.08 [1.52] .�sruc,n Axon D I, ITEM R9 2 WEB CONNECTION WAS N7 6 FIXED DTYS. 2, ONLY 1 OF ITEM M6 NECESSARY AT WEB ATTACHMENT AT TOP CHORD. .XX = ±,03 [.76] JMD 9 28/98 1Pos 000uNLxl 4 INFO.IS CORMOFxOAL TO HUMOR t SHAM NOT 8E 3. 1/2' WASHER NOT HEEDED AT WEB ATTACHMENT AT TDP CHORD, 342610/O2,,WP XXX a ±,015[.38] MI5` 1" ""`'po 10 3s : N.1EM UNITED Tilt FaIRITIOERN PURPOSE SETHIS P C 1.INTERMEDIATE BAR WEB MEMBERS CHANGED TO TUBE WEB MEMBERS 2. 16-867 WAS 16-164(PG 2). 3. I9-869 WAS 16-163 (PG 2), 4. ADDED 5360 t1/51AIP L'''' 3± OMR 0 U900 ASSEMBLY FOR FLAT WALL NONE 52-665 WASHER TO WEB ATTACHMENT AT TOP CHORD. 5.ADDED 86 AT EVERY WED CONNECTION. 6. 51-896 WAS 51-680. CLASS 2 THRDS. B UPDATED ITEM 16,UPDATED.HARDWARE COUNTS. 3157,2/00,002FILLET RADII .015 . 05bE LONG ESCAPEMENT SECTION (SEE NOTES) r ' A ISSUED NEW ,yd1 S/os ,MACH. SU FIN. MAX,,P1379 E a' C O R A 4 •F LL NOTED NONE 00441 1 or 1••^.1•71 > ..s ""A °"c�"`SHALL CONFORM 1'0 F-3745 2 0) CD REFERENCE DWGS. DRAWING i REV. S1-0143 K3-1379 E ©G ®� © NEW A A 0 0 /-\\....././ \\\\*II' fNi• - - -I TDP CHORD SPUCE ASSY DET; NEW A-A INSET: VIEW OF ASSY WITH "B" (TRACK CHORD LOTH) OF 72.750. FULL SIZE VIEW SHOWS ASSEMBLY WITH "B" AT 85.500. OPENING WIDTH "A" "8" WEB MEMBER 2 WEB MEMBER 3 WEB MEMBER 4 WEB MEMBERWEB MEMBER 6 CAMBER 323.375 [8214] THRU 335.25 [8515] 118.125 [3000] 72.750 [1848] 18-869 (18") 18-869 (18") 18-869 (18") 18-869 (18") 18-867 (24") 0.125 [3.2] 335.375 [8519] THRU 359.25 [9125] 130.125 [3305] 85.500 [2172] 18-869 (18") 18-869 (18") 18-867 (24") 18-867 (24") 18-867 (24") 0.125 [3.2] 359.375 [9128] THRU 419.25 [10649] 112.125 [2850] 72.750 [1848] 18-869 (18") 18-869 (18") 18-869 (18") 18-869 (18") 18-869 (18") 0.375 [9.5] 419.375 [10652] THRU 431.25 [10954] 118.125 [3000] 72.750 [1848] 18-869 (18") 18-869 (18") 18-869 (18") 18-869 (18") 18-867 (24") 0.625 [15.9] 431.375 [10957] THRU 455.25 [11563] 130.125 [3305] 85.500 [2172] 18-869 (18") 18-869 (18") 18-867 (24") 18-867 (24") 18-867 (24") 0.625 [15.9] 455.375 [11567] THRU 476.25 [12094] 124.125 [3153] 85.500 [2172] 18-869 (18") 18-869 (18") 18-867 (24") 18-867 (24") 18-869 (18") 1.00 [25.4] E ADDED ITEM 26 UNISPAN TRADEMARK LABEL 63113/11 CRC DIMS. IN [3 ARE IN MM & ARE REF., RMV. BURRS & BRK. SHARP EDGES .02 MAX. 1. ITEM #9 @ WEB CONNECTION WAS #7 & FIXED QTYS, 2. ONLY 1 OF TOLERA[E$ ] DRAWN BY 2101 KENNEDY RO I) ITEM #6 IS NECESSARY AT WEB ATTACHMENT AT TDP CHORD, 54281o/02AP.X = ±.06 1.52 NITULS DATE H U F'C D R, INC. „J.g.„LF,vn 51545 3. 1/2" WASHER NOT NEEDED AT WEB ATTACHMENT AT TOP CHORD. .XX = 1.03 [.76] JMD 9/28/98 THIS DOCUMENT& INFO. IS CONFIDENTIAL TO HUFCOR & SHALL NOT BE 1. INTERMEDIATE BAR WEB MEMBERS CHANGED TO TUBE WEB MEMBERS. XXX = ±.015 38 REPRODUCED/DISCLOSED TO 3RD PARTIES. USE IS UNITED TO INTENDED PURPOSE THIS DOC. C 2, 18-867 WAS 16-164 (PG 2). 3. 18-869 WAS 16-163 (PG 2), 4, ADDED / = t 5 [' ] WAS CREATEDFOR. DO NOT SCALE DWG. ALL DIMENSIONS ARE FOR FINISHED UNPAINTED PART. 535011Dt AJP 52-665 WASHER TO WEB ATTACHMENT AT TOP CHORD. 5. ADDED #6 PART AT EVERY WEB CONNECTION, 6. 51-896 WAS 51-880, CLASS 2 THIRDS. ASSEMBLY FOR FLAT WALL NONE B UPDATED ITEM 16, UPDATED HARDWARE COUNTS, 51572/00 CRZFILLET RADII .015 MAX. USAGE DRAWING REy A ISSUED NEW 4x619/98 jMOMACH. SURF. FIN. 250✓ LONG ESCAPEMENT SECTION (SEE NOTES) K3—f379 E 4T17. DESCRIPTOR EE" DATE EXCEP( AS NOTED, TOL. sCALE FULL MATERIAL NOTED FlNMH NONE SHEET R(YBIONB SHALL CONFORM TO F-37452 OF 2 0) CD CD .-h 01 • REFERENCE CWIS. DRAWING i . S1-0143 K3-1383 E 1 1 Pc. 10-064 A2-3270 TOP CHORD — U900 264" CLR 2 1 Pc. 10-063 A2-3265 TRACK — UNISPAN 264" CLR 3 VARIES VARIES VARIES TUBE WEB MEMBER — UNISPAN 4 VARIES VARIES VARIES TUBE WEB MEMBER — UNISPAN 0 5 VARIES18-862 K1-1242 NUT PLATE — UNISPAN 6 VARIES 18-859 K1-1359 7GA WASHER PLATE — UNISPAN 7 VARIES 51-896 NONE HHCS 1/2-20 X 1-1/2 GR5 CLR 8 VARIES52-665 NONE WSHR—SAE FLAT 1/2 CLR -,---' .4- 9 VARIES51-880 NONE HHCS-1/2-20 X 1-1/4 CLR 20 2 18-853 K3-1376 VARIABLE TUBE WEB MEMBER 0 g 0 STEM QTY PART NUM. PART DWG. DESCRIPTION �'` i� 0 t 4- NOTES: te/ 7 I.\`y 1 ITEMS 3, 4, 5, 6, 7, 8 & 9 VARY i' 0 a' BY OPENING WIDTH (SEE SHT 2) 0 g 2 FOR LISTING OF U900 ASSY DRAWINGS /� ® 0 s o `' 0 & EXPLODED VIEWS SEE S1-0143 O y y Q Q 3 SEE SHEET 2 FOR TOTAL TRUSS CAMBER '�y 0 � 4 THIS ASSEMBLY USED FOR OPENING / 0 E g WIDTHS FROM 359.375 THRU 476.125 r..,--=-- 0 E. © i ,,---- 0 •',,,.. ~ g 0 (0 / /� 0 , Q 7 a 4, 4 ©18 e' 0® L i / i� p NI �l 5 ,. 0 y y R31/ 00O a y 9 O / - : 1 ys ©O j/ j% 18.223 [462.979f: © j (BOTTOM OF TOP P 6 / O CORD TO BOTTOM OF BOTTOM CORDS ' ,--- rl it 1, OMIT *8 8 WEB CONNECTION 8 TOP CHORD, ADJUST QTY, 2. ITEM #8 NOT NEEDED DIMS. IN (] ARE IN MM & ARE REF., RMV. BURRS & BRK. SHARP EDGES .02 MAX. E 2 SPLICE CHANNEL. 3, 119 NOW USED AT WEB CONNECTION 8 TOP CHORD. ADJUST QTY 5428 10.02 AJP TOLERANCES MAWR nTnNLs o E I-I U C C7 R, INC. :,A,101 KEH eSO. p 1. UPDATED SHEET 2 BOMS TO REFLECT ITEM 8 QUANTITY CHANGES THAT WERE MADE IN ECN 5350 5422 7.02 AJP'X = 1,06 (1.52] JMD 9/28/98 iHl3 DOCUMENT&INFO.IS CONFroENiV1 TO HUFCOR&SHALL NOT BE 1. INTERN BAR WEB MEMBERS CHANGED TO TUBE WEB MEMBERS 2. 18-967 WAS 16-164 (SI-IT 2) 3, 113-669 WAS .XX = 1.03 (.76] REPRODUCED DISCLOSED TO 3RD PARTIES. USE 8,RATED TD,MENDED PURPOSE NOT DOC. C 16-163 (SHT 2). 4. ADDED 52-665 WASHER TO WEB ATTACHMENT 8 TOP CHORD 5, WASHER PLATES 08-8593 2 5350 11.01 AJP.XXX = 1.015[.38] wAs��FOR. DO NOT SCALE DWG. All.DRIENSIDNS ARE FOR FlMSHED UNPAINTED PARI. EVERY WEB CONNECTION. 6. 51-896 WAS 51-880, 7. REM'D VIEW C - HOLE PATTEN FOR OLD ESCPMNT TYPE L = 1.5 "' U900 ASSEMBLY FOR FLATWALL PART+NONE B O.W.-187.375 [4759.3] WAS 0.W.--212.125 [5388.0] 5157 02/00GRZ1CIASS 2 THRDS. _ U) — FILLETA ISSUED NEW 4881 09 9$JMDMACH. RADII ,015 MAX. WOE MID SECTION OF 3 (SEE NOTES) / REV, / MACH. SURF. FIN. 250✓ E NAicHt1L "asN 1383 (3D DESCRIPTION ECN/ o IO R.EXCEPT AS NOTED, TOL FULL NOTED NONE SHEET 1 OF 2 (p 5040050 SHALL CONFORM TO F-3745 S1-01 43 K3-13831 o E 6') .701 22.000 [559.80] 22.000 [558,80]--� 'A' - TOP CHORD LENGTH <DEDUCT FROM OPENING WIDTH) I VIEW A: L SPAN LAYOUT FOR OF OPENING WIDTHS 0 Q e 7 5 0 0 0 0 0 40 455.375 - 476.25 I '0' - TRACK CHORD LENGTH <DEDUCT FROM OPENING WIDTH) VIEW B: LAYOUT OF SPAN OPENINGR WIDTHS 9 9 0 0 0 o 359.375 - 455.375 CHORD LENGTH DEDUCTS VARIABLE OTYS: WEB MEMBERS(ITEMS 3.4,&20) OPENING WIDTH VIEW "A" 'B' 45#6 /7/849 WEB 1 WEB 2 WEB 3 WEB 4 WEB 5 WEB 6 WEB 7 WEB 8 WEB 9 WEB 10 WEB 11 WEB 12 CAMBER 359.375[9128] -383.25[9735] B OW-227.25[577210W-197.375[4759)7 14 8 6 18-889 (181 19-869(181 18-857(24")ITEM 20 SHT 1 ITEM 20 SMT 1 18-887(247 19-969(18') 18-867(24') NONE NONE NONE NONE .375 383.375[9738]-395.25[10039] B OW-227.25 [5772]04-187.375[4759]7 14 8 6 18-869 (18')18-869(18')19-867(24')ITEM 20 SHT 1 ITEM 20 SITT 1 18-867(24') 18-869(1B7 18-889(187 NONE NONE NONE NONE .375 395.375[10043]-407.25[10344] B OW-227.25[5772]OW-187.375[4759]7 14 8 6 18-869(18')18-857(24719-867(24")ITEM 20 SHT 1 REM 20 SHT 1 18-867(24') 18-867 (24') 18-869(181 NONE NONE NONE NONE .375 407.375[10347)- 419.25[10649] B OW-227.25[5772]04-187.375[4759]7 14 8 6 18-897 (24")18-867 (24').18-887(241 ITEM 20 SHT 1 ITEM 20 SHT 1 18-867(2$) 18-867(241 18-867(24") NONE NONE NONE NONE .375 419.375[10652] - 431.25[10954] B OW-239.25[6077]OW-187.375[4759]7 14 9 6 18-887 (24')18-867(24')18-867(24')ITEM 2D SMT 1 ITEM 20 SMT 1 18-867(241 18-897(24") 18-887(24') NONE NONE NONE NONE .375 431.375[10957]-455.25[11563] 8 OW-253.25 [6687)08-212.125[5388]7 14 8 6 18-867(247 18-867 (24')18-867(24')ITEM 20 SHT 1 ITEM 20 SHY 1 18-867(24") 18-867(241 18-867(24') NONE NONE NONE NONE .625 455.375[11567)- 476.125[12094] A OW-251,25 [638210W-212,125[5388)11 22 12 1018-869(19')19-869(181 18-869(18')8-869(19') 19-889 (18') our 20 SIT 1 ITEM 20 SMT 1 18-867(24") 18-869(181 18-869(18')18-889(18718--889 (16') 1.000 1, ITEM 98 NOI NEEDED AT WEB CONNECTION Al 1O CHORD" ADJUST DT, 2, IfLM NB NOT NEEDED Al SPLICE DIMS, IN ARE IN MM k ARE REF. RMV. BURRS& BRIE.SHARP EDGES.02 MAX, E CHANNEL, 3, ITEM 89 NOW USED AT WEB CONNECTION AT TOP CHORD. ADJUST QUANTITY 5428 10.02 AJP TOLFIRAN(x` """r°Ri"'Dc H U F-C❑R INC. D 1.UPDATED SHEET 2 BOMS TO REFLECT ITEM 8 QUANTITY CHANGES THAT WERE MADE IN ECN 5350 5422 7 02 Alp•%a f•06 [1.52] .2'...°,'.'``"'"7"..:. 1.INTERN BAR WEB MEMBERS CHANGED TO TUBE WEB MEMBERS 2.18-837 VAS 16-164(.SIT 2) 3.18-869 WAS 16-163(5)IT 2). .10E ±,Ø3.. [.78J MD 9 28 98 ODCIIYENT t NFD.6 CONElOEi(1ML TO HUMOR151564:941 NW SE "'; TO 3RD P/R.,,, USE IB LRJIRD TO MEM7ED.PISK09E THR DDC C 4.ADDED 52-665 WASHER. TO WEB IN C-AT MOLE CHORD O.WASHER PLATES[1T P597 AT EVERY WEB CONNECTION 5350 11.01 AJP-X70(r x•015[.38) W;� „Epp p0 NOT ,y,.-....S as,. v..R_ .-N .,PIM •.51-896 WAS 51-880. 7.REMOVED VIEW C-{IDLE PATTEN FOR OLD ESCAPEMENT TYPE L' 3.5 8 O,W,-187.375 [4759.3] WAS 0.W.-212.125[5388.0] 5157 02/O0GRDCLASS 2 THRD5. U900 ASSEMBLY FOR FLATWALL NONE A ISSUED NEW FILLET RADII .015 MAX. 5.7E .�, • qLv 488109/98,1140 , - ,, , MID SECTION OF 3 (SEE NOTES) - 383 t' 6cv. ,`R)LL, ' , D NONE , 2or2 DE9v4Piq't rbi ° D�SHALL CONFORM IT:O F-374.5 CD CD v 51-0143 0 �' K3-13821 D NOTES{ AL ITEMS 3 AND 4 VARY WITH OPENING WIDTH SEE SHEET 2 FOR REQUIREMENTS, 41) 2. FOR LISTING OF U900 (FLAT WALL) ASSEMBLY DRAWINGS AND EXPLODED VIEWS SEE S1-0143, FOR U901 (ACCORDION) SEE S1-0144, 40 Q 3. SEE SHEET 2 FOR TOTAL TRUSS CAMBER, A 13 4. THIS ASSEMBLY USED FOR OPENING WIDTHS FROM 359,375' THRU 466,125" HI 421 � L. _ 0w J y� 0 • 411 ® Q© :� y e�i y , 0 • 4. 'k ,...** 8,997 [228,5] 18,067 [458.9] ' i i O Ogti 10 0 Vii,' 0O (BOTTOM OF TOP GORD TO BOTTOM 1 I'� OF BOTTOM CORD) .0.. GO 2.0 31] REF %� © -y-�.t,. 0� .' o o 11 8B Q ® y 44w.,„_ y 9g 8g f98 . y • ...„,--0-; VV 27 1 16-494 K2-1407 SPLICE CHANNEL 29B B ' y to z ,o 2 rxso?K7wE S I/Z Lid A .e U.4 .9 3 % .r - •' �, 25 1 16-784 K2-1357 LONG WASHER PLATE ►". y`� 24 1 16-782 K2-1356 LONG NUT PLATE y 23 1 16-786 K2-1358,SPLICE BLOCK �, ./ 18 4 17-145 A1-0716pIN 3/16" X 3-1/2" PLATED 15 1 18-663 K2-1236 CORNER BRACKET UNISPAN 14 1 52-212 NONE NUT SERRATED FLANGE 1/2-13 ZP 13 1 51-874 NONE HHCS 1/2-13 X 3/4 NC SERR FLNG Q 12 2 16-202 K2-1365'TRIM - UNISPAN 11 26 51-878 NONE HHCS 1/2-20 X 1 GR5 CLR 10 1 18-858 1(3-1360 END WEB MEMBER - 18" UNISPAN 9 1 51-880 NONE HHCS-1/2-20 X 1-1/4 CLR 8 17 52-665 NONE WSHR-SAE FIAT 1/2 CLR 7 18 51-896 NONE HHCS 1/2-20 X 1-1/2 GR5 CLR ). ITEM fB NOT NEEDED AT WEB CONNECTION AT TOP CHORD: ADJUST OT. DIMS. IN[]ME IN MM&ME REF.,RMV.BURRS&BRE.SHARP EDGES .02 MAX. 6 _ 10 18-859 K1-1359 70A WASHER PLATE - UNISPAN 6 2.ITEM i[8 NOT NEEDED AT SPLICE CHANNEL 842910.02 Aro TOLCRA= a.m., 01 3.ITEM gS NOW USED AT WEB CONNECTION AT TOP CHORD: ADJUST QUANTITY s H U F-C❑R, INC, +v2Mew,sk�w ;ZS I.5 19 18-862 K1-1242 UT PLATE - UNISPAN X -3A6[1.52) Iw ITEM 4 WAS THE INTERN BAR WEB MEMBERS 2.IB-867 WAS I6-164(941 2) .XX-f.03[.76) JMD 9 28 98 S14pCUMDI�iIArR1I4p 0..S CANF16D1W.19 192949 4 DUAL Nm 19 4 VARIES VARIES VARIES TUBE WEB MEMBER - UNISPAN o 3.18-869 VAS 16-163(SHT 2) 5.ADDED 52-665 WASHER TO we ATTACHMENT 6Je911a1 4,XXX"';,015[.36)II, RA 00 NOTTa D1A1. 1 Apy u — 3 VARIES VARIES VARIES TUBE WEB MEMBER - UNISPAN AT TOP CHORD 8.2 WASHER PLATES[18-859]AT EVERY WEB CONNECTION 7,51-896 VAS 51-884 8.51-896 WAS 31-885 Z- isTM U900 AND U901 ASSEMBLY = 2 1 Pc. 10-063 A2-3265'TRACK - UNISPAN 264" CLR 7 BEE PAGE 1 OF 2 s1 p2LASS69YFlUET RAMI Df5 MAX. ---- Ter g' (D 1 1 Pc. 10-064 A2-3270 OP CHORD - U900 264" CLR A NEW ysta S$UURRFF N 250 LEAPD�*SEECTN OF 3 SECTNS(SEE NOTES) KS-93822 2 (D �F KS OOIF� TOL FUUI NOTED NONE �2+2cr 1 m2 CO ITEM OTT PART NUM. PART PNO. DESCRIPTION ,"�` '41 �' ad'"�nu CONFORM 1'0 F-3745 • o S1-0143 I/O-131121S 22,0000 00.781 C0192] THRU a' -immiiiiimmais VIEW A 'A' - TOP CHORD LENGTH A n lil p ®VIIIIIIrr p pa p 5.000 C127.0] 3.000 [76.2]— - 00.531 [013.5] (3) 1.000 025.4] . 'B' - TRACK CHORD LENGTH ITEMS 3 & 4 VARY WITH OPENING WIDTH:CX9 CAMBER OPENING WIDTH A" "B" WEB MEMBER 2 WEB MEMBER 3 WEB MEMBER 4 WEB MEMBER 5 WEB MEMBER 6 U900 U901 359.375 [9128] THRU 419.25 [10649] 112.125 [2850] 91.625 [2327] 18-869 (18") 18-869 (18') 18-669 (18") 18-869 (18) 18-869 (18") 0.375 [9.5] 0.125 [3.2] 419.375 [10652] THRU 431.25 [10954] 118.125 [3000] 91.625[2327] 18-869 (18") 18-869 (18") 18-869 (181 18-869 (18) 18-867 (24") 0.625 [15.9] 0.375'[9.5] 431.375 [10957] THRU 455.25 [11563] 130.125 [3305] 103.625 [2632] 18-869 (18") 18-869 (181 18-867 (24") 18-867 (24") 18-867 (24") 0.625 [15.9] 0.375 [9.5] 455.375 [11567] THRU 476.25 [12094] 124.125 [3153] 103.625 [2632] 18-869 (18") 18-869 (18") 18-867 (24") 18-867 (24") 18-869 (18") 1.00 [25.4] 0.50 [12.7] VMS.IN[1 RE IN MM&RE REF.,RNV.BURRS&BRK.SHARP EDGES.02 MAX. =MO PAIN Iff txmr m 3(- t.OS[1.52] iii.. am HUF CDR, INC, .woxtm x.Exv.ttxeu 0 xm 0 P MEM ATo mrenw 111,10.MOO Ie+m vc 111CDf VP Iry r r..'v. A1t..4,..,--,,, .bYN6 .1G(.f.O3[.78] (t'�]9 29 B .Ol' 3".!PA ilw*.6 6CdQ1-1.::10 IMif0011-S.W1.66E },..... tot ,;,,,nra aiaan+m OMIT .%%( 1.075[.3B} -�x;:t _ oM0. ,,..:_... .••_.�eTM,.u�1C oi/Ma 14100 OMB.%8.40,ORMIO 10 FIN�.e ."� "'�°""/1111.t� „n/w U900 AND U901 ASSEMBLY NONE CO T at oat t a z 137D'Iami"nl£f sr.01.015 MAY. ''• LEAD SEM OF 3 SECYNS SEE NOTESCD A is NM t.+�.SU FIN 5 ( ) 3- 382 i• T*1 OONFO' Y0 F-37 FULL NOTED NONE -• 2.'2 (13 Sheet 10 FA3 UNDEFORMED SHAPE LOAD CASE 1: 18 PLF(SELF-WEIGHT) V LOAD CASE 2: 119 PLF(EXTENDED CONFIGURATION) V V LOAD CASE 3: 1186 PLF(STACKED CONFIGURATION) MINIMA X 0000E+000 VERTICAL LOADS CONSIST OF DEAD LOAD+CONCURRENT VERTICAL SEISMIC LOAD, Y 0.000E+000 ASD LOAD COMBINATION: D+0.7E LOAD CASE 1: w=15+3= 18 PLF; LOADCASE2: w=100+19= 119 PLF; LOAD CASE 3: w= 1000+186=1186 PLF MAXIMA LOAD COMBINATION 1 =LOAD CASE 1 +LOAD CASE 2 LOAD COMBINATION 2=LOAD CASE 1 +LOAD CASE 3 X 4.800E+002 Y 1.670E+002 ELEMENT NUMBERS AND VERTICAL LOADS NOTES ; ELEMENTS JOB IDS 114058 UNISPAN RUN ID UNISPAN TRUSS WITH 4W-0' WIDE OPENING WIDTH P PEASE BORST B & ASSOCIATES LLC STRUCTURAL ENGINEERS Client: t Huor, Inc. Sheet 11 18 EXECUTIVE COURT MA SOUTH BARRINGTON,ILLINOIS 60010 By: RCA A. PHONE:(847)842-6930 Date: 05/09/14 FAX (847)842.6935 Top Chord- Part A2-3270 .-1.563 [36c] - 0.0634155) ..DOE. L332 i .. ±.007 D.0131 raps] .3,j5 141 ,pietsai . (r) PLS -8-0.813-,- <4)‘PL6S [20.64) 1--- -7k, 1,* 1 ,isa 4 1 375 [342;3] 019 .943 T VP. [ :f?] 11 TYR ,,,c4- 4,1 1 F c • 0 1 4( 2.773 i f 4,000 557L6 i 0 750 1.000 [25.353 ...___. c ,... g,53) 1 ,13.875 -- . L22 23 j 0.14,144 76] : FULL R. .. , ' INN) m "I- TYP. '''.44W,,i,:00, ,,T, r. i* L [ 0.1.51W 76] ,,,f _Flotpj)t.005 -.-1 i 1---0.503 [14.293 TYP. f*,--1.563 [39,69]-... ,... -.-.1 0.025 [15.85] TYP. r• sono [127.00] AutoCAD Text"Window-° 1142„.427044.34' ':' V' ,';' ',' '-' '-MR'f ' 1,A41' '4' ' -' - Edit tommend: tCommand: _massprop '- Select objects: I found _ ' elect objects: REGIONS - Ike, ea: 3.134 l. ';.-1,;,":,,,,.,,, Perimeter: 36.619 160Unding box: X: -2.594 -- 2.594 V: -1.749 -- tentraid: X: 0.008 Y: e.036 ;laments of inertia: X: 3.987 Y: 7.688 'Product of inertia: XV: 6.008 ;Radii of gyration: X: 1.128 Y: 1.566 i Principal moments and X-Y directions about centroid: I: 3.967 along [1.000 0.e3e] 7.668 along [0.000 1.000] ,rite analysis to a file? [Yes/No] <N>: PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 12 46L18 EXECUTIVE COURT SOUTH BARRINGTON,ILLINOIS 60010 By: RCA A PHONE:(847)842-6930 Date: 05/09/14 FAX:(847)842-6935 Bottom Chord- Part A2-3265 1. 5 7- 3 1.5667 [39[4 .669])--� 0.531,[1.3 40) (T 0.633t0.0179D [16.09!0.23) L ,0319� 188 4.76] R. r i (4) PLCO (2) CS "_; 725 R. �" �, 316] 0.710 0. (2J PLC$ FULL R. 3.$36 i TYP. 0.375 [9.52] �i- 2.750 _ FULL R. TYP. (69. 5) 0,250 [6.3531 --- 1 1.875 DA94 - r-0.12 - �g I [47.63] �Yp' [3.163) rYP. 1 100 1 .03195,) 4 7 075 .,'' CS i [25.40] 122.x) a..�oo 11.4'A 'Ct$P i � 4•(a� S0 CI 656[ [72.70] , ,,,c) ', ,n, . t :; } C16 66] 1 16251., a ,-,r.-----, 0,�75-.-I •. +-Li 7) L21s ozso hhh---[22.23] TIP. FULL R. a2Ao DiA 2.125 [53.97] TYP. -o-0,470 C2) PLCS 2.250 [.57.15] 2.589 [85.04] 2.750 [69.85] 5.250 [133.35) V',-utcCADT W ndowpy„ ' , ,. `" .t1r . ) Edit .Corrand !corr.-rand: i-assprcp ovI. 's `.,, (,Select objects: 1 found �4 t x Select objects: ' is - REEIONS --- 1lArea: 3.108 "` ! ,Periareter: 36.551 . , Z. :. �, Bounding box: X: -2.625' -- .,x.625 P;�,� - Y: -1_3$1 -- 2.471 `t 4 , Centroid: X: 0.803 4. Y 0.ee .."lo'rents of inertia: X: 5.272. Y: 6.572 Product clf inertia: XY: 0.000 !Radii of gyration: X: 1.302 'r": 1.454 P .Principal moments and X-Y directions about centroid: I: 5.272 along [1.€30 0.#300] t` : 6.572 along [0.032 1.339] .:rite analysis to a #ile? [Yes/1do] <T>: I • PEASE B R T ASSOCIATES LLC Client: Hutcor, Inc. STRUCTURAL ENGINEERS Sheet 13 18 EXECUTIVE COURT 411.1140 SOUTH BARRINGTON,ILLINOIS 50010 By; RCA A PHONE:(847)842-6930 Date: 05/09/14 FAX:(847)842-5935 Cap Piece- Part A2-3269 5,625 1 7 0.]56 M �'*;'–.4- 71.1. — 0.156 I W 0.762 — t fi: V z 0J8I 3,500 1,5E 0.125 0.125 °:' � � ::- s`was A.: �'� '�a s -:.��gg '-s � - �s411.-'4 ;;:'''', sti: ' '` ;• +d�r,?fi � 'R4 o rrr;and: ,Command: rrasspr p , Select objects: 1 - ound ' Select ob ects: — _ '1 24tly,!4, ,-,4'-,' i iArea: 2-119 r o--...• - /- Perirrete -; 29.9 +Bernie g bow: X -2_X13 - 2..R.I./ ,_;,..,,,..=:„.„,;,„4„ ,,,.....,04,4„,,,,,,,„,,,,,,11,„4, � ''. Y: -2.612 -- 0.881 . -` 0. entrdid: X: e..32 Y: e.000 ' �� Moments of inertia: X: 2.116 Y: 6.867 Product of inertia: XY: 0.000 E Radii of gyration: X: 0.999 Y: 2.046 r' 1 Principal moments and X-Ydirections about centroid:, I: 2.116 along [1.802 8.000] I 3: 6.867 along [0.000 1_000] t Write analysis to a file? [Yes/No] (ND: A REFERENCE DW6 K�6t 7' 0,531 [011497 THROUGH 0,531 [013,49] THROUGH 1 -.875 C2 37 -,875 [2223] 1,750 [44.457 a u 0 E ; + d t! L 1,375 [34,93] I 2.000 [50.80] 2000 [50.80] 500 112.703 4.031 [102.39] 875 [22 22] R,125 [R317] R.125 [R3,187 _ ,m 1.750 [44,45] 2,000 [50.807 a 4,375±0,003 [111.13±0,087 j 134.9° I 19,298 [490,17] a ' .250 [6,35) 4,531 [413,491 THROUGH 14.069±0,02 [357,35±0,511 R.125 [R3.17] 21.125 [536,587 3.125 [79,38] D1MS f7 E IN MM dC ARE REF.. RMV. BURRS & BRK. SHARP EDGES .02 MAX. B REVISED SHAPE TO INCLUDE TO BOLTS AT TOP 6483 05/14/2014 KER x-*,oe 11.3 °R":„:1.......IRvx 27Q1, �, xx_f.ru , ,.. H UF C OR, INC. a"rmtE ,n 335°3 .foot-±At6[.3R] utt SAVED RY I ker 1l DaMOR a Dro.a Darmiw.m mama a von.ioF x R�macmfimasm m ao L-15N051.5 5 at ma a unnm m M1nem mroox nw eDd"tMr ra aRvlD ma m for lCaE DaD. fie����{{R "'"*."."'"'"1" ,u erDaws FR wR rmmm uw�nm nwa. FlLLEi RMA.015 � �3 END WEB MEMBER 18, PART 1B-858 !ANIMAL E UNISPAN SRAvmM Rte' HR STEELK3-1360 B KY. KNRIPfIN m t At Der sckE 41 rim" NONE 'mai or 1 Pdam Ci) CD CD 3 Sheet 15 Allied Tube&Conduit®Catalog Electrical Metallic Tubing (EMT) and True ColorTm EMT FEATURES &SPECIFICATIONS Manufactured for Long Life Codes &Standards Compliance Allied Tube& Conduit° EMT is precision manufactured Allied EMT is listed to Underwriters Laboratories Safety from high grade mild strip steel for exceptional durability Standard UL 797 and meets ANSI C80.3.These standards and long-lasting life.Allied EMT is hot galvanized using a have been adopted as federal specifications in lieu of patented inline Flo-Coat®process.This process combines WWC 563. EMT is recognized as an equipment grounding zinc,a conversion coating, and a clear organic polymer conductor by NEC Section 250-118. Documentation for topcoat to form a triple layer of protection against corrosion compliance with NEC Article 250 is also available in the and abrasion. GEMI (Grounding and Electro-Magnetic Interference) analysis software and related research studies found at the E-Z Pull°EMT combines strength with ductility,providing easy www.alliedeg.com website. bending, cutting and joining while resisting flattening, kinking and splitting. Available in sizes 1/2 (16) -4 (103). Installation of EMT shall be in accordance with the National Electrical Code and the UL listing information.Allied EMT is Coatings listed in category FJMX. Master bundles conform to NEMA Allied's EMT(Electrical Metallic Tubing) has a special low Standard RN2. friction ID coating called E-Z Pull that greatly improves the slip properties between conduit and wire.With Specification Data E-Z Pull EMT, wire pulls through the EMT smoothly and To specify Allied EMT, include the following: Electrical Metallic easily, making installation easier and faster. Tubing shall be equal to that manufactured by Allied Tube& Conduit Corporation. EMT shall be hot galvanized steel 0.0. EMI Shielding with an organic corrosion resistant I.D.coating,and shall Allied EMT is very effective in reducing electromagnetic be listed to UL Safety Standard 797 and manufactured in field levels for encased power distribution circuits, shielding accordance with ANSI C80.3. computers and other sensitive electronic equipment from the effects of electromagnetic interference. For more information on EMT shielding,visit www.alliedeg.com to obtain the GEMI (Grounding and Electro-Magnetic interference) software analysis program. Electrical Metallic Tubing (EMT) and True Color1M EMT Listed to Underwriters Laboratories Safety Standard UL 797 1114) Manufactured in accordance with ANSI C80.3 Approximate Red and Galvanized Trade Metric Outside Nominal Wall Weight Per Master Bundle True Color* Size Designator Diameter Thickness' 100 Ft.(30.5M) Quantity j Bundle Qty. in mm in mm lb kg ft m ft i m 1/2 16 0.706 1793 0.042 1.07 i 30 13.6 7000 2135 ; 3500 1066.8 31d 91 n 09, 90 d9 nada 1.24 46 20.9 5000 1525 2500 762.0 1 27 I 1.163 29.54 0.057 I 1.45 67 30.4 3000 915 1500* 457.2 1-1/4 35 1.011/ a11.s0 1).ub0 1.65 101 45.8 2000 610 2000 609.6 1-1/2 ; 41 1.740 44.20 0.065 1.65 116 52.6 1500 457,5 I 1500 457.2 2 53 2.197 55.80 0.065 1.65 148 67.1 1200 366.0 1200 365.7 2-1/2 63 2.875 73.03 0,072 1.83 216 98.0 610 186.1 610 185.9 3 78 3.500 I 88.90 0.072 1.83 263 119.3 I 510 155.6 510 155.4 3-1/2 91 4.000 101.60 0.083 2.11 349 158.3 370 112.9 370 ; 112.7 4 103 4.500 ( 114.30 0.083 I 2.11 393 I 178.3 I 300 91.5 300 91.5 'Outside diameter tolerances:+/-.005 in.(.13mm)for trade sizes 1/2(16mm) *Blue trade size 1 master bundle size:3000 fl/915 m through 2(53mm); **Other Color Trade Sizes 2-4 are available thru special order +1-.010 in.(.25mm)for trade sizes 2-1/2(63mm); NOTE:Length=10 ft.(3.05m)with a tolerance of+/-.25 in.(6.35 mm) +1-.015 in.(.38mm)for trade size 3(78mm); +/-.020 in.(.51 mm)for trade sizes 3-1/2(91 mm)and 4(103mm). NOTE:Special orders are non-cancelable,non-returnable and non-refundable. l` 'J C1lI� C TUBE&CONDUB mow www.alliedeg.com ., .�Pkatkore . P PEASE BORST & ASSOCIATES LLC Client: Hutcor, Inc. Bp.. STRUCTURAL ENGINEERS Sheet 16 18 EXECUTIVE COURT SOUTH BARRINGTON,ILLINOIS 60010 By: RCA'I‘A PHONE:(847)842-6930 FAX:(847)842-6935 Date: 05/09/14 End Post- Part K2-1250 occ) h--- 8531 1.562 --i ,v. ,te- k, 8 ', 1ole7.406 .6,, .., -1, -----4P-1 111 S'Ati- ii•WitAi."-, -.,:*.I.A..- i 2.500 i T„4.i-------:------.--h- OT.ly5p6. 1.382 i. il 37 1 TYP. ..--, , .. 0.4 07175-E-f—, D.265TP, 0.767 -1YR 1.063 TYP. H 1.312 -1-YR _ ,, ,,,,, g,,,,,,,z., .-,,- ;-7.,y,ttilkt ,,' Auto,_AD Text Vitndow-P K2-12511dwg P',2,,,cia-- 4„.:44k.--ie [ 1 do ' Cc rrand: -coxland: _aassproo Select objects: I found ;Select objects: _ REG/ NS _.__ f.-ea: 2.65e Perimeter: 31.686 pounding box: X: -2.152 -- 2.848 ,.., ' Y: -1.382 -- rentroid: X: 0.348 I Y: e.ese :47orents of inertia K: 2.196 t Yt s.73e 'eProduct o- inertia: XV: e.eaa iRadii of gyration: X: e.sle Y: 1-815 principal rarents and X-Y directions about centroid: I: 2.19E along [a.ese e.ees] :I: 8.409 along re.eee 3..eee] 4.%!rite analysis to a file? [Yes/No] <N>: I r Sheet 17 . PROGRAM : General Frame Analysis v2 . 05 PAGE NO. 1 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :53 :55 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH = NODAL INFORMATION NODE NODAL COORDINATES SUPPORT CONDITIONS NO X Y CODE PX STIFF PY STIFF M STIFF Units : Ft Ft K /In K /In K -In /Deg 1 0.000 AD.000 .H 2 40.000 0.000 H 3 0 .000 12.365 4 1.848 12.365 5 4 .837 12 .365 6 8.878 12.365 7 11 .889 12.365 8 14 .909 12 .365 9 17 .903 .12.365 10 22 .097 12 .365 11 25 .091 12 .365 12 28 .111 12 .365 13 31.123 12 .365 14 35.162 12.365 15 38 .152 12 .365 16 40.000 12 .365 17 0.000 13 .914 18 3 .348 13 .914 19 6.857 13 .914 20 10 .373 13 .914 21 13 .399 13 .914 22 16 .419 13 .914 23 20 .000 13 . 914 24 23 .581 13.914 25 26 . 601 13 .914 26 29.627 13.914 27 33 .143 13 .914 28 36 .652 13 . 914 29 40 .000 13 . 914 ELEMENT INFORMATION ELEM NE PE ELEM BETA PROP ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE Units : Ft Deg 1 1 3 12 .365 90. 00 1 BEAM 2 2 16 12 .365 90 . 00 1 BEAM 3 3 _ 17 1 .549 90 . 00 1 BEAM Y 4 16 29 1 .549 90. 00 1 BEAM Y 5 3 4 1 . 848 0 . 00 2 BEAM Y 6 4 5 2 . 989 0. 00 2 BEAM 7 5 6 4 . 040 0. 00 2 BEAM 8 6 7 3 .012 0. 00 2 BEAM 9 7 8 3 . 020 0. 00 2 BEAM Sheet 18 - ____ _ PROGRAM : General Frame Analysis v2.05 PAGE NO. 2 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40' -0" OPENING WIDTH ELEMENT INFORMATION ELEM NE PE ELEM BETA PROP ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE == ===== == 10 8 9 2 . 994 0 .00 2 BEAM 11 9 10 4 .193 0 .00 2 BEAM 12 10 11 2 . 994 0.00 2 BEAM 13 11 12 3 .020 0. 00 2 BEAM 14 12 13 3 . 012 0 . 00 2 BEAM 15 13 14 4.040 0 . 00 2 BEAM 16 14 15 2 .989 0 .00 2 BEAM 17 15 16 1 .848 0 .00 2 BEAM Y 18 17 18 3 .348 0 .00 3 BEAM 19 18 19 3 .508 0 .00 3 BEAM 20 19 20 3 .517 0.00 3 BEAM 21 20 21 3 . 026 0 .00 3 BEAM 22 21 22 3.020 0 .00 3 BEAM 23 22 23 3 .581 0. 00 3 BEAM 24 23 24 3 .581 0 .00 3 BEAM 25 24 25 3 .020 0 . 00 3 BEAM 26 25 26 3 .026 0. 00 3 BEAM 27 26 27 3 .517 0 .00 3 BEAM 28 27 28 3 .508 0. 00 3 BEAM 29 28 29 3 .348 0. 00 3 BEAM 30 17 4 2 .412 -39 . 97 4 BEAM Y Y 31 4 18 2 . 156 45. 92 5 BEAM Y Y 32 18 5 2.149 -46.13 5 BEAM Y Y 33 5 19 2 .545 37 .50 5 BEAM Y Y 34 19 6 2 .546 -37.47 5 BEAM Y Y 35 6 20 2 .153 46 .00 5 BEAM Y Y 36, 20 7 2 .167 -45 .62 5 BEAM Y Y 37 7 21 2 . 163 45.73 5 BEAM Y Y 38 21 8 2 . 163 -45 . 73 5 BEAM Y Y 39 8 22 2 . 163 45 .73 5 BEAM Y Y 40 22 9 2 . 145 -46 .23 5 BEAM Y Y 41 9 23 2 .607 36.46 5 BEAM Y Y 42 23 10 2 .607 -36 ,46 5 BEAM Y Y 43 10 24 2 .145 46 .23 5 BEAM Y Y 44 24 11 2 . 163 -45 .73 5 BEAM Y Y 45 11 25 2. 163 45 . 73 5 BEAM Y Y 46 25 12 2 .163 -45.73 5 BEAM Y Y 47 12 26 2 . 167 45. 62 5 BEAM Y Y 48 26 13 2 .153 -46 .00 5 BEAM Y Y 49 13 27 2 ,546 37 .47 5 BEAM Y Y 50 27 14 2 .545 -37 . 50 5 BEAM Y Y 51 14 ..28 2 . 149 46 . 13 5 BEAM Y Y 52 28 15 2 . 156 -45 . 92 5 BEAM Y Y 53 15 29 2 .412 39 . 97 4 BEAM Y Y Sheet 19 PROGRAM : General Frame Analysis v2 . 05 PAGE NO. 3 PEASE BORST St ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH PROPERTY INFORMATION PROP SECTION NO NAME MODULUS AREA I DIST CC Z CCL^C�l��F�C� CC CC= Units : K /In 2 Int In4 Ft 1 END POST K2-1250 1e+004 2 .64 2.19 2 BOTTOM CHORD A2-3265 le+004 3 . 11 5.27 3 TOP CHORD A2-3270 le+004 3 . 13 3 .99 4 WEB, 0.25"x1. 75" BAR 2 .9e+004 0.4375 0.0023 5 WEB, 1" DIA. CONDUIT 2 . 9e+004 0.198 0.0304 ELEMENT LOAD INFORMATION REC LOAD LOAD LOAD DIST NO CASE TYPE SYS SPEC DIST PX PY M Units : Ft Lb/Ft ' Lb/Ft Ft-Lb /Ft Description : SELF WT. Element List : 5-17 1 1 UNIF GLO FRAC B 0.00 0.00 -18. 00 0.00 E 1. 00 0. 00 -18.00 0.00 Description : EXTENDED Element List : 5-17 2 2 UNIF GLO FRAC B 0. 00 0.00 -119.00 0 .00 E 1.00 0. 00 -119.00 0.00 Description : STACKED Element List : 5 3 3 UNIF GLO DIST B 0. 00 0.00 -1186. 00 0.00 E 1 . 85 0 . 00 -1186. 00 0.00 Description : STACKED Element List : 6 4 3 UNIF GLO DIST B 0. 00 0.00 -1186 . 00 0. 00 E 2 .15 0.00 -1186.00 0 .00 Sheet 20 _ =_ PROGRAM : General Frame Analysis v2. 05 PAGE NO. 4 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH _ = = NODAL DISPLACEMENTS NODE LOAD NO COMB DX DY ROTATION =_ _ Units : In In- Deg LOAD COMBINATIONS: COMB : 1.00 X CASE 1 Note: Total vertical load used in frame analysis includes concurrent + 1.00 X CASE vertical seismic load. This load is 0.7(0.266) = 19% of static dead load. Therefore, static dead load deflection can be computed as: COMB 2 : 1.00 X CASE 1 1.572/1.19 = 1.32 inches. + 1.00 X CASE 3 Provide camber in truss assembly as required for serviceability. 23 1 0.0000 1 -1. 5723 ( 0. 0000 2 0. 0975 -0.5271 0. 0313 Maximum deflection at midspan ELEMENT R E PORTS ' ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST _ Units : Lb Lb Lb-Ft Lb-Ft /In Ft ' LOAD COMBINATIONS: COMB 1 : 1. 00 X CASE 1 + 1 .00 X CASE 2 COMB 2 : 1 .00 X CASE 1 + 1. 00 X CASE 3 1 1 1 -2740.0000 -26 4682 0.0000 3 . -2740.0000 ` -26.4682 -327 .2788 0 .2507 7.14 2 1 -4866. 7787 -9.8643 0.0000 3 -4866.7787 -9.8641 -121.9695 0. 0934 7 . 14 2 1 2 -2740 .0000 26.4682 0 .0000 16 -2740. 0000 26.4682 327.2788 -0.2507 7. 14 2 2 -597.2213 9 . 8641 0 . 0000 16 597 .2213 9.8641 121 . 9695 -0. 0934 7. 14 3 1 3 -2666.1952 211.2612 -327.2788 17 -2666. 1952 211 .2612 0. 0000 0 . 0039 0.65 2 3 -4063 .6628 78.7324 -121 . 9695 17 -4063 . 6628 78 .7324 0. 0000 0 . 0015 0 .65 Sheet 21 PROGRAM : General Frame Analysis v2 .05 PAGE NO. 5 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH .---_ ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST C == === 4 1 16 -2666. 1952 -211 .2612 327.2788 29 -2666. 1952 -211 .2612 0.0000 -0.0039 0.65 2 16 -590.4512 -78 .7324 121.9695 29 -590.4512 -78.7324 0.0000 -0. 0015 0.65 5 1 3 -237.7294 73 .8048 0. 0000 19. 8801 0.54 4 -237.7294 -179.4169 -97.6031 0. 0001 1.50 2 3 -88. 5965 803 .1160 0.0000 267. 8552 0.67 4 -88. 5965 -1421.8820 -572 .2083 -0 . 0021 0.75 6 1 4 5117. 6422 220.5688 -97.6031 79. 9538 1.61 5 5117. 6422 -188.9470 -50.3417 -0 .0019 1.57 2 4 5486.7807 1794 .3178 -572.2083 764 .8250 1 .49 5 5486. 7807 -811 . 7592 -172 .0312 -0 . 0200 1 .50 7 1 5 9534 .3951 309. 5923 -50.3417 299.4664 2 ,26 6 9534 .3951 -243 .8877 82 .3817 -0 .0165 2 .10 2 5 6243 .3691 114 .0185 -172 . 0312 6 6243 .3691 41.2985 141.7093 -0.0020 2 . 97 8 1 6 13059.9801 224 . 9536 82.3817 267 .0682 1.64 7 13059.9801 -187.6448 138.5625 -0.0088 1 .53 2 6 6107.9877 2. 9022 141.7093 141 . 9432 0.16 7 6107. 9877 -51 .3078 68.8184 -0 . 0045 1 .43 9 1 7 15197.8219 220.2428 138.5625 315.5949 1 .61 8 15197.8219 -193 .4972 178 .9483 -0 .0107 1.53 2 7 5947 .3912 31.2318 68 . 8184 95 . 9135 1. 74 8 5947 . 3912 -23 . 1282 81 . 0548 -0. 0034 1.53 10 1 8 16550.2425 183 . 1915 178 .9483 301 .4268 1 .34 9 16550 .2425 -227. 0094 113 . 3492 -0 . 0100 1 .47 2 8 5664 . 7004 23 .4500 81, 0548 96.3298 1.30 9 , 5664. 7004 -30.4450 70. 5825 -0. 0034 1 .48 Sheet 22 ' PROGRAM : General Frame Analysis v2 .05 PAGE NO. 6 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST = a=== 11 1 9 17046.0560 287.2433 113 .3492 I 414.4760 1 2 .10 10 17046.0560 -287.2433 113 .3492 -0.0260 2.10 2 9 5194 .0403 32.4495 70 .5825 99 .8318 1.80 10 5194 .0403 -43 . 0305 48 .3979 -0 .0066 2 .06 12 1 10 16550 .2425 227. 0094 113 .3492 301.4268 1.66 11 16550 .2425 -183, 1915 178 . 9483 -0 . 0100 1.52 2 10 4592 .7675 30.3187 48.3979 73 . 9318 1.68 11 4592 .7675 -23 .5763 58 .4917 -0.0026 1.51 13 1 11 15197.8219 193.4972 178. 9483 315.5949 1 .41 12 15197 .8219 -220.2428 138 . 5625 -0.0107 1.49 2 11 3957 .3273 22. 0540 58.4917 72 . 0022 1.23 12 3957 .3273 -32.3060 43 . 0111 -0 . 0025 1.48 14 1 12 13059 .9801 187.6448 138 .5625 267.0682 1.37 13 13059.9801 -224 . 9536 82 .3817 -0 .0088 1 .48 2 12 3218 .9533 24 .5401 43 . 0111 59.7394 1.36 13 3218 .9533 -29.6699 35.2866 -0.0021 1.49 15 1 13 9534 .3951 243 .8877 82 .3817 299.4664 1.78 14 9534 .3951 -309. 5923 -50.3417 -0.0165 1.94 2 13 2227.5436 27. 6240 35 .2866 56.4834 1.53 14 2227.5436 -45 . 0960 -0. 0068 -0.0032 1.91 16 1 14 5117.6422 188 .9470 -50 .3417 79. 9538 1 .38 15 , 5117 .6422 -220 .5688 -97 . 6031 -0.0019 1.42 2 14 1127.4825 20. 8048 -0 . 0068 12. 0166 1 .16 15 1127.4825 -33 .0002 -18 .2338 -0. 0003 1 .30 17 1 15 -237 .7294 179.4169 -97 .6031 19.8801 1 .31 16 -237 .7294 -73 .8048 0 . 0000 0. 0001 0.35 2 15 -88 .5965 26.5000 -18 .2338 1.2731 1.47 16 -88 .5965 -6.7700 0 . 0000 Sheet 23 . = '= PROGRAM : General Frame Analysis v2 .05 PAGE NO. 7 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST = 18 1 17 -2958 .7801 9.2490 0. 0000 18 -2958 .7801 9.2490 30 . 9686 -0. 0010 1.93 2 17 -4718 .0116 43.3079 0 . 0000 18 -4718.0116 43.3079 145 . 0093 -0 .0045 1. 93 19 1 18 -7294 .6836 28.9875 30 . 9686 19 -7294 .6836 28. 9875 132 . 6665 -0.0055 1. 93 2 18 -6329 .9713 -19.4390 145 . 0093 19 -6329.9713 -19.4390 76 . 8108 -0 .0073 1.66 20 1 19 -11846 .9633 15. 1506 132 .6665 20 -11846.9633 15.1506 185 . 9463 -0.0106 1. 81 2 19 -6154.1324 -2 .3443 76 . 8108 20 -6154.1324 -2.3443 68 . 5666 -0 .0048 1.74 21 1 20 -14356.6007 0.7457 185. 9463 21 14356.6007. 0.7457 188 .2026 -0.0092 1.51 2 20 -6077.7027 1. 1135 68 .5666 21 -6077.7027 1 .1135 71. 9360 -0.0035 1 .52 22 1 21 -16084. 0829 8 . 8471 188 .2026 22 -16084. 0829 8 . 8471 214 . 9209 -0.0099 1. 53 2 21 -5838.6102 -0 .7354 71 . 9360 22 -5838.6102 -0. 7354 69.7149 -0.0035 1.51 23 1 22 -17070.6869 -1.3575 214 . 9209 23 -17070.6869 ' -1.3575 210 . 0598 -0. 0146 1 .79 2 22 -5514 . 7687 -2 ,2421 69 . 7149 23 -5514 .7687 -2 .2421 61 . 6863 -0. 0045 1 .77 24 1 23 -17070 .6869 1 . 3575 210 . 0598 24 -17070.6869 1 .3575 214 . 9209 -0.0146 1.79 2 23 -4892.9900 -2 .2051 61 .6863 24 , -4892.9900 -2 .2051 53 .7902 -0. 0040 1 .77 Sheet 24 . PROGRAM : General Frame Analysis v2 . 05 PAGE NO. 8 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 25 1 24 -16084 . 0829 -8 . 8471 214 . 9209 25 -16084. 0829 -8.8471 188.2026 -0.0099 1.49 2 24 -4307 . 1498 -2 .1339 53 .7902 25 -4307. 1498 -2 .1339 47.3458 -0 . 0025 1 .49 26 1 25 14356 .6007 -0 . 7457 188 .2026 26 14356.6007 -0. 7457 185. 9463 -0 .0092 1. 51 2 25 -3626.4740 -1 .3553 47.3458 26 -3626.4740 -1 .3553 43 .2449 -0.0022 1. 50 27 1 26 -11846.9633 -15 . 1506 185.9463 27 -11846 .9633 -15 . 1506 132 .6665 -0. 0106 1 . 71 2 26 -2838 .9060 -3 .9429 43 .2449 27 -2838 .9060 -3 .9429 29.3791 -0.0024 1 . 70 28 1 27 -7294.6836 -2B.9875 132.6665 28 -7294 .6836 -28 .9875 30.9686 -0 .0055 1 .58 2 27 -1640.7439 -7.2715 29.3791 28 -1640.7439 -7 .2715 3 .8683 -0.0011 1 . 54 29 1 28 -2958.7801 -9 .2490 30.9686 29 -2958 .7801 -9.2490 0.0000 -0 .0010 1 .42 2 28 -624 .3652 -1.1553 3 .8683 29 -624.3652 -1.1553 0.0000 -0.0001 1.42 30 1 17 4136 .2453 0. 0000 0 . 0000 4 4136.2453 0 .0000 0.0000 2 17 6258. 7544 0 .0000 0. 0000 4 6258.7544 0 . 0000 0.0000 31 1 4 -3141.5823 0 .0000 0 .0000 18 3141.5823 0.0000 0.0000 2 4 1119.3458 ` 0.0000 0 . 0000 18 -1119.3458 0.0000 0 . 0000 Sheet 25 ".PROGRAM : General Frame Analysis v2 . 05 PAGE NO. 9 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40' -0" OPENING WIDTH == === ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 32 1 18 3103 .2447 ; 0.0000 0 .0000 5 3103 .2447 0. 0000 0.0000 2 18 1202.4774 0.0000 0.0000 5 1202.4774 0.0000 0.0000 33 1 5 2856.3242 0 . 0000 0.0000 19 -2856 .3242 0. 0000 0.0000 2 5 96.7217 0 .0000 0 .0000 19 96.7217 0. 0000 0 . 0000 34 1 19 2880.5517 0. 0000 0 .0000 6 2880.5517 0. 0000 0.0000 2 19 -124.8699 0 .0000 0 .0000 6 -124.8699 0 .0000 0 .0000 35 1 6 -1784.4195 0 .0000 0 .0000 20 -1784 .4195 0.0000 0 . 0000 2 6 52.2312 0. 0000 0. 0000 20 52.2312 0.0000 0 .0000 36 1 20 1816.1242 0 .0000 0 .0000 7 1816.1242 0. 0000 0 .0000 2 20 -57.4071 0. 0000 0 . 0000 7 -57.4071 0.0000 0.0000 37 1 7 -1243 .1144 0.0000 0 .0000 21 -1243 .1144 0 .0000 0 .0000 2 7 172.5616 0.0000 0 . 0000 21 172 .5616 0.0000 0 . 0000 38 1 21 1231.8011 0 .0000 0.0000 8 1231 .8011 0 .0000 0 . 0000 2 21 -169.9796 0 . 0000 0 .0000 8 . -169. 9796 0 . 0000 0 .0000 . R Sheet 26 PROGRAM : General. Frame Analysis v2 . 05 PAGE NO. 10 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 39 1 8 -705 .7740 0.0000 0.0000 22 -705. 7740 0.0000 0.0000 2 8 235 .0237 0.0000 0.0000 22 235. 0237 0.0000 0.0000 40 1 22 714 .0493 0.0000 0.0000 9 714 . 0493 0.0000 0 . 0000 2 22 -230. 9869 0 .0000 0.0000 9 -230.9869 0.0000 0 .0000 41 1 9 -2 .2844 0.0000 0.0000 23 -2 .2844 0.0000 0.0000 2 9 386 . 5146 0. 0000 0.0000 23 386.5146 0. 0000 0.0000 42 1 23 -2 .2844 0 . 0000 0.0000 10 -2 .2844 0.0000 0.0000 2 23 -386 .5769 0 .0000 0.0000 10 -386.5769 0. 0000 0 .0000 43 1 10 714 . 0493 0 .0000 0 .0000 24 714 . 0493 0 , 0000 0.0000 2 10 419. 7170 0. 0000 0 .0000 24 419.7170 0. 0000 0 .0000 44 1 24 -705.7740 0 . 0000 0.0000 11 -705 . 7740 0. 0000 0 .0000 2 24 -423 .3284 0. 0000 0.0000 11 -423 .3284 0 . 0000 0 .0000 45 1 11 1231 . 8011 0 . 0000 0. 0000 25 1231. 8011 0. 0000 0 . 0000 2 11 487 . 0489 0 .0000 0. 0000 25 487.0489 0. 0000 0.0000 . in Sheet 27 PROGRAM : General Frame Analysis v2 .05 PAGE NO. 11 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO, : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH ELEMENT REPORTS j ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST == ___, 46 1 25 -1243 .1144 0. 0000 0.0000 12 -1243 .1144 0 . 0000 0 . 0000 2 25 -488.1362 0 . 0000 0.0000 12 -488.1362 0. 0000 0.0000 47 1 12 1816. 1242 0.0000 0. 0000 26 1816.1242 0 .0000 0 . 0000 2 12 568 .5883 0 .0000 0.0000 26 568 .5883 0. 0000 0.0000 48 1 26 -1784 .4195 0. 0000 0. 0006 13 -1784 .4195 0. 0000 0.0000 2 26 -561.3343 0.0000 0.0000 13 -561 .3343 0. 0000 0. 0000 49 1 13 2880.5517 0.0000 0 .0000 27 2880 .5517 0.0000 0. 0000 2 13 757.9052 0 .0000 0.0000 27 757. 9052 0.0000 0 .0000 50 1 27 -2856 .3242 0. 0000 0. 0000 14 -2856.3242 0. 0000 0. 0000 2 27 -752. 0433 0 . 0000 0. 0000 14 -752 .0433 0 .0000 0.0000 51 1 14 3103 .2447 0. 0000 0 . 0000 28 3103 .2447 0 . 0000 0. 0000 2 14 726.3946 0 . 0000 0 . 0000 28 726 .3946 0 . 0000 0. 0000 52 1 28 -3141.5823 0 . 0000 0 . 0000 15 -3141 .5823 0 .0000 0 . 0000 2 28 -737.4507 0 . 0000 0 . 0000 15 -737.4507 0. 0000 0 .0000 Sheet 28 =_===. PROGRAM : General Frame Analysis v2 .05 PAGE NO. 12 PEASE BORST & ASSOC. LLC - RCA TIME : Wed May 7 12 :54 :00 2014 JOB : 114058 UNISPAN JOB NO. : 18 RUN : UNISPAN TRUSS WITH 40 ' -0" OPENING WIDTH ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 53 1 15 4136.2453 0.0000 0.0000 29 4136.2453 0 .0000 0. 0000 2 15 917.3963 0.0000 0. 0000 29 917 .3963 0.0000 0. 0000 _ REACTIONS NODE LOAD NO COMB PX PX MOMENT _ Units : Lb Lb Lb-Ft LOAD COMBINATIONS: COMB 1 : 1 .00 X CASE 1 + 1.00 X CASE 2 COMB 2 : 1 .00 X CASE 1 + 1. 00 X CASE 3 1 1 26.4682 2740.0000 0.0000 2 9.8641 4866.7787 0.0000 2 1 -26.4682 2740. 0000 0. 0000 2 -9 . 8641 597.2213 0 .0000 PEASE B R T & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 29 48 EXECUTWE COUR SOUTH BARRtNGTON,ILLINOTIS 60010 By: RCA A PHONE;(847)842.6930 Date: 05/09/14 FAX:(847)842.6936 • Design check of Bottom Chord- Part A2-3265 Maximum tension force in bottom chord= 17,050 Ibs; (Element 11, Sheet 22) F,y/Q,= 15,200 psi Pe= 15,200(3.108) =47,240 lbs Maximum bending moment in bottom chord, =414 ft-lb; (Element 11, Sheet 22) SX=5.272/2.455=2.147 in3 Lb/(ry*Cb1I2) =4.19(12)/(1.454*1.012) =34.58 Fb)/C2b=16.7 - 0.073(34.58) = 14.18 ksi Mcx= 14.18(1000)(2.147)/12 =2540 ft-lb Combined forces: 17,050/47,240+414/2540=0.52 < 1.0;OK • Design check of Top Chord -Part A2-3270 Maximum compression force in top chord = 17,070 Ibs; (Element 23, Sheet 23) KL/r,= 1.0(3.58)(12)/1.128=38.08 F,/f/c= 14.2 -0.074(38.08) =11.38 ksi Pc= 11.38(1000)(3.134) =35,660 lbs Maximum bending moment in top chord =215 ft-lb; (Element 23, Sheet 23) Sx=3.987/2.251 = 1.771 in3 Lb/(ry*Cb1/2) =3.58(12)/(1.566*1.01/2) =27.43 Fbx/C2b= 16.7 -0.073(27.43) = 14.70 ksi Mcx= 14.70(1000)(1.771)/12 =2170 ft-lb Combined forces: 17,070/35,660+215/2170=0.58 < 1.0; OK REFERENCE OW05. DRAWING 1 REV. 1(3-1382 K2-1672 A 9 d el ? 9 cpc-- -----e 4I) ..----? CD a e O e t1 ES �' e ES' o '15 II ✓ 9 O O Ilt VC) II � e E/ ` e o144%. . . , . „ .. .... „.... . sc,- . ,... ..._... ... """ , . .. „........ ..4..„...,„,.,.. '''''' ,„ ,,,,,,,' .,. ,„„ . . ,.... .............. ,/ 0 DIMS. IN ARE IN MM &'ARE REE., RMV. BURRS & BRK. SHARP EDGES .02 MAX. BY .7(—3.06 1.62) DRAWN AT H UFC D R, I N C. ,�;w1O1Esm'E wr5R°s4s .70C—3.03[.761 INR/A15 DATE .700(-±.015 081 TIB 000±N1 a IRO.S CONROD0AY_00 Knelt 5 SKILL NOT et REP ICOMOVOMLIZ,to 006 1 t 18-494 K2-1407 ESCAPEMENT CHANNEL 29 L—is AIP 12.01 Nana.too moon,e maimKAME,Ns 0000004 woe mmom roti oo NUI sane ore. CLASS 2THROS. AL OSRIepNS Arc FOR iNS1R0 uNPNN1E0 NAL 2 8 18-862 K1-1242 NUT PLATE UNSPAN FlLIET RADII.015 MAR. 7iILE PARE/ 3 18 51-676 NONE HHCS 1/2-20.X 1 GR5 CLR i'OlitiOL l'',':_374s U900 BTM CHRD SPLICE PARTS KIT 77-815 4 16 52-665 NONE WSHR—SAE FLAT 1/2 CLR . A RELEASED FOR PRODUCTION 5350 12.01 AiP '�- ( MULTIPLE SECTION UNISPAN TRUSSES DRAWINGREv. ITEM QTY PART PART DESCRIPTION .REV. DESCRIPTION ECM 1} DAZE ENGR 102-1672 A NUM, DWG. REVISIONS SCALE FULL IP" (SHEET 1 OX 1 co(1) CD rt. CA) 0 �1 REFD1D4cE DWG 41.5 [1054.10 ] - K 2,000 [50,80 ] 38.750 [984.25] - - 2.000 [50.80 ] 34.000 [863,60] 2.000 [50,80 ] 29,250 [742.95] 2.000 [50,80 ] 24,500 [622.30] 2.000 [50,80 ] 19.750 [501.65 ] - 2.000 [50.80 ] 15.000 [381,00 ] — 2,000 [50.80]/ ---10.250 [260.35] 2,188[55,58] 2,000 [50.80 ] 5.500 [139.70 ] .750 [19.05 ] -r- 1 T - Q 00 Q 0 00 Q - 0 O O —0- 0 00 0 -e-- L,179 [4.55] L 1,719 [43.66] 18 X 0 .563[14,297 THRU ALL REF, —3.438+032 [87.31 —0,81 DALAND ME IN MM ARE REF.. RMV. BURRS & BRK. SHARP EDGES .02 MAX. C 1REMUVED DRILL BUSHINGS 2)ADDED (8) HOLES 5157 2/23/2(107 qrz "'306['323 B' ker H U F C O R, INC. 2151 RE,MI 35. as-tw GIe M.r�.Tww r.. av+101 KE, E sins .3.015[.331 LAST 5AveD eY Iker ns aeaxxxs.ma.s=wow*m Mum*•wit Mer Mc MOMeaeID/ixlaoEa 155 i��b�Tkktg rrMIR uc s".7.A"7".NIST w!aeaYla/3 elKl1151C. m NOT__wn - •� I�OI.913 >✓4wMtaew .,;.... ,�. �. ....,._ 1S7' ;;I < BOTTOM SPLICE CHANNEL vuT# 16-494 7 USAGE GA SR. UNISPAN XX I4O7 C Ew. 1E1971a 11191311m WE 1119 50 KSI MIN YIELD sent b4 `FlMak 11 OF 1 t_ Cl) CD CD W PEASE BST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 32 18 EXECUTIVE COURT 6,314, SOUTH BARRINGTON,ILLINOIS 60010 By: RCA PHONE:(847)842-6930 Date: 05/09/14 FAX:(847)842935 Bottom Chord Splice-Part K2-1407 1 - 4 r.;41%"4- ?.* ', 'it f17'44 R . „0/4V-d4r.o', ,0,4,,.. „1:44..., ,k,'"f.141,'",';a 4,4A stcei,41W4'-eir, .,;.,, ,r,,..,,..„.„,„., t, ,,vr.„,e; ,14„..4,..,..., ,,,„„,,,„,,,,,,„,„,..„.„,. , ,... „1-4,,,,,,?,,,,„-...... 4- '1,1'1%444'; 474.i,.4,-.14,44444.tel. 4:4,!iiipe,447 444*t*e.e:„;e'i,ltb,,Y,te.4-11,i,W°4,.'' ...''4114/debt ,Z.- - e ',''.1,-, 1 1:144"..*,, s 0.4.V.rt%411"7-7-,:'.:::14e.rtrey:‘''.' lAt 4 i Y ',,„, Yb -..---;!,.14t40-4 0179 0.179 f 41 S a. C.s0. £ { .�' r•.r 41'7.''''Z' s"-7'7' .. 3.438 [87.31] a, rite analysis to a file? [Yes/No] <N>t Material: Steel, minimum Fy=36 ksi Maximum tension force in bottom chord = 17,050 lbs; (Element 11, Sheet 22) Ta= FyA/Q= 36,000(1.293)/1.67=27,870 lbs > 17,050 lbs; OK Connectors: (8)-1/2" (D Grade 5 hex head bolts each side of splice,torqued to 0= 90 ft-lbs V = 17,050/8 =2130 lbs/bolt Tension on bolts due to torque, Tb=Q/cD,where c =0.2 for non-lubricated threads Tb=90(12)/0.2(0.5) = 10,800 lbs/bolt Per AISC 360,Allowable Slip Resistance, Ra=µDuhscTbNs/) Where: 1.1.= 0.30 for steel to unroughened aluminum Du= 1.13 hac= 0.70 for slotted connection Ns=2 faying surfaces: Splice channel-to-chord and nut plate-to-chord 0 = 1.76 for slip as a strength limit state Allowable Slip Resistance, Ra=0.30(1.13)(0.70)(10,800)(2)/1.76 = 2910 lbs/bolt >2130 lbs; OK REFERENCE 0805. K3-1379 ORAYAHO I REV. K3-1380 K2-1673 A K3-1382 K3-1391 K3-1392 g o Icp cp c' •:-::::""":::..1:.:.:,::.::.::::1::'..E.:.;.:::::::1:::::;;;::;1:,::„..„,:,..,.,:.',..::: 0 .0 ✓ y�i O d ''',11ILIP Q 0 0 Q VJ 1I -,,...441.1* ... A 0 ll Via' © ID DIMS. IN 0 ARE iN MM & ARE REF., RMV. BURRS & BRK. SHARP EDGES .02 MAX. PL mow er RD. 1 1 16-782 K2-1356 LONG NUT ATE MIESAI.LE,H U r C I]R, INC. 21D1 KENNWEDYI 33515 2 1 16-784 K2-1357 LONG WASHER PLATETE 1 x-1.06 1.52]13.5` xK A*M3 PS] MOUES DRE J,mac 3.013[.36] fns oaastvrt a ray.s CO,+mDVIVE m iuteaR t suu Nola[amRaa�m/ossttaam m sso L-3s AJP 12 01 rN1 R use s atom>e�nvw sua,oee r e aoaas>!r 08 uu1®DOR oo Nor snae aMt 3 1 16-786 K2-1356 SPLICE PLATE UNISPAN �il y.TM . µ Ni 0NO000 s IN[mp 1,/,�t0 e;Z" 4 2 5118-678 NONE HHCS WASHER PLATE UNISPAN 4 . •• '0 „ U900 TOP CHRD SPUCE PAR�ART 77-613 5 4 51-878 NONE 1/2-20 X 1 GRS CLR 9l " V. itiA_. 6 6 51-896 NONE HHCS 1/2-20 X 1-1/2 CLR A RELEASED FOR PRODUCTION 535012.01 AJP 080CE MULTIPLE SECTION UNISPAN TRUSSES K2—[MONO i A. ITEM QTY PART PART DESGRIP710N REv. DEscRronoN ECN MM ENGR' K2-1673 A NUM. DWG. REVISIONS SCALE FULL 'FlN 'SHEET 1 OF 1 0) Z" CD CD ,—.- CA) —rW CO REFERENCE DWGS. DRAWING# REV. XX— K2-1356 A 10.750 [273.1] 5,750 [146.1] 0.750 [I9,1] 2.000 [50.8] - -2.000 150,83- -2.000 C50.81- 1,500 [38,1] Ck\_93 0.750 C19,13- 0.453 THROUGH. 0.50D [12.7] TAP 1/2-20 UNF 13.5 [342.91 Dta....1.1A1 RE IN MM & ARE REF., RMV. BURRS & BRK. SHARP EDGES .02 MAX. .xs 1.62 DRAWN BY -t.OH U F C O R, INC. JAw°Em'uE wn �'sa°s4s JCC=3.03[.763 INITIALS DATE JOIX=*.016[.38] vis eocewNr t wo.IS COMMA.TO MIrcM t SrwL Nor et AEW10OMMVOSCLOSED To Jo L-8.5p (vs 05/19/98 ems".. ,®L.mm mM* M KAMM n—womanwa MIMED root ea Nor.-Ar Oft.FILLET R/ARDS wC. Mi OMDMOM ME PIN MEMO WNrAMIDD PAM bRAWING 2—K — 1 3�u TITLE PART NUT PLATE } 16-782 A RELEASED FOR PRODUCTION 4785 O5/98JMD MATERIAL USAGE UNISPAN TOP CHORD SPLICE RE v'' sTL C1018 K2-9356 A /TEN DTT. PART ND DR'V%NCE DESCRIPTION REV DESCRIPTION ECN/ DATE ERN SCALE 1:2 FINISH NONE SHEET 1 OF 1 REVISIONS n CO CD CD e-t W 1 REFERENCE 0110 Krns T 0 0 13.500 [342.90] 11111111111 0 10.750 [273,05] - 5,750 [146.05 3 - 2.000 [50,80 ] .625 [15.88 ] 1- - -11 1.500 [38,10.7]50 750 [19,05 ] •- 2.000 [50.80 ] -- 2,000 [50.80 1 - t .750 [19.05 ] 1.500 [36,10 ] 0. 1 .531 [13.49 ] D 1 I]ME IN MM or kap ARE_SEF.. RMV. BURRS & BRK. SHARP EDGES .02 MAX. B .625 WAS .500 5151 2/26/2009 kap ,a=i,,[11,1 ...w". �.. . HUECOR, INC. Zw v,KENNEDY,',e,, A RELEASED FOR PRODUCTION 4785 2/26/2009 kap 20°t„s'0t5 1je1 L4'S1ED�'I °°°"D1 ,°b., '°. ^"^ �® wa6 2 1111075. ' rw,...rr. ,y,1ffIS i1a la,none WWII",n"c _ MEI RAM.015 N1.,. mix ----1301254MLONG WASHER PLATE,IAlISPAN Purr# 16-784 C IB STEEL umE UNISPAN SPLICE K2-1357 lg ev. 11337= EMS m 1 0115 as SC.LE 1,2 "0" NONE ismer 1 or 1 L 00 CD CD GJ CJS • REFERENCE DW05. )()(-. ()( DRAWING# REV. K2-1358 A 10.750 [273.13 — 5.750 [146,13 a33 0750 [19.13 2.000 [50,83 - —2,000 [50,83- -2,000 [50,83- X 45' 0 0 0 0 0 1.500 [38,13 0.750 [19.13- — 1b 0.453 THROUGH, 0.750 [19.131 TAP 1/2-20 UNF — 13.5 [342.93 DIMS. IN 11 ARE IN MM & ARE REF., RMV. BURRS & BRK. SHARP EDGES .02 MAX. x-3. fs 1.75 oRAxN BY H U F C❑R, INC. Ju+islKENNEDY vol 53540 .)CC..3.03 1163 NRUIS GATE xwc-3.015 1.38] TPA COMMENT A PED.8 cootiortot.lb HUMP A 4WL NOT RE REPPOONCOVONCILDSED TO ARO L-3.5 on 05/19/98*nos tED u E rMMD TO EM PURPOSE TND DDaRsm vas DEEDEDm D FOR. N r roof MD CLflLLEf ASS 2RADII DIR05.5 ML DSEEPPONS 1ST TDR MEDIC UNPAINTED PORE TILE 0. *0 ,r .; ,0 -3745 SPLICE BLOCK PARI 18-788 A RELEASED FOR PRODUCTION 4785 05/98JM E R USW UNISPAN SPLICE ° E Rte' sTt_ c1016 K22--1358 A ITEN QTY. PART ND. DR'V'G,NQ DESCRIPTION REV. D6CPoPIION EON# DATE (NOR SCµ REVISIONS 1:2 IlFlMSH NONE ISHEEf 1 OF 1 CD CD CD C..3 0) PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet 37 18} .CUTrVE COUR sacra BARRINGTON,ILLINOIS 60010 By: RCA A PHONE:(847)842-6930 Date: 05/09/14 FAX:(847)842-6935 Top Chord Splice-Drawing K2-1673 Splices occur at nodes 20 and 26 Compression force at splice = 14,360 lbs; (Element 21, Sheet 23 & Element 26, Sheet 24) Part K2-1356: Area= 1.500(0.500) =0.750 in2 Part K2-1357: Area= 1.500(0.625) =0.938 in2 Part K2-1358: Area= 1.500(0.750) - (0.1875)2= 1.089 in2 Total area of splice material=0.750+0.938 + 1.089 =2.777 in2 Material: Steel, minimum Fy=36 ksi Pa= FyA9/C2=36,000(2.777)/1.67 =59,860 lbs> 14,360 lbs; OK Connectors: (3)-1/2"O Grade 5 hex head bolts each side of splice at upper portion of top chord (2)-1/2"m Grade 5 hex head bolts each side of splice at lower portion of top chord (Conservatively ignore bolts attaching web members to splice) V= 14,360/5= 2870 lbs/bolt Bolts torqued to 90 ft-lbs Tension on bolts due to torque, Tb=Q/cD, where c=0.2 for non-lubricated threads Tb=90(12)/0.2(0.5) = 10,800 lbs/bolt Per AISC 360,Allowable Slip Resistance, R8= µDuhSCTbNs/D Where: µ= 0.30 for steel to unroughened aluminum Du= 1.13 h8C=0.70 for slotted connection N8=2 faying surfaces: Washer plate-to-chord and nut plate-to-chord D= 1.76 for slip as a strength limit state Allowable Slip Resistance, R8=0.30(1.13)(0.70)(10,800)(2)/1.76 =2910 lbs/bolt >2870 lbs; OK PEASE BORST &ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet 38 t0 18 EXECUTWI COURT SOUTH BARRINGTON,ILLINOIS 60010 By: RCA A PHONE:(847)842.6930 Date: 05/09/14 FAX:(847)842-4935 Design check of end web member-Part K3-1360; (Sheet 14) Material: Steel, minimum Fy=36 ksi Maximum tension load = 6260 lbs; (Element 30, Sheet 24) Ag=0.25(1.75)=0.438 in2 Pn/at=36,000(0.438)/1.67=9440 lbs>6260 lbs; OK A„=0.25(1.75-0.53) =0.305 in2 Pelf)t=58,000(0.305)/2.00=8840 lbs >6260 lbs; OK • Design check of typical web members- 1" nominal steel conduit; (Sheet 15) Element 31, Maximum compression load=3140 lbs; (Sheet 24) Member length =2.156 ft 1" nominal conduit: O.D. = 1.163";t= 0.057"; I.D. = 1.049" A= (n/4)(1.1632- 1.0492) = 0.198 in2 r= (1/4)(1.1632+ 1.0492)i2=0,392 in KUr= 1.0(2.156)(12)/0.392= 66.00 4.71(29,000/36)1/2= 133.7>66.00 Fe=n2(29,000)/(66.00)2=65.71 ksi Fcr=36,000(0.658)(36/65.71)=28,620 psi Pn/f),=28,620(0.198)/1.67=3390 lbs >3140 lbs;OK Element 33, Maximum compression load =2860 lbs; (Sheet 25) Member length=2.545 ft KUr= 1.0(2.545)(12)/0.392=77.91 Fe=n2(29,000)/(77.91)2=47.15 ksi Fe,=36,000(0.658)(36/47.15)=26,150 psi P„/f),=26,150(0.198)/1.67=3100 lbs >2860 lbs;OK Element 32, Maximum tension load=3100 lbs; (Sheet 25) Ag=0.198 in2 Print=36,000(0.198)/1.67=4270 lbs >3100 lbs; OK A„= 0.198 - 0.057(2)(0.53) =0.138 in2 P„/f),=58,000(0.138)/2.00=4000 lbs>3100 lbs;OK PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 39 18 EXECUTIVE COUR SOUTH BARBINGTON,ILLINOIS 60010 By: RCA A PRONE;(847)842-6930 Date: 05/09/14 FAX:(847)842-6935 Connection of web members to chord Maximum transfer of load between web and chord occurs at Node 4, web members 30& 31 Horizontal (shear)component, V8= 6260*cos(45) + 1120 *cos(46) =5200 lbs Vertical (tension) component, Ta =6260 *sin(45) - 1120 *sin(46) =3620 lbs Connectors: (2)-1/2" (D Grade 5 hex head bolt at each web to chord connection,torqued to Q= 100 ft-lbs Tension on bolts due to torque, Tb=Q/cD, where c=0.2 for non-lubricated threads Tb= 100(12)/0.2(0.5)= 12,000 lbs/bolt Per AISC 360,Allowable Slip Resistance, R8=µDuhscTbNs/Q Where: µ= 0.30 for steel to unroughened aluminum Du = 1.13 hso= 0.70 for slotted connection NS=2 Paying surfaces: Web-to-chord and nut plate-to-chord O = 1.76 for slip as a strength limit state Allowable Slip Resistance, R8=0.30(1.13)(0.70)(12,000)(2)/1.76=3240 lbs/bolt Assume the bolt nearest web member 30 resists all the tension, thus Nb= 1 For combined tension and shear on this bolt, must multiply Ra by the factor ks=1 - 1.5T8/[DUTbNb] ks= 1 - 1.5(3620)/[1.13(12,000)(1)] = 0.600 Allowable Slip Resistance for this bolt=0.600(3240) = 1940 lbs Total Allowable Slip Resistance for joint=3240+ 1940 =5180 lbs 5200 lbs;OK Check thread stripping strength of nut plate, Part K1-1242; (Sheet 40) Tension on bolts due to torque,Tb= 12,000 lbs Material: 1018 Cold Rolled steel; F,,,=63,800 psi Fh,=63,800/(3)12=36,800 psi Internal thread stripping area for 1/2-20 UNF threads = 1.08 in2 per inch engagement Nut plate thickness= 1/2 inch Thread stripping strength=36,800(1.08)(0.50) = 19,870 lbs Factor of safety= 19,870/12,000 = 1.66; OK • REFERENCE DWGS. DRAWING # REV. xx-xxxx K1 -1242 A .11111111111111111 0.500E12,73 STOCK 3,00E76.2] 2,000E50.8] r 0,50E122,73 0 0.453 THROUGH, TAP 1/2-20 UNF TYP. r-- (12) 410) 1,50138,1] STOCK 0.750E19,1] �. DIMS. IN [] ARE IN MM & ARE REF., RMV. BURRS & BRK. SHARP EDGES .02 MAX. .X I.cdcRszi DRAWN DY 2101 KENNEDY RD. 7Gt = ±.03 [.761 INMALS DATE H U F C ❑ R , INC . JANESVRIE, WI s3545 XXX - /.015 38] tins oocuwENT a Itafl7 Is emu m rbf REPR�buCEDJoIsc osED To sRO L = ±-571y 2.7 QJS 08/11/97 PARI usE is u m IW7ENOED PI 641 nes O0CUM NT WAS CRFAhn FOR Oo NOT Sr„ OPO. CLASS 2R DS. AU.LND4SIONS ME TOR MISFIT UNPAINTED PART. FlLLET RADII .0015 M,&X. y�{ * w•]�F�R 0 3745 TaT� NUT PLATE PART 18-862 MATER A RELEASED FOR QUOTE 4542 08/97 JMD gm.IAL DRAWING REV, u UNISPAN K1 -1242 A ,REV.._ DESCRIPTION ECN DATE CRICORE HOR DIPPED IN SCALE FINISH 1:1 NONE SHEET 1 OF 1 FD)m 0 14 PEASE BO ST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL URAL ENG7NEERs Sheet: 41 18 E7►FC[ri7VE COUR SOUTH BARRJNGTON,ILLINOTIS 60010 By: RCA A PHONE;(847)842-6930 Date: 05/09/14 FAX:(847)842-6935 • Connection of web members to chord (cont'd) Connection of end web member to top chord at Node 17,web member 30 (also Node 29,web member 53) Horizontal (shear) component, Va=6260 *cos(45) =4430 lbs Vertical (tension) component,Ta= 6260 *sin(45) =4430 lbs Connectors: (2)-1/2" m Grade 5 hex head bolt at web to chord connection,torqued to Q= 100 ft-lbs Allowable Slip Resistance, Ra=3240 lbs/bolt; (Sheet 39) Assume the bolt nearest web member 30 resists all the tension,thus Nb= 1 For combined tension and shear on this bolt, must multiply Ra by the factor ks = 1 - 1.5Ta/[DUTbNb] ks = 1 - 1.5(4430)/[1.13(12,000)(1)]=0.510 Allowable Slip Resistance for this bolt=0.510(3240) = 1650 lbs Total Allowable Slip Resistance for joint=3240+ 1650=4890 lbs> 4430 lbs; OK Connection at Node 18,web members 31 & 32 (also Node 28,web members 51 &52) Horizontal (shear) component,Va=3140 *cos(46) +3100 * cos(46) =4330 lbs Vertical (tension) component,Ta=3100 *sin(46) -3140 *sin(46) =-29 lbs (no tension across joint) Connectors: (2)-1/2" a) Grade 5 hex head bolt at each web to chord connection,torqued to Q =90 ft-lbs Tension on bolts due to torque, Tb=Q/cD,where c =0.2 for non-lubricated threads Tb=90(12)/0.2(0.5) = 10,800 lbs/bolt Allowable Slip Resistance, Ra= 0.30(1.13)(0.70)(10,800)(2)/1.76 =2910 lbs/bolt Total Allowable Slip Resistance for joint=2(2910) = 5820 lbs>5200 lbs;OK All remaining Nodes have smaller forces,therefore all remaining bolts can be torqued to 90 ft-lbs. PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL.ENGINEERS Sheet: 42 IB EXECUTIVE COURT By: RCA SOUTH 811 4RRINGTON,ILLINOIS 60010 A PHONE:(847)842-6930 Date: 05/09/14 FAX:(847)842-6935 6 Design check of End Post-Part K2-1250 • Panels in extended configuration: Axial load, Pr=2740 lbs; (Element 1, Load Combination 1, Sheet 20) KLX/r,= 1.0(12.36)(12)/0.910= 163.0 KLy/ry= 1.0(13.91)(12)/1.781 =93.72 F,./Dc=51,352/(163.0)2= 1.93 ksi Pc= 1.93(1000)(2.650) =5110 lbs o Bending moment in post, MrX=327 ft-1b; (Element 1, Load Combination 1, Sheet 20) SXR=2.196/1.118= 1.964 in3 (Face of post with slot for nut plate is compression face) For Mma,at one end of column, zero moment at other end, no transverse loading, —> Cb= 1,67 Lb/(ry*Cb'12) = 13.91(12)/(1.781*1.671/2) =72.52 FbX/Ob= 16.7 -0.073(72.52) = 11.41 ksi MSX= 11.41(1000)(1.964)/12= 1870 ft-lb Combined forces: 2740/5110 + 327/1870=0.71 <1.0;OK • Panels in stacked configuration: o Axial load, Pr=4870 lbs; (Element 1, Load Combination 2, Sheet 20) Pc= 1.93(1000)(2.650) =5110 lbs Bending moment in post, M,X= 122 ft-lb; (Element 1, Load Combination 2, Sheet 20) Ma= 11.41(1000)(1.964)/12 = 1870 ft-lb o Combined forces: 4870/5110 + 122/1870=1.02= 1.0; Say OK • Bearing plate- Part K2-1251 Plate 5"x2.5"x0.375" Maximum End post reaction =4870 lbs ** Bearing stress on support surface=4870/5(2,5) =390 psi** ** Engineer of Record for the building to verify that structure can safely support these loadings. PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc, STRUCTURAL ENGINEERS Sheet: 43 18 EXECUTIVE COUR SOUTH BARRINGTON,ILLINOIS 60010 By: RCA PHONE;(847)842-6930 Date: 05/09/14 FAX:(847)842-6933 f Lateral bracing See Sheet 2 for derivation of seismic loads. o Lateral load applied perpendicular to span of truss, stacked configuration, Seismic load controls: w==448 pif -- — — w=-6. 7 p f 1 r (2) perpendicular braces provided at End Posts. i-- 'UD PCS -LR ,, (2) perpendicular braces 48"from End Posts. BRACE: PEASE BORST & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 44 18 EXECUTIVE COURT By: RCA GAL SOUTH IMRRINGTON,ILLINOIS 60010 PRONE:(847)842-6930 Date: 05/09/14 FAX:(847)842-6935 • Lateral bracing (cont'd) Maximum load to brace =515 lbs (Sheet 41) Assume brace installed at a maximum angle of 45 degrees from horizontal; Maximum force in brace=515(1.414) =730 lbs ,,---1/2" HILTS KWIK BOLT 7Z / 4I 12-24 TEKS lh�i SCREWS NmmmariiHSS 1x1x1/8 1/2" GRADE 5 BOLT / . /J/ 515 Ibs N "" 515 Ibs A2-3269 il INN_ HSS 1x1 x1/8 lateral bracing: A= 1.02- 0.752= 0.438 in2; I = (1.04 -0.754)/12=0.0570 in4; r= (0.0570/0.438)1/2=0.361 in Assume maximum brace length=5'-0"; KUr= 1.0(5.0)(12)/0.361 = 166.0 4.71(29,000/42)1/2 = 123.7 < 166.0 Fe =n2(29,000)1(166.0)2= 10,390 psi Fir=0.877(10,390) =9110 psi Pn/f1 = 9110(0.438)/1.67 =2390 Ibs> 730 Ibs;OK Bracing connection to Cap Piece A2-3269: 1/2"4)SAE Grade 5 bolt (F„= 120,000 psi) A=(n/4)(0.500)2=0.196 in2 f„=515/0.196=2630 psi Fnt=0.75(120,000) =90,000 psi Fn„= 0.40(120,000) =48,000 psi F'nt= 1.3(90,000) -2.00(90,000)(2630)/48,000= 107,100 psi; Use F'nt=90,000 psi Rn/f2=90,000(0.196)/2.00 =8820 lbs > 515 Ibs;OK Bearing on Cap Piece: Cap Piece thickness =0.156 in Rn/Q=2(0.50)(0.156)(30,000)/1.95=2400 lbs>515 Ibs;OK PEASE BOR -T & ASSOCIATES LLC Client: Hufcor, Inc. STRUCTURAL ENGINEERS Sheet: 45 Y8 EXECUTIVE COURT By: RCA &OUTH EARRINGTON,JLL]NOIS 60010 A PRONE:(847)842-6930 Date: 05/09/14 FAX (847)842-6935 c Lateral bracing (cont'd) Bracing connection to steel framing: Use ITW Buildex 12-24 TEKS®self-drilling screws. Reference ICC ESR-1976 (Sheets 46 & 47). Allowable Fastener Strength of Screws (Table 5, Sheet 47): Tension =1583 lbs;Shear=885 lbs Per AISI S100, Section E4.5, for combined tension and shear loading on screw material: 515/1583 +515/885=0.91 < 1.3; OK Assume supporting steel is minimum 1/4"thick, and has a minimum F„ =58 ksi (ASTM A36). Allowable Tensile Pullout Load (Table 2, Sheet 46) = 1.29(689) =889 lbs Allowable Shear Bearing Load (Table 4, Sheet 47) = 1.29(1094) =1411 lbs Per AISI S100, Section E4.5,for combined pullout from support steel and shear bearing on brace material: 515/889+515/1411 = 0.94 < 1.15;OK Bracing connection to concrete framing: Check for attachment to underside of lightweight concrete slab over metal deck. (This is a more conservative check than attachment to a solid concrete slab). Use 1/2"4) Hilti KWIK Bolt TZ Expansion Anchor with 3 1/4"embedment (Sheets 48&49) Anchors must be installed in accordance with Figure 3 on Sheet 48. Allowable Tension load for Seismic application=990 lbs >515 lbs; OK Allowable Shear load for Seismic application =2155 lbs > 515 lbs;OK Combined Tension and Shear loading: 515/990+515/2155=0.76< 1.2; OK Sheet 46 ESR-i 976 I Most Widely Accepted and Trusted Page 4 of 5 TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS(Ppor/Q),pounds-force''5.5'6'5 Steel F„=45 ksi,Applied Factor of Safety,Q 3,0 Nominal Design Thickness of Member Not In Contact with the Screw Head(in) Screw , Designation Diameter 0 018 0.024 0.030 0.036 0.048 0.060 0,075 0.105 0.125 0.187 0.250 lin.) e 6 10-16 0.190 44 58 73 87 116 145 182 254 303 12-14,12-24 0.216 50 66 83 99 132 165 207 289 344 _ 516 i /4-14, /4-28 0250 57 77 96 115 153 191 239 335 398 596 797 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6,89 MPa. 'For tension connections,the least of the allowable pull-out,pullover,and fastener tension strength found in Tables 2,3,and 5,respecttvely, must be used for design. 2ANSUASME standard screw diameters were used in the calculations and ere listed in the tables. 'The allowable pull-out capacity for other member thickness can be determined by interpolating within the table. 4-r.,,,..,",.,...,r Dr"Valle' .n,,.41911/" ', 8 in table by the ASD safety factor of 3.0 and multiply again with the LRFD tO factor of 0.5. 'For F„=58 ksi,multiply values by 1.29;jr F„=65 ksi,multiply values by 1.44. TABLE 3-ALLOWABLE TENSILE PULL-OVER LOADS(P64041),p ounds-force''''''''° Steel Fu=45 ksl,Applied Factor of Safety,[1=3.0 Screw Nominal Washer Design Thickness of Member In Contact with the Screw Head(In) Designation Diameter Diameter 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0125 0.187 0.250 (In.) (In.) Hex Washer Head(HWH) 10-16 0.190 0.400 162 216 270 324 432 540 675 945 1125 6 12-14,12-24 0.216 0.415 168 224 280 336 448 560 700 980 1167 1746 2334 '/,-14,'/4-28 0.250 0.500 203 270 338 405 540 675 844 1181 1406 2104 2813 HWH with Serrations 10-16 0.190 0.435 176 235 294 352 470 587 734 1028 1223 6 6 'I4-14 0.250 0.610 203 270 338 405 540 675 844 1181 1406 2104 6 Phillips Pan Head 10-16 0190 0.365 148 197 246 296 1 394 493 616 862 11027 6 6 Phillips Oval Head 10-16 0.190 0.365 148 197 246 296 394 493 616 862 1027 6 6 For SI:1 inch=25.4 mm,1 lbf=4.4 N,1 ksi=6.89 MPa, 'For tension connections,the lower of the allowable pull-out,pullover,and fastener tension strength found In Tables 2,3,and 5,respectively must be used for design. 2ANSUASME standard screw diameters were used In the calculations and are listed In the tables. }The allowable pull-over capacity for other member thickness can be determined by interpolating within the table. 'To calculate LRFD values,multiply values in table by the ASO safety factor of 3.0 and multiply again with the LRFD Co factor of 0.5. SFor Fu=58 ksi,multiply values by 1.29;for Fu=65 ksi,multiply values by 1.44. °Outside drilling capacity limits. Sheet 47 ESR-1976 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 4-ALLOWABLE SHEAR(BEARING)CAPACITY(P.,,/0),pounds-force'•'•''`' Steel Fu=45 ksl,Applied Factor of Safety,0=3.0 Design Design Thickness of Member In Contact with the Screw Head(In) Thickness of Nominal Member Not Screw Designetlon Diameter In Contact 0.018 0.024 0.030 0.036 0,048 0.060 0.075 0,105 0.125 0.187 0250 (in,) with the Screw Head (In) 0.018 66 66 66 66 66 66 66 66 66 0.024 102 102 102 102 102 102 102 102 102 0,030 111 143 143 143 143 143 143 143 143 0.036 120 152 185 188 188 188 188 188 188 10-16 0.190 0.048 139 168 199 228 289 289 289 289 289 0.060 139 185 213 239 327 404 404 404 404 0.075 139 185 231 251 337 427 564 564 564 0.105 139 185 231 277 356 436 570 808 808 0.125 139 185 231 277 369 442 571 808 962 0.018 71 71 71 71 71 71 71 71 _ 71 71 71 0.024 109 109 109 109 109 109 109 109 109 109 109 0.030 125 152 152 152 152 152 152 152 152 152 152 0.036 136 170 205 200 200 200 200 200 200 200 200 0,048 157 190 223 253 308 308 308 308 308 308 308 12-14 0.216 0.060 157 210 240 268 362 430 430 430 430 430 430 12-24 0.075 157 210 282 282 375 468 601 601 601 601 601 a 0.105 157 210 262 315 402 483 624 919 ' 919 919 919 0.125 157 210 262 315 420 494 629 919 . 1094 1094 1094 0.187 157 210 262 315 420 525 642 919 1094 1636 1636 0250 157 210 262 315 420 525 656 919 1094 1636 2187 0.018 76 76 76 76 76 76 76 76 76 76 76 0.024 117 117 117 117 117 117 117 117 . 117 117 117 0.030 142 164 164 164 164 164 164 164 164 164 164 0.036 158 193 215 215 215 215 215 215 215 215 215 0.048 182 218 253 283 331 331 331 331 331 331 331 14-14 0.250 0.060 182 243 276 300 406 463 463 463 463 463 463 /4-28 0.075 182 243 304 322 424 521 647 647 647 647 647 0.105 162 243 304 365 461 544 694 1063 1063 1053 1063 0.125 182 243 304 365 486 560 703 1063 1266 1266 1266 0.187 182 243 304 365 486 608 731 1063 1266 1893 1893 0.250 182 243 304 365 486 606 759 1063 1266 1893 2531 For SI:1 inch=25.4 mm,1 lbf=4.4 N,1 ksi=6.89 MPa. 'The lower of the allowable shear(bearing)and the allowable fastener shear strength found in Tables 4 and 5,respectively,must be used for design. 2ANSI/ASME standard screw diameters were used in the calculations and are listed In the tables. 'The allowable bearing capacity for other member thickness can be determined by interpolating within the table. 4T ^sr'"•'-'''I QC '••tet. ^•�"pip-hisin table by the ASD safety factor of 3.0 and multiply again with the LRFD 4'factor of 0.5. E'For F„=58 ksi,multiply values by 1.29; or F„=65 ksi,multiply values by 1.44. FFFF TABLE 5-FASTENER STRENGTH OF SCREWS''''''''- SCREW DIAMETER ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH DESIGNATION (In.) Tensile,P,.Ki(Ib) Shear,Pan(Ib) Tensile,Ph(ib) Shear,P,,(Ib) 10-16 0.190 885 573 2654 1718 12-14 0.216 1184 724 3551 2171 12.24 0.216 1583 885 4750 2654 14-14 0. 50 1.1605 990 4.816 2970 1/4-28 0.250 1922 1308 5767 3925 For SI:1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.89 MPa. 'For tension connections,the least of the allowable pull-out,pullover,and fastener tension strength found in Tables 2,3,and 5,respectively, must be used for design. 2For shear connection,the lower of the allowable shear(bearing)and the allowable fastener shear strength found in Table 4 and 5, respectively,must be used for design. 'See Section 4.1 for fastener spacing and end distance requirements. 'Nominal strengths are based on laboratory tests; To calculate LRFD values,multiply nominal strength values by the LRFD m factor of 0.5. Sheet 48 r . f vviechanical Anchoring Systems!! Ie 3.3.4 IK BoFt Expansion Anchor Figure 2— Interpolation of Minimum Edge Distance and Anchor Spacing Sdesign Cdesign f' I ■o a. ill 111011 , j ca,minat S S design S min at c? ff ;fill ..n jBi ` h z hmin cdesign edge distance c ' , , . :' .iiiic-li 40:.;:,,':': 7 .---'' ''''' , ,..' -' ' ,, Table 4— Mean Axial Stiffness Values(1,000 lb/in.)for KWIK Boit TZ Carbon and Stainless Steel Anchors in Normal-Weight Concrete' Concrete condition carbon steel KB-TZ,all diameters stainless steel KB-TZ,all diameters untracked concrete 700 120 cracked concrete 500 90 1 Mean values shown.Actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. Figure 3-- Installation in Concrete over Metal Deck Floor Min.5/8"Typical A 1 T M Min.3000 psi Normal or Sand- 5r Lightweight Concrete;, `' 1�e YIYIYI///��� M = ■■ Upper ) Flute (Valley) Minimum i No.20 Gauge Min.4-1/2" S.= Min.4-1/2" Steel Deck �1 i . Y Lower Flute --•- 1-...---Max.1"Offset Typical (Ridge) 272 Rini,Inc.(US)1-800-879-8000 I www.us.hitti.com I en espanoi 1-800-879-5000 I Hilt!(Canada)Corp.1-800-363-445S I www.hllti.ca I Anchor Fastening Technical Guide 2011 ti Sheet 49 Mechanical Anchoring SyStens toctiVIK Boit TZ Expansion Anchor 3.3.4 Table 10-KWIK Solt TZ Allowable Tension and Shear Loads(ASD),Installed into the Underside of Lightweight Concrete over Metal Deck Slab1'2 Nominal Embedment Tension Tension Shear Shear Anchor Depth he, Nonseismic3•4�5 SeismiC7 Nonseismic3•'� Seismic75"0 Diameter (in.) (Ib) (Ib) (Ib) (Ib) 3/8 2 680 50 1,140 930 1/2 2 680 550 1,607 1,310 —1.1111.7. 11M1/4 1,215 r-977.1 2,650 5/8 31/8 929 755 2,465 2,005 5/8 4 2,157 1,755 3,235 2,635 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. 3 For strength design,the required strength=1.6D+1.2L.For ASD,the factored load=1.OD+1.0L.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50%dead and 50%live contributions,a=(1.6•0.5+1.2.0.5)/(1.0 0.5+1.0•0.5)=1.4 5 ASD=r•D O•No /a=0.65•Np /1.4 6 ASD=OsteP•V /a=0.75•Vs /1.4 7 For strength design,the required strength=1.2D+1.0E.For ASD,the factored load=1.0D+0.7E.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 8 Assuming a 50%dead and 50%earthquake contributions,a=(1.2•0.5+1.0.0.5)/(1.0.0.5+0.7.0.5)=1.294 9 ASD=ck. • ee, •Nps/a=0.65.0.75•Np /1.294 10 10.Seismic ASD=cD ci). •V k/a=0.75.0.75•Ve4e,/1.294 Table 11 —KWIK Bolt TZ Length Identification System Length ID marking on A BCDE F GH I J K LMNOPORS T U VW bolt head Length From 114 2 214 3 _31/2 4 414 5 514 6 614 7 714 8 814 9 914 10 11 12 13 14 15 of anchor, Up to but not 2 212 3 312 4 412 5 512 6 612 7 714 8 812 9 912 10 11 12 13 14 15 16 ° including 6n.).) Figure 4— Bolt Head with Length Identification Mark and KWIK Boit TZ Head Notch Embossment Hilti,Inc.(US)1-800-879-8000 I www.us.hitti.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 275