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Home My WebLink AboutBLD93-0336 Calculations - BLD Engineering / Geo-tech Reports - 3/17/1993 LAGOW CALC3 PROJECT NAME LADOW BUILDING PROJECT LOCATION BELFAI R , WA PROJECT NUMBER 93-05I SPAN 50 FT_ LENGTH 80 FT_ EAYE HEIGHT 12 FT. BAY SIZE 16 FT_ SLOPE 3:1 OPEN STRUCTURE (Y/N)? N SNOW LOAD 25 PSF WIND SPEED 90 MPH ZONE (B OR C) B SOIL PRESSURE 1500 PSF BOLT TENSIONS: EAYE (DL+SNOW) 15014 LBS_ PEAK (DL+ SNOW) 8382 LBS_ EAYE (WIND) 15374 LBS_ PEAK (WIND) 6497 LBS_ FOUNDATION LOADS Si DEWALL: DL+SNOW LAT_ FORCE 6839 LBS. DL+SNOW COMP_ FORCE 12-'003 LBS_ WIND LAT_ FORCE 4551 LBS_ WIND UPLIFT FORCE 5375 LBS_ FOUNDATION LOADS # ENDWALL: MAX_ COMP_ FORCE 3120 LBS- MAX_ LATERAL FORCE 1932 LBS_ MAX_ UPLIFT 1806 LBS- z ,0 2757 �.. CIS i E EXPIRES: ASK4 ENGINEERING, I NC- 10765 3E 395th Are_ Sandy, OR 97055 (503) 668-6550 Page C1 3/1 r/93 + LADOW CALCS PROJECT NAME LADOW BUILDING PROJECT FILE NUMBER 93-051 LOCATION CITY/STATE BELFAI R ,WA COUNTY MASON BUILDING DIMENSIONS SPAN 50 FT. LENGTH 80 FT. BAY SIZE 16 FT. EAVE HEIGHT 12 FT. SLOPE 3:12 LOADS LIYE LOAD SNOW *25 PSF OTHER N.A. WIND LOAD ZONE 90 EXP= B WIND P= [Qs*Ce*Cq*il BASIC [Qsl 21 PSF Ce = 0.7 Cq= WINDWARD WALL 0.8 11.8 PSF LEEWARD WALL 0.5 7.4 PSF LEEWARD ROOF 0.7 10.3 PSF WINDWARD ROOF 0.9 13.2 PSF WALL ELEMENTS 1 .2 17.6 PSF ROOF ELEMENTS 1.2 17.6 PSF SEISMIC LOAD I = 1.0 C = 2.75 Z = .4(MAX.) Rw = 6 Y = (Z*I*C/Rw)*W = .18W = .54 PSF WIND GOYERNS r PageC2 3/17/93 • LADOW CALLS DEAD LOADS ROOFING 0.7 PSF PURLIN 1.4 PSF INSULATION 0.4 PSF MISC. I PSF TOTAL DL= 3.5 PSF FRAME ANALYSIS LOAD COMBINATIONS LL+DL DL+WL STANDARD MATERIALS ROOF SHEATHING (min.) NOR CLAD 30 ga WALL SHEATHI NG (min.) NOR CLAD 30 ga ROOF PURLINS 2X8 DF-L *2 WALL GIRTS 2X6 DF-L*2 STRUCTURALSTEEL A36 (FY=42 k3i min.) STRUCTURAL BOLTS PEAK. 3/4 in. DIA.ASTM A-307 BOLTS EAVE 3/4 in. DIA.ASTM A-307 BOLTS ANCHOR BOLTS 2-3/4 in. DIA.ASTM A-307 BOLTS SLAB SIDEWALL FOOTING 2- -v5 CUNT.GP. 60 REINFORCING REINFORCING BAR TOP AND BOTTOM CONCRETE 2500 PSI @ 28 DAYS X-BRACE: ROOF/ENDWALLS/FWC 250 BA MFG.CABLE BRACE SIDEWALLS FWC 375 BA MFG.CABLE BRACE ENDWALL RAFTER C6X8.2 STL.CHANNEL ENDWALL COLUMN W6X12 SPECIAL INSPECTIONS REQUIRED: STRUCTURAL WELDING (AS PER U.B.C.SEC. 306) y Page C3 3/17/93 [ LADOW CALCS ROOF PURLIN DESIGN SECTION PROPERTIES SPAN 16 FT. grade LOAD (DL+SL) 57.0 LBS./FT. 2X8 2 LOAD (WIND - DO 31.3 LBS./FT. ALLOW. STRESS (Fb) DL+SL 1668 PSI PURLIN DEPTH: 7.25 IN. ALLOW.STRESS (Fb) WIND 1929 PSI SECTION MODULUS 13.14 IN."3 ALLOW.STRESS(Fv) 95 PSI AREA 10.88 IN."2 SHEAR 456 LBS. MOMENT OF INERTIA 47.6 IN."4 SECTION MODULUS REQ. DL +SL 13.13 I N."3 WIND 6.23 AREA REQUIRED ON-2) 5.79 IN.'2 MAX DEFLECTION OK 2X8 1.04 1 N. OK USE ---> I 2X8 Df-L *2 WITH (3) #10 SCREWS EA_ END WALL GIRT DESIGN SECTION PROPERTIES SPAN 16 FT. grade LOAD (WIND) 35.3 LBS./FT. 2X6 2 ALLOW.STRESS (Fb) 1933 PSI GIRT DEPTH: 5.5 IN. SECTION MODULUS 7.56 1 N."3 ALLOW.STRESS(Fv) 95 PSI AREA 8.25 1 N."2 SHEAR 282 LBS. MOMENT OF INERTIA 20.8 IN."4 SECTION MODULUS REQ. 7.01 IN."3 OK AREA REQUIRED (IN-2) 3.2 IN."2 MAX. DEFLECTION OK 2X6 1.47 1N. USE ---> 2X6 DF-L*2 WITH (2) #10 SCREWS EA_ END y A Page C4 3/17/93 LA DOW CA LCS ENDWALL RAFTER SECTION PROPERTIES POSITIYE MOMENT LENGTH 13 FT. CANTILEVER LENGTH 0 FT. C6X8.2 STL. CHANNEL POSITIVE LOAD 238 LBS./FT. SECTION MODULUS 4.38 IN."3 (-M) UNBR. LENGTH 13 FT. AREA 2.4 IN."2 (+M) ALLOW.STRESS (Fb) 21600 PSI MOMENT OF INERTIA 13.1 IN.'4 (-M) ALLOW.STRESS (Fb) 8453 PSI DL+SL POSITIVE MOMENT 5028 FT.-LBS. C7X9.8 STL CHANNEL DL+SL NEGATIVE MOMENT 0 FT.-LBS. SECTION MODULUS 6.08 IN.-3 DL+SL MAX.SHEAR 1547 LBS. AREA 2.87 IN."2 I`tOt-TENT OF INERTIA 21.3 IN."4 WIND POSITIVE MOMENT 0 FT.-LBS. WIND NEGATIVE MOMENT 2981 FT.-LBS. C8X11.5 STL. CHANNEL WIND t-*IAX.SHEAR 917 LBS. SECTION MODULUS 8.14 IN.'3 AREA 3.38 IN."2 SECTION MOD. REQ. (IN"3) 3.17 IN."3 MOMENT OF INERTIA 32.6 IN.*'4 USE ---> C6X8.2 STL. CHANNEL HEADER DESIGN SLIDER LENGTH 16.00 FT. DOOR WIDTH 12.00 FT. (1)-2X 10 VERT./(1)2X6 HORIZ.Sty =1 1.0 in.'3 DOOR HEIGHT 11.00 FT. (1)-2X10 PERT./(1)2X8 HORIZ.Sy =19.2 in.'3 MOMENT 3387 FT.-LBS. SEC.MOD.REQ. (WEAK DIR.) i- iN."3 MIN. DEPTH (2X MEMBER): 2.38 1N. Fb 1250 PSI USE ---> (2)-2X8 HORIZ. ENDWALL COLUMN DESIGN SECTION PROPERTIES INTERMEDIATE COLUMNS TRY W6X12 SECTION MODULUS 7.31 I N"3 TRIB.WIDTH (WIND) 12 FT. AREA 3.55 IN.'2 COLUMN LENGTH 17.75 FT. RADIUS OF GYRATION 2.49 1N. TRIB.AREA (DL + SL)) 104.0 FT."2 MOMENT OF INERTIA 4.22.1 IN.^4 LOAD (DL+ SL) 3120 LBS. FLANGE WIDTH 4.00 1N. OUTWARD MOMENT (WIND) 7642 FT.-LBS. rT 1 .05 IN. INSIDE FLANGE UNBR. LENGTH 17.8 FT. d/Af 5.38 1lIN. SLENDERNESS RATIO 85.5 OK Cc 126.1 L/rT 203 ALLOW.AXIAL STRESS (PSI) 14724 Lc = 4.2 FT. ACT.AXIAL STRESS (PSI) 879 OK Lu = 8.6 FT. ALLOW. BENDING STRESS(PSI) 13962 ACT. BENDING STRESS (PSI) 12545 FINAL UNITY 0.96 OK EQ. (F1-7) Fb = 4131 psi DEFLECTION 0.74 IN. EQ. (F1-8) Fb = 10472 psi =SPAN/ 209 OK USE ---3, IW6XI2 Page C5 3/17/93 LADOW CALLS CORNER COLUMNS SECTION PROPERTIES TRIB.WIDTH (WIND) 6.5 FT. TRY L2X2X3/16 UNBRACED LENGTH 2 FT. SECTION MODULUS 0.19 IN"3 TRIB.AREA (DL + SO 52 FT."2 AREA 0.715 IN.'2 LOAD (DL +SL) 1487 LBS. RADIUS OF GYRATION 0.62 IN. MOMENT (WIND) 57 FT.-LBS. COLUMN WT. 2.44 LBS./FT. SLENDERNESS RATIO 38.90 OK Cc 126.10 ALLOW.AXIAL STRESS 19273 PSI ACT.AXIAL STRESS 2080 PSI OK ALLOW. BENDING STRESS 33516 PSI ACT. BENDING STRESS 3621 PSI OK FINAL UNITY 0.22 OK USE ---> L2X2X3/16 CORNER COLUMNS AT OPENINGS SECTION PROPERTIES TRI B.WIDTH (WIND) 6.5 FT. TRY L4X4X 1/4 UNBRACED LENGTH 10 FT. SECTION MODULUS 1.05 IN"3 TRIG.AREA (DL + SO 42 FT."2 AREA 1.94 IN.'2 LOAD 1263 LBS. RADIUS OF GYRATION 1.25 1N. MOMENT (;MIND) 1433 FT.-LBS. COLUMN WT. 6.60 LBS./FT. MOMENT OF INERTIA 3.04 IN."4 SLENDERNESS PATIO 96.00 OK Cc 126.10 ALLOW.AXIAL STRESS 17922 PSI ACT_AXIAL STRESS 651 PSI OK ALLOW. BENDING STRESS 30500 PSI ACT. BENDING STRESS 16380 PSI FINAL UNITY 0.57 OK DEFLECTION 0.29 IN. USE ---> L4X4X114 CONNECTIONS ROOF SHEATHING FASTEN TO PURLINS WITH *10 SCREWS 9"D.C. WALL SHEATHING FASTEN TO GIRTS WITH * 10 SCREWS 0 9"O.C. ROOF PURLIN CONNECT WITH (3) *10 SCREWS EA. END WALL GIRTS r CONNECT WITH (2) 10 SCREWS EA. END Page C6 3/17/93 LADOW CALCS BOLTED FRAME CONNECTIONS BOLTED FRAME PEAK- (SEE FRAME ANALYSIS RESULTS FOR MOMENT VALUES) DL + SNOW WIND LOAD BOLT TENSION LOAD (LBS.) 8382 6497 * BOLTS IN TENSION GROUP 2 1 AREA OF 3/4" DIA. BOLT 0.4418 0.4418 IN."2 ALLOW.TENSILE STRESS 20000 26667 PSI ACT.TENSILE STRESS = 9486 14706 PSI OK USE -----> rl l4 in_ DIA_ ASTM A-307 BOLTS UPPER 2 LOWER BOLTED FRAME EAYE-(SEE FRAME ANALYSIS RESULTS FOR MOMENT YALUES) DL + SNOW WIND LOAD BOLT TENSION LOAD (LBS.) 15014 15374 * BOLTS IN TENSION GROUP 2 2 AREA OF 3/4" DIA. BOLT 0.4418 0.4418 IN."2 ALLOW.TENSILE STRESS 20000 26667 PSI ACT. TENSILE STRESS = 16992 17399 PSI OK USE -----> 3l4 in. DIA_ ASTM A-307 BOLTS 2 OUTER 2 INNER 3l4" DIAM. ANCHOR BOLT DESIGN NORMAL WT.CONCRETE NUMBER OF ANCHOR BOLTS 2 STRENGTH Vc): 2500 psi INSPECTION REQUIRED? NO 'X' BOLT SPACING 6 IN. BOLT EMBEDMENT 7 IN. EDGE DISTANCE 7 IN. PC = 72484 LBS. Ps = 45936 LBS. Vc = 30787 LBS. Vs = 38280 LBS. WIND UPLIFT (ULT.) 13975 LBS. WIND SHEAR (ULT.) 11833 LBS. (SEE U.B.C.SEC. 2624) DL+SNOW SHEAR (ULT.) 22569 LBS. DL+SNOW U.B.C.SEC. 2624 UNITY: 0.83 WIND U.B.C.SEC. 2624 UNITY: 0.28 OK FOR COMBINED STRESS USE -----i, 2-314in_ DIA. ASTM A-307 BOLTS i Page C7 3/17/93 LADOW CALCS LATERAL BRACING ROOF/ENDWALLS/TPW INSTALL "FLO-LOC FWC 250 BA"X-BRACE AT INDICATED BAYS. SIDEWALLS INSTALL "FLO-LOC FWC 375 BA"X-BRACE AT INDICATED BAYS. SEE X-BRACE AND ENDWALL BRACE ANALYSIS FOR TENSION VALUES. FOOTING DESIGN CONCRETE STRENGTH Wc) 2500 psi ALLOW.SOIL PRESSURE 1250 PSF NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH_ CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS_ SIDEWALL CONTINUOUS FOOTING DEPTH OF FTG. BELOW GRADE 12 IN. (MIN.) DESIGN SOIL PRESSURE 1038 PSF FOOTING WI DTH 10 IN. (MIN.) FOOTING DEPTH 17 IN. LOAD ON FTG. 12003 LBS. FOOTING AREA REQUIRED 11.6 FT."2 DESIGN d 13.5 IN. LENGTH FTG. REQ'D(DL+SN) 13.9 FT. OK LENGTH FTG. REQ'D (UPLIFT) 13.6 FT. OK ESTIMATED TOTAL VOLUME OF FTG.AND SLAB (+ 10%) 62 YDS. DESIGN MOMENT (Mu): 35410 FT-LBS a= 1.76 AREA OF STEEL REQ. 0.62 IN.-2 (A.C.I. FLEXURE TABLES) AREA OF STL. PROVIDED 0.62 IN."2 =OK USE -----> 2- ;5 CONT. GR_ 60 REINFORCING TOP AND BOTTOM (NO SHEAR REINF_ REWD) THRUST (@> BASE: 6839 LBS. As (GRADE 60) HAIRPIN = 0.22 IN."2 USE f4 HAIRPIN AROUND ANCHOR BOLTS a Page C8 3/17/93 LADOW CALCS CONCRETE STRENGTH V0 2500 psi ALLOW.SOIL PRESSURE 1250 PSF ENDWALL CONTINUOUS FOOTING DEPTH OF FTG. BELOW GRADE 12 IN. (MIN.) DESIGN SOIL PRESSURE 1 100 PSF FOOTING WIDTH 10 IN. FOOTING DEPTH 12 IN. (MIN.) LOAD ON FTG. 3120 LBS. FOOTING AREA REQUIRED 2.8 FT.'2 DESIGN d 8 IN. LENGTH FTG. REQ'D(DL+SN) 3.4 FT. OK LENGTH FTG. REQ'D (UPLIFT) 6.3 FT. OK DESIGN MOMENT (Mu): 2257 FT-LBS a= 0.18 AREA OF STEEL REQ_ 0.08 IN."2 (A.C.i. FLEXURE TABLES) AREA OF STL. PROYIDED 0.20 IN."2 OK USE -----> i- J'4 CANT_ GRADE 60 REINFORCING TOP AND BOTTOM Page C9 3/17/93 LADOW CAU=S TRNSVERSE PARTITION WALL (TPW) RAFTER SECTION PROPERTIES POSITIVE MOMENT LENGTH 13 FT. CANTILEVER LENGTH 0 FT. C6X8.2 STL. CHANNEL POSITIVE LOAD 466 LBS./FT. SECTION MODULUS 4.38 IN."3 (-M) UNBR. LENGTH 13 FT. AREA 2.4 IN."2 (+M) ALLOW.STRESS (Fb) 21600 PSI MOMENT OF INERTIA 13.1 IN.'4 (-M) ALLOW.STRESS (Fb) 8453 PSI DL+SL POSITIVE MOMENT 9844 FT.-LBS. C7X9.8 STL. CHANNEL DL+SL NEGATIVE MOMENT 0 FT.-LBS. SECTION MODULUS 6.08 IN."3 DL+SL MAX.SHEAR 3029 LBS. AREA 2.87 IN."2 MOMENT OF INERTIA 21.3 IN."4 WIND POSITIVE MOMENT 0 FT.-LBS. WIND NEGATIVE MOMENT 5962 FT.-LBS. COX1 1.5 STL. CHANNEL WIND MAX.SHEAR 1835 LBS. SECTION MODULUS 8.14 IN."3 AREA 3.38 1 N."2 SECTION MOD. REQ. (IN"3) 6.35 IN."3 MOMENT OF INERTIA 32.6 IN.'4 USE ---> C8X1 1.5 STL. CHANNEL TPW COLUMN DESIGN SECTION PROPERTIES INTERMEDIATE COLUMNS TRY W6X9 SECTION MODULUS 5.56 IN"3 TRIG.WIDTH (WIND) 12 FT. AREA 2.68 IN.-2 COLUMN LENGTH 17.75 FT. RADIUS OF GYRATION 2.47 IN. TRIB.AREA (DL + SL)) 208.0 FT.'2 MOMENT OF INERTIA 16.4 IN."4 LOAD (DL+ SO 6240 LBS. FLANGE WIDTH 3.94 IN. OUTWARD MOMENT (WIND) 2166 FT.-LBS. rT 1.03 IN. INSIDE FLANGE UNBR. LENGTH 17.8 FT. d/Af 6.96 1/IN. SLENDERNESS RATIO 86.2 OK Cc 126.1 L/rT 207 ALLOW.AXIAL STRESS (PSI) 14644 Lc = 4.2 FT. ACT.AXIAL STRESS (PSI) 2328 fa ), .15*Fa Lu = 6.7 FT. ALLOW. BENDING STRESS(PSI) 10793 ACT. BENDING STRESS (PSI) 4675 FINAL UNITY 0.65 OK EQ. (F1-7) Fb = 3975 psi DEFLECTION 0.99 IN. EQ_ (F1-8) Fb = 8095 psi =SPAN/ 214 OK F'e = 20061 psi USE ---i� W6X9 Page C 10 3/17/93 LADOW CALCS TPW CORNER COLUMNS SECTION PROPERTIES TRIB.WIDTH (WIND) 6.5 FT. TRY L2X2X3/16 UNBRACED LENGTH 2 FT. SECTION MODULUS 0.19 IN"3 TRIB.AREA (DL + SO 104 FT."2 AREA 0.715 IN.h2 LOAD (DL +SL) 2969 LBS. RADIUS OF GYRATION 0.62 1N. MOMENT (WIND) 16 FT.-LBS. COLUMN WT. 2.44 LBS./FT. SLENDERNESS RATIO 38.90 OK Cc 126.10 ALLOW.AXIAL STRESS 19273 PSI ACT. AXIAL STRESS 4152 PSI OK ALLOW. BENDING STRESS 33516 PSI ACT. BENDING STRESS 1026 PSI OK FINAL UNITY 0.25 OK USE ---> L2X2X3/16 TPW CORNER COLUMNS AT OPENINGS SECTION PROPERTIES TRIB. WIDTH (WIND) 6.5 FT. TRY L4X4X1/4 UNBRACED LENGTH 10 FT. SECTION MODULUS 1.05 IN"3 TRIB.AREA (DL + SL) 42 FT.A2 AREA 1.94 IN.'2 LOAD 1263 LBS. RADIUS OF GYRATION 1.25 IN. MOMENT (WIND) 406 FT.-LBS. COLUMN WT. 6.60 LBS./FT- MOMENT OF INERTIA 3.04 IN."4 SLENDERNESS RATIO 96.00 OK Cc 126.10 ALLOW.AXIAL STRESS 17922 PSI ACT.AXIAL STRESS 651 PSI OK ALLOW. BENDING STRESS 30500 PSI ACT. BENDING STRESS 4643 PSI FINAL UNITY 0.19 OK DEFLECTION 0.29 IN. USE ---> FL4X4X1/4 CONNECTIONS ROOF SHEATHING FASTEN TO PURLINS WITH *10 SCREWS 9"O.C. WALL SHEATHING FASTEN TO GIRTS WITH * 10 SCREWS 0 9"O.C. ROOF PURLIN CONNECT WITH (5) *10 SCREWS EA. END WALL GIRTS r CONNECT WITH (3) *10SCREWS EA. END Page Cl 1 3/17/93 FIR AME D I AGR AM—DL+SL INPUT: 5 f2,F DEAD LOAD,25 PSF VOY LOAD, 16'FRAME SPACINO PAGE Fsk— FRAME MAC file: #M50.12(16)DL+SL;Last modified at 2:27:15 PM on Sat,Jan 9, 1993 Above each load are the magnitudes in lb,lb/ft, and lb-ft. "text to each support are reactions in lb and lb-ft. 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I 1 0-39 0.62 2.40 5.06 10974.00 15241.67 48.0 3031.6 1.00 116.1-1 12 1 0.20 0.30 0.70 1.01 62.00 *2 9 5.2 4 14.0 5600.0 1.00 1 9 ................ ............ 13 0.144 24 0.97 3.10 6.2 0 9500.00 10555.56 -90.0 -2 rz 7 1.4 0.83 : ---------- -------0.98___- 1 4.It.4 14 0.29 0.46 1.30 3.20 3429.00 92b7.57 24.0 3600.0 118.2 O.�").0 0.30 0.70 1.28 -2036.00 -9695.24 -7.0 '000.0 . 1.00 116.9 . ......... 16 0.44 0.97 3.10 8.80 12298.00 13664.44 -75.0 142. 0.88 124.4 17 0.719 1.23 9.80 25.19 -1919.00 -670.98 -1770.0 s -13973.7 1.00 116.9 la 0.59- 0.93 4.90 12.54 14600.00 10138.89 -53-4.0 -11006.9 0.99 117.4 -T- 19 0.29 0.46 1.30 4.39 3229.00 8727.03 11.0 1650.0 0.98 118.9 20 1 0.44 0.96 4.10 8.00.1.1 15327.00 12879.83 -539.0 . 0 117.4 119'78 .99 ....... .......... I ---; 21 0.43 = 0.94 5.90 18.70 i -18172.00 i -10504.051 -278.0 -42176.9 1.00 116.9 22 0.79 1.23 9.80 3.33 -6737.00 -2355.59 -2010.0 -15868.4 1.0.-0-- 116.9 ....... ... 23 0.65 1.28 5.80 23.61 -16628.00 -9839.05 -360.0 -4320.0 0.88 124.9 24 0.65.. 1.26 5.80 11.83 -24769.00 -14656.21 -458.0 -5496.0 0.88 124.9 25 0.65 1.28 5.80 26.15 -27498.00 :: -16271.01 -439.0 -5268.0 0.88 124-9 26 0.39 = 0.62 2.40 = 7.08 7793.00 10823.61 -82.0 -5178.9 1.00 116.9 27 7 0.44 0.96 4.10 6.56 11059.00 i 9293.28 -568.0 -12622.2 0.99 117.4 28 8 0." 0.96 = 4.10 10.25 -7920.00 -6655.46 -59.0 -1311.1 0.99 117.4 29 0.79 1.23 9.80 15.68 -24535.00 -8578.67 f -2108.0 -6570.4 1.00 i 116.9 30 0.20 0.30 0.70 1.75 -435.00 -2071.43 -12.0 -4800.0 1.00 116.9 31 0.44 = 0.96 4.10 8.20 1127 9.00 9478.15 -205.0 -4555.6 0.99 117.4 I 32 0.60 0.94 3.70 11.60 -10214.00 -9370.64 293.0 7990.9 0.88 124.4 L-33 0.60 0.94 3.70 14.80 -13730.00 :: -12596.33 -16.0 -436.4 0.88 124.4 34 0.40 0.63 1.60 5.10 8281.00 17252.08 -8.0 -733.5 s 0.86 126.3 35 0.44 0.96 4.10 8.20 -217.00 -182.35 -473.0 -10511.1 0.99 117.4 36 0.20 0.30 0.70 1 1.75 -288.00 -1371.43 10.0 4000.0 1.00 116.9 37 0.44 0.96 4.10 8.20 2.00 1 1.68 261.0 5800.0 0.99 117.4 38 0.39 1 0.62 -, 2.40 s 7.68 -7870.00 1 -10930.56 -62.0 -3915.8 1.00 116.9 39 0.60 0.94 3.70 14.80 -3585.00 i -3258.99 90.0 2454.5 0.85 124.4 40 0.44 0.96 4.10 8.20 -8485.00 -7130.25 302.0 6711.1 0.99 117.4 41 0.29 0.46 @ 1.30 4.16 6000.00 16216.22 8.0 1200.0 0.98 118.2 42 0.44 0.96 4.10 8.20 -8265.00 i -6945.38 294.0 6533.3 0.99 117.4 43 0.20 0.30 0.70 1.74 -388.00 1 -1847.62 9.0 3600.0 1.00 116.9 44 0.39 0.62 2.40 7.68 -5548.00 -7705.56 57.0 3600.0 1.00 116.9 45 0.60 1 0.9471 3.70 14.80 3674.00 3370.64 76.0 2072.7 0.88 124.4 46 0.44 0.96 4.10 8.20 -13913.00 11691.60 248.0 5511.1 0.99 117.4 47 0.29 0.46 1 1.30 4.16 3809.00 10294.59 6.0 900.0 0.98 113.2 48 0.20 0.30 0.70 1.75 -525.00 -2500.00 6.0 2400.0 1.00 f 116.9 49 0.44 0.96 4.10 8.20 -13691.00 11505.04 : 242.0 5377.8 0.99 1174 50 0.60 i 0.94 i 3.70 14.80 8034.00 i 7370.64 90.0 2454.5 0.88 1 PageF4 WEB STEEL SALES, INC. 1/9/93 ASO.1206)DL+SL J K L H N I o p Q Tg-js I T-1 51 0.40 0.63 1.60 5.12 -3145.00 -6S52.08---- ---- 28.0 2534.6 0.36 = 126.3 1 52 0.44 0.96 4.10 8.20 -16446-00 -13820.17 216.0 4800.0 17.-4 53 0.29 0.46 1.30''. 4.1E 1612.00 4356.76 6.0 900.0 O.Q13 11 54 0.44 0• .96 4.10 8.20 -16221.00 -13631.09 214.0 4'e 5 5. 0.99 ............1j. 55 0.20 0.30 0.70 1.75 1 -644.00 -3066.67 2.0 800.0 11.0 It I9 0 - - ------ ------------ . 56 0.60 0.94 3.70 14.80 954-8.00 8759.63 82.0 2'2-3 6.4 ----0.8 8 12 4.1 ....... .......................... 57 0.29 1 0.46j1.30 4.16 -806.00 -2173.33 7.0 1050.0 0.98 1 i 50 0.44 1 0.96 1 4.10 8.20 -16105.00 1 -13533.61 1 180.0 41 7 7.P, 0.99 1 7 ...... . .. 59 0.29 0.46 1.30 4.16 -628.00 -1697.30 6.0 900.0 0. ....9 60 0.20 0.30 0.70 1.7 5 -509.00 2<2 3.3 1 ...... . ........................ 0 300.0 7 Frio I 61 0.44 0.96 4.10 7.26 - 15880.00 13344.54 : 190.13 4" -7 62 0.60 0.94 3.70 4.29 8753.00 1 3034.36 74.0 -1-3 1 63 0.2-9 0.46 1.30 3.97 697.00 1833.78 3.0 4q0.0 Cl..9 83 64 1 0.64 1.26 8.50 21.34 5074.00 2045.97 91.0 ................. ............ .......... 65 0.60 0.94 1 3.70 = 4.33 8728.00 3007.34 80.0 ........... 6.0 66 0.44 0.96 4.10 7.26 -15896.00 -13357.98 1 -? ...... 0.99 117 4 67 0.29 0.46 1.30 3.97 778.00 2102.70 3.0 450.0 0.98 68 0.29 0.46 1 1.30 4.16 -624.00 -1686.49 17.0 1050.0 0.98 11 -"139-1 0-88 124.4 69 0.60 0.94 3.70 14.80 9560.00 8770.64 .. .......... - 81-0 --- ........ . ........ 70 0.30 0.70 1.75 -576.00 -2742.86 1.13 4130.0 1.00 1 1 I-J.9 ................... ....... 71 0.44 0.96 4.10 8.20 -16121.00 1 -131547.06 1 174.0 3866.7 0.9r4 117.1 72 0.44 0.96 4.10 8.20 -16235.00 -13642.86 212.0 4-11.1 -----0-.911 11 73 0.29 0.46 1.30 4.16 -800.00 -2162.16 7.D 1050.0 0.98 113. "74 0.60 0.94 3.70 14.80 8048.00 7383.49 -740.0 0.83 124.4 -;-- - - ---- I ....... I .... 4M.; .-- 75 0.29 0.46 1.30 4.16 1612.00 4356.76 6.0 900.0 0.98 118.*` 76 0.20 0.30 0.70 1.75 -650.00 -3095.24 2.0 800.0 1.00 116.9 ............ 77 0.44 0.96 4.10 8.20 -16457.00 1 -13829.41 215.0 4777.3 0.99 117.4 78 0.44 .011.96 4.10 8.20 -13707.00 -11518.49 ..223.0 4955.6 0.99 79 0.40 0.63 1.60 5.12 -3130.00 -6520.83 23.13 2-5 3 4.6 1 0.8)6 1 1-2 6.3 -J 80 0.60 0.94 1 3.70 14.80 3843.00 3525.69 73.0 1990.9 0.38 1241.4 .......... .......... al 0.29 0.46 1 1.30 4.08 3631.00 9813.51 6.0 9010 0.98) 113.2 82 0.20 0.30 1 0.70 1.75 -432.00 -2057.14 6.0 1-00 1116.9 83 0.44 0.96 4.10 7.91 i -13930.00 :: -11705.88 223.0 50 66.7 0.99 1 17.4 1 7 9.0 62 0 0.0 0.99 1 8.49 -8249.00 -6931.9' 84 , 0.44 0.96 4.10 .................. .......... ...... 17.: 85 1 0.39 1 0.62 2.40 7.75 -5702.00 1 -7919.44 55.0 3473.7 = 1.00 116. 86 0.60 0.94 1 3.70 14.80 -3594.00 -3297.25 91.0 2431.3 0.83 12 1 87 0.29 0.46 1.30 4.16 6001.00 16218.92 3.0 1-C-0.0 0.98 11 88 0.20 0.30 0.70 1.75 -354.00, -1685.71 s 9.0 31600.0 1.00 1 10.9 89 0.44 0.96 4.10 8.20 -8467.00 1 -7115.13 2 8 S.0 6400.0 0.99 1 i 7.4 . ........ . 90 0.39 0.62 2.40 7.68 -7862.00 -10919.44 : -61.0 -3852.6 1.00 116.0 91 0.44 0.96 4.10 8.20 6.00 5.04 1 259.0 5 75 5.6 0.139 117.4 92 0.20 0.30 0.70 1.75 -285.00 -1357.14 10.0 4000.0 1.00 1 16.9 93 0.40 1 0.63 i 1.60 5.06 1 8185.00 17052.08 -10.0 -923.1 0.86 126.3 a 4 94 0.60 0.94 3.70 14.80 -13590.00 12467.89 - 13.0 -490.9 0.03 1241 95 0.44 1 0.96 4.10 8.00 -213.00 -178.99 -470.0 -10444.4 0.99 117.4 96 0.60 0.94 3.70 11.95 s -10320.00 -9467.89 287.0 7827.3 0.88 124.4 97 0.44 0.96 4.10 8.41 11296.00 9492.44 -.203.0 -4511.1 s 0.99 117.-1 98 0.39 0.62 .2.40 7..0.8--.: 7793.00 J 10823.61 -81.0 -5115.3 1 1.00 116.9 199 1 0.20 0.30 0.70 1.75 1 -427.00 -2033.33 - 12.0 -48-0 0.0 1.00 116.9 1 01 0.79 1.23 1 9.80 i 15.68 1 -24551.00 -8584.27 -2106.0 -61564.' 1 1.00 1 1 PegeF5 WEB STEEL SALES, INC. 1/9/93 ASO.12( 16)DL+5L J K L M N 1 0 p Q Ri S 101 0.4-4 -9 6 4.10 s 6.56 11076.00 9307.56 -5 7 2.0 12711.1 s 0.99 117.4 021 0.44 0.96 4.10 1.0...25 -7900.00 -6 6 383.6 6 -56.0 1244.4 i O.'-'l 9. 1)7.4 10 3 J 13.43----: 0.94 5.130 18.70 -18198.00 - 1051'9.08 -280.0 -4307.7 1.00 11-5.13 F-1-0 47' 0.79 1.23 9-30 "S.19 -1918.00 -670.63 -17-'0.0 13973.7 TOO ......... ........... 16.9 ................; j I).88 ; ' Q 105 O.6-j 1-23 5.80 26.15 1627 1.01 9-.0 `4 1061 0.44 0.96 4.10 8.00 15340.00 12890.76 -549.0 1 2-��00.0 0.99 11 el ............ ........................ .......... 8 i 5.80 i 11.83 i -24769.00 1 -1465611 -4cQ.0 -5508.0 0.88 ----------------- 108 0.20 0.30 0.70 1.*2 8 O*e-'9-00 -9661.90 -7.0 1.00 16.9 .................. ........... .... ... ......... ........... .................... 1091 029 - 0-46- 1.30 4.3 9 3230.00 8729.73 11.0 1 f;�O.Cl 13.Q 8 1 1 R ------ - ------ ------------------------- 67.00 --------- .. ............................. 319.135 14.0 6^0.0 i.�O : 1 G. �13 0.30 Mo 1.01 6?.00 ------- ---- . ........... ......... ... . ...... ....... ............ 123 5.80 '---3." 1 16600.00 9 8272'.4P 3 46-.0 0.00 IJ 11 121 0.3Q 0.6 2' 2.4 C, -5.90 -6-J-76.00 88 5 5.5 -9*'.0 0. . ..... ....... --.L j Fj u 6.,- .. .................. -4 ................... ................: -......... 1,0 7600.0 0 -46 1.30 3.2 0 3417.00 9*235.14 _J ----------------- --- --- ------------------ 1 141 3 9.80 3.33 -6 742'.0 0 2 3 15;7-7 4 -"009.0 - 15"7360.5 1.00 ...... ... ...... 4 i I 16.-9 .......... ........ ... I 15i 0.39 0.6' 2.40 5.06 10961.00 15 3.6 1 67.0 -4 22 3 1.6 .............. .....................---------------- --- -- --------------------- 116.9------------- --- ----- 11 161 0-79 1 .23 9.8 97. 3300015860.5 1.00 1. ... ...... .....�,._.__,__?�_-- ji 71 0.44 Q-97 3.1 .2 -6089.00 7 6 5.5 6 194.0 554,41.9 0.88 1 .......... I -9� 3.10 6.&`�0 9496.00 1055 1.11 169.0 4 3.2 3.6 0.8 8 1 �4."' ........... . ............... . .. ......... . .-j -t I 1 191 0.44 0.97 3.10 6.20 9513.00 105-'0.00 90.0 257"'-1.4 0.38 1'7 t ............ 11201 0.44 0.9 7 3.11) 8.30 12-302.00 1360-8.39 75.0 4 ................ .. ............. . ............ ........... 0211 0.',--'9 0-93 4.90 12.54 14605.00 10142.36 5311.0 1 0986-Z 0.'l Q 17.4----------- ...... 1221 0--1--4 0.96 4.10 1.85 113.00 94.9 2 0 S.0 -4555.6 0.99 117..4 PageF6 WEB STEEL SALES, INC. 1/9/93 Lg AL,4a .4464446444 W W W W W JLVL�' WCNWNNNNNNNNNN - ••► ... - G 'DW +JITC 4wN -� 0knCO -10`1 J1N -' 0kDW -JO104L4N -+(OkDO � ascn -{aWN Cy `Dw .JCy0 A WN —1-��. 1 w •Jl # s n O % 0 t Ul W +C) r_rl cJ 1 D G o,=Ln r) � A � m cN i�!! i co,Ln {t►i':W --J! {to t GJ (T• 1 i U7` ? {-• 7t- LntUI !UI { Cn in , iul vI' t C �- ' cn' t G G Oi, 1►� !t7 00 �� Ln•G W'� �= GO t►I Ca -.J Cll•. .iW: . , '?'='1 Uli G!N . �Cr N ,C, jj u�, J-- iCc t }1: C -J? 1=iCr. x,'tni l._.1:lN O�•.n CD n G Ln Ln i 111 C3 n Ln Ln -.•J}G m cn G t W}N a. 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L3XZX.?5 97 0.56 NO 0.00 0.00 4 49 98 0.63 NO 0.00 0.00 43 51 L,c'-X 2 X.13-17 cj 991 0.51 1 NO = 0.00 0.00 43- 1 49 1 L I X 1 X.I Oq ll '11�.-00]1*'- 0.63 NO 0.00 0.00 50 L4X4X.375 Page Fll WEB STEEL SALES, INC. 1/9/93 ASO.12(16)DL+SL AD A E AF I AG A--H-T Al I AJ_j -A-K--T AL 1011 0.88 € F10 € 0.00 0.00 49 51 UX TX .25 1 NO 0.00 0.00 .. ........... 50 51 1031 0.84 NO i 0.00 0.00 50 61 L 3X 3 _4 ................. 1041_ 0.5 83 1 NO 0.00 i 0.00 50 60 L 4<4X.,j 1 5 105 1.21 --- ............ ...... YES--- 0.d2)3 0.73 0.97 L2x2.X.1'25 50 52 .L-4X-e 1 ----------------------- 106' 1.00 NO 0.00 0.00 51 61 L-3'X'9-DX.2 5 .............................................. 107. 1.00 -N 0.00 5-1 L 4X 3 .... ... ... .......................................... 11081 0.94 NO 0.00 0.00 L 1 X1,X.1119 1091 0.41 NO 0.00 0.00 5 2- 60 U.5'X I.FX.1-3 0 . .................. ....................... ........... .........i 58 L 1X UX. 1 "10 NO 0.00 0.00 53 ........... ............................... -- ---- ..................;........ .......................................................... 5 1 11 1-3-8 2 NO 0.00 0.130 L-1X 3".e.27'5, 1 121 13.7 NO 0.00 0.00 cS, c;-7 c 7% ---------------------............ .......... .............................. I 13i 0.5. NO 0.00 0.00 L 1.5'A'1.S 1 0 ........................................ ......... -------- ........----------------- ............ ................ 1 141 0.-2-, NO 0.00 0.00 ............................................................. .......... ................................................. .......................... NO 0.00 0.00 54 57 M'7 .... .......... ------- ....... ......................... c : '�6 L 4y,4'-?.37 5 ..........1 16, -63 NO 0.00 0.00 ....... ------ 77 51 � Pi 17 0.6 2 NO 0.00 0.00 5 bl- L3X21AX.13 ................... 13. NO 0.00 0.00 1 8"S Ij : t . 5" 5 1-3- .... ......................... ---- ----------- 1 191 13.54 NO 0.00 0.00 58 5 9 L 1`7 5 ................ ..................... --------------------- X I 20i U. NO 0.00 0.00 1 L-JXZ-,� .. ................... �121 . 0.34 NO 1 0.0....0 0.00 60 61 L ..... ........................ 11221 0.19 NO 0.00 0.00 61 62 L If, 25 Page Fl:Z WEB STEEL SALES, INC. 1/9/93 FR AK D I AGR AM—DL+SL dIrUT: 6•"r D[AD LOAD,29 ror ONOW LOAD, 10-MAM[OrACIMO PAGE F IS FRAME MAC file• *M50.12(16)DL+SL;Last modified at 227:15 PM on Sat,Jan 9, 1993 Node rnimb?r:6. Location: X=5.00,Y= 13.84 ft. Mode is unrestrained. No loads currently applied on this node. 7 13 Connected elements: :, , Loads from connected elements: 5 1 1 Node at To the right Upwards Counterclockwise o+twr end lb lb lb-f+ 13 -2077 414 532 7 357 14600 -532 5 0 11 1746 -2716 0 Tbo �s014 FRAME DIAGRAM--DL+SL ft`1f UT: 5 PSF DEAD LOAD,25 PrF Sti Y LOAD, 16'FRAME SPACTIO PAGE F& FRAME MAC file: *M50.12C1610L+SL;Last modified at 2:27:15 PM on Sat,Jan 9, 1993 Node number: 13. Location: X= 7.50,Y= 14.45 ft. Mode is unrestrained. No loads currently applied on this node. 12 7 `'` ti 15 Connect"elements: 6 � Leads frcrn connected elements: 1 1 Mode at To the right Upwards Counterclockwise other and lb lb lb-ft 15 -23363 -7653 -2108 6 2077 -414 1770 Id. 1907 -7687 59 7 14260 -11264 273 11 5120 27018 0 r FR seer D t aGR AM—DL+SL tNr'UT: 5 Mir DEAD LOAD,25 r W WOW LOAD, W FRAME W AC INO PAGE F1— FRAME MAC file: *M50.12(16)DL+SL;Last modified at 227:15 PM on Sat.Jan 9, 1993 NMe number:32. Location: X=29.56,Y=22.54 ft. Node is unrestrained. Loads ewrenrly applied on this node(lb, lb-ft)(F=Force,M=Moment): Tljpe,Group: F81 Magn.(X): 0 Magn.(Y): 750 Magn.(Z): -- Connected elements: ?Q ;r 34 _cads from connected elements: 3031 33 Node at To the right Upwards Counterclockwise Oher and lb lb lb-ft 31 -29 -5074 -91 *2Q 15475 3567 93 34 -15477 3630 0 30 -254 -650 -2 33 284 -724 0 r I � FR AME D I AGR AM--DL+SL INPUT: 5 PSF DEAD LOAD,25 PSF SNOW LOAD, 16'FRAME SPACH116 PAGE Flla_ FRAME MAC file: *M50.12C16JDL+SL:Last modified at 227:15 PM on Sat,Jan 9, 1993 NMe ntimber:31 . Location: X=29.56,Y=20.03 ft. "lode is unrestrained. No loads currently applied on this node. 32 Connected elements: 30 33 Loads from connected elements: Node at To the right Upwards Counterclockwise o+hpr and lb lb lb-ft. 32 29 5074 19 30 -8382 -2541 -1Q -.t"'i,.,2 0 a FRAME DIMRAM—VIND Q+11't!T: 70 I-PH WIND,09-JOe RE 'C', 16'FRAM 6P AC dio PAGE WIZ FRAME MAC file: *M50.120 QVIND;Last modified at 2:31 :38 PM on Sat Jan 9 1993 Above each load are the magnitudes in lb,lb/ft,and lb-ft. , Next to each support are reactions in 1b and lb-ft. Positive reactions and deformations are to the right,upwards,and counter-clockwise. F• -10 5 1 =-4ab 34 77 SO =-4"b-4Jb "Ye } j' '� / t_J t%1 FA +u40 0 A-714". r11 -F`d=�1t70 10 �0 \ ] RfY=-5705; o jG, OJ F'r--3..}}F�'_P . X=85 F6 �Y�_85 �i3 44 --3 F 2 W/ o'er 58 50 RfX= 123 RfY=—429 ji a FRAME DIAGRAM—WIND 'M1"JT: 70 HrH 1e M,0iPO00lA 'C', 10'rRAPC OPACMO PAGE lsf 1 FRAME MAC file: fM50.12(16)WIND;Last modified at 2:31 :38 PM on Sat,Jan 9, 1993 Node number:6. Location: X=5.00,Y= 13.84 ft. "lode is unrestrained. No loads currently applied on this node. 7 13 Connected elements Loads from connected elements.- 5 l 1 Node at To the right Upwards Counterclockwise oth?r ?nd lb lb lb-ft 13 Ill -435 -197 7 17 - 33 197 5 275 0 11 403 630 0 r FRAME DIAGRAM—WW ffff"3T: 70 MPH`BIND,01-JOSURE 'C', 16'FRAME SPACING PAGE W Z FRAME MAC file: *M50.12(16)WIND;Last modified at 2:31 :38 PM on Sat,Jan 9, 1993 Nnde number: 13. Location: X=7.50,Y= 14.45 ft. Mode is unre_trained. No toads currently applied on this node. 12 7 15 Connected elements: r� b Loads from connected elements.- Node at To the right Upwards Counterclockwise ,,+har?nd lb lb lb-ft 15 12795 4149 1128 6 -111 435 -959 1� -975 3$17 Z. ^ 7 -8808 6,972 -1 71 11 -2901 -15374 0 Tbol}s i I FRAME DIAGRAM—MIND hW4jT: 70 M-rM WM,CV%OOCURC 'C', 10'rRAh1L Or ACM PAGE W 3 FRAME MAC file: *M50.12t 1QVIND;Last modified at 2:31 .38 PM on Sat,Jan 9, 1993 Nod?number:32. Location: X=29.56,Y=22 5-4 ft. "lode is unrestrained. No loads currently applied on this node. Connected elements. 29 f� 34 1 Loads from connected elenents Node at To the right Upwards Counterclockwise nthAr Jai lb lb lb-f+ 31 48 1700 90 29 -6702 -1363 -91 34 6791 -140 0 30 1 S 400 2 33 -294 746 0 r FRAME DIAGRAM—WIND 11'fPM: 70 MPH W IND,E{PSQ"E 'C', 16'FRAM SP AC I>`10 PAGE W-±— R AME MAC file: *M50.12(16)W WD;Last modified at 2:31 :38 PM on Sat,Jan 9, 1993 Node number:31. Location: X=29.56,Y=20.03 ft. I= . Node is unrestrained. No loads currently applied on this node. 32 Connected elements: 30 33 Loads from connected element_: Node at To the right Upwards Counterclockwise other?nd lb 1b lb-ft 32 -48 -1700 31 30 2711 874 -31 ?3 -2-663 826 0 1 ROOF X-BRACE ANALYSIS INPUT:?0 MPH V IND,EXPQSM 'C', 16'BAYS PACE W FRAME MAC file: 50.1206)ROOF;Last modified at 2:3829 PM on Sat,Jan 9, 1993 Displayed on each element is:Max.tension in units of lb. Above each load are the magnitudes in lb,lb/ft, and lb-ft. Next to a sch support are reactions in lb and lb-ft. Positive reactions and deformations are tX V, ht,upwards,and counter-clockwise. RfX=-323 9 791 -41- 0 3969 `X=1933 i ` �3 0- 0 1404, 2549 FX= ^?0 r • 0 14 4 2549 FX= 933 i 0 3969 0 FX- .1 Rt`<= -3834 Rt'e=0 791 2 t • SwE`afALL X-8RACE ANALYSIS I MUT: TAD HM ltrNO C-110O ARC 'C', i V DAYS PAGE V�¢_ FRAME MAC file: 50.120 h!SIDE`S ALL..Last modified at 2:40:30 PM on Sat,Jan 9, 1993 Dr-p!a►;ed on ea.;h element.is:Max. tension in units of lb. Ablv:e e?i h load are the magnitudes in lb, lb/ft,and lb-ft. to 2.aO _upoor-t are reactions in lb and lb-ft. PS;it,ve reactions and deformations are to the right,upwards,and counter-clockwise. FX=323J 4 i 01 47 3� u l Rf =2376 r ♦ .� ENDWALL X-BRACE ANALYSIS WPtlT: 70 MPH VND,EVIO� V 16'BAYS PAGE V-1- FRAME MAC file: 50.1206)ENDVALL;Last modified at 2:41 24 PM on Sat,Jan 9, 1993 Displayed on each element is:Max.tension in units of lb- Above each load are the magnitudes in lb,lb/ft,and lb-ft. Next to each support are reactions in lb and lb-ft. Positive reactions and deformations are to the right,upwards,and counter-clockwise. FdX=-27 FdX-21 FdY=-109 FdY=-85 6 .•.::'.' Fd r--1 09 Fd r- 85 ��:•: �°' _ �: ==•:•.;.'ham 10 1491 1160 RtX=0 Rffl=0 Rfk= -817 f PfX=-- RtY= 1 RSY=-1491 3 Rflf=-1226 5 P.tY=-1917 ;r RtY='bl9 r