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Specifications (3) 11 6q ea/007-0/q/ 0573 x (36 STRUCTURAL CALCULATIONS , Evergreen Shed Addition Building RECEIVED Tigard, OR Project Number: 2907 -001 ApR — 3 2007 B W N �'`! - - I l ".. �� - - -- _- I �♦ i re .404 1 I � a . l ` tom tl id 11 1 11111 ' � a' �'• II ill \i01 iiiill ill' 10Il, Will 1u rill .1 City of Tigard Approved Plans ByM. J Date - WEB STEEL B u I L O I N O B I O F F C C V WEB STEEL BUILDINGS 37396 Ruben Lane, Box 9 Sandy, Oregon 97055 (503) 668 -3267 pR ) , �h ,c �Q I Ss iO C A- 9". as op- " 4 H NEON 3 i • : - ' 110 Evergreen Shed Addition Project Number: 2907 -001 Building Information Site Information Building Class: II Project Location: Tigard, OR Building Type Closed V (mph): 110 Building Width (ft): 15 Exposure: B Building Length (ft): 35 Ground Snow (psf): 25 Low Eave Ht (ft): 12 Soil Pressure (psf): 1500 Slope 4.4 S 1.5 Max Bay Spacing: 17.5 S 0.6 64.5 Table of Contents 1: Project Information, Contents, General Notes 2: Snow Design Loads 3: Wind Design Loads 4: Dead and Seismic Design Loads 5: Girt Design 6: Purlin Design 7: Moment Connection 8: Base Plate Design 9: Anchort Bolt Design F1 -F9 Moment Frame A Design F10 -F16: Moment Frame B Design F17 -F32: Rigid Frame Design General Notes - Load Combinations per IBC 1605.3 for Steel Design - Special Inspections: - Per IBC 1704 - A325 frame bolts at peak and eaves of clearspan frames - Structural welding - Seismic Design per ASCE Equivalent Lateral Force Procedure - See sheet N1 of plan set for additional notes Web Steel Buildings 2/9/2007 Page 1 Snow Design Job Number: 2907 -001 Balanced Snow Load p (psf): 25 Ground snow load (Pcf): 17.25 = 0.13p + 14 (Eq. 7 -4), Snow Density C 1 Table 7 -2, Snow Exposure Factor C 1.2 Table 7 -3, Thermal Factor Class: II Building Classification I 1 Table 7 -4, Importance Factor pf (psf): 21.0 pf = 0.7C (Eq. 7 -1), Flat Roof Snow Load 64.5 ps (psf): 20.4 ASCE slope adjustments not taken, however, tributary roof load has been adjusted for slope Drift Snow Load /Sliding (If Applicable) L„ (ft): 150 Length of upper roof h 5.4 h (ft): 7.5 Difference in roof heights 4h (ft): 16.23 Controls if h < h h (ft): 1.18 h = p 4h /h. (ft): 10.42 Controls if h > h h (ft): 6.32 h = h - h 8h, (ft): 50.6 Maximum length of drift h (ft): 4.06 h = 0.43(L„ ) 33(139+10)025- 1.5 Wdnff (ft): 16.2 hd.ft (ft): 4.1 Pdde (PO): 70.0 Tapered over 16.23 ft h ha � -. F '},. ffik': .y t I .1..:- _ 6�f enm0 rrOW tom h t 111.111/1/1111/11....... I W I Web Steel Buildings 2/9/2007 Page 2 Wind Design Job Number: 2907 -001 Building Geometry qz Building Width (ft): 15 V (mph): 110 Building Length (ft): 35 Exposure B Ridge Height (ft): 25 K 0.70 Mean Roof Height (ft): 15 K 0.85 Max Bay Spacing (ft): 17.5 K 1.00 Roof Slope (x/12): 4.4 I„,: 1.00 64.5 a (ft): 3 q (psf): 18.45 G: 0.85 GC 0.18 Perpendicular to Ridge Parallel to Ridge e= 20.1 e= 0 L (ft): 15 L (ft): 35 B (ft): 35 B (ft): 15 UB: 0.4 UB: 2.3 h /L: 0.983333 h /L: 0.42 C +Gcpi -Gcpi C, +Gcpi -Gcpi Windward Wall: 0.80 9.2 15.9 Windward Wall: 0.8 9.2 15.9 Windward Roof 1: -0.70 -14.3 -7.7 Windward Roof 1: -0.9 -17.4 -10.8 Windward Roof 2: -0.18 -6.1 0.5 Windward Roof 2: -0.18 -6.1 0.5 Leeward Wall: -0.50 -11.2 -4.5 Leeward Wall: -0.3 -8.0 -1.4 Leeward Roof: -0.6 -12.7 -6.1 Sidewall: -0.7 -14.3 -7.7 Sidewall: -0.7 -14.3 -7.7 17.4 +Gcpi 14.3/6.14 250.25/107.45 9.2 8.0 • 9.2� 11. (161.4) (195 Lateral Force Required Per Endwall: (9.22 psf+ 8.02 psf)(15 ft)/2(17.5 ft) /2 = -Gcpi 7.66/ -0.5 1132 lb 134.75/ - 8.75 15.9 4.5 (277.62) (79.0 ) 12.7 12.7 4.5 15.9 11.2 9.2 (79.09) (277.62) (195.3) (161.4) Web Steel Buildings 2/9/2007 Page 3 Seismic Design Job Number: 2907 -001 Design Procedure: Equivalent Lateral Force per ASCE 7 -02 Seismic Use Group: 1 Seismic Design Category: D Importance Factor, I 1 Notes: Spectral Response at Short Periods Spectral Response at 1 Second Period Ss: 1.5 IBC Figure 1615(2) S 0.6 64.5 F 1 Table 9.4.1.2.4a F.: 1.5 Table 9.4.1.2.4b Sos: 1.00 2 /3F Eq 9.4 1.2.4 -1 and 9.4.1.2.5 -1 SD1: 0.60 2/3F.S Eq 9.4.1.2.4 -2 and 9.4.1.2.5 -2 Building Properties h„ (ft): 14.8 Maximum Building Height C 0.02 Table 9.5.5.3.2 x: 0.8 Table 9.5.5.3.2 T. (s): 0.2 T.= C (ASCE Eq. 9.5.5.3.2 -1 Approximate fundamental period) R: 3.5 IBC 1617.6.2.3.1 requires lowest R factor A (ft 525.0 Area of roof diaphragm rmex, 0.5 rmax 2: 0.5 p: 1.0 IBC 1617.2.1 PI: Y For plan irregularity increase connection loading by 25% per 9.5.2.6.4.2 Dead Loads Dead Loads (psf): Endwall Weights: Roof: 26 Gage Siding: 1 Weight (Ib): 900 Dead Load (psf): 6 Purlin /Girt: 1.6 Number of Walls: 3 Roof Area (ft 559 Insulation: 0.4 Total Frames (Ib): 2700 Total Roof (Ib): 3355 Miscellaneous: 3 Total: 6.0 Sidewall Endwall Dead Load (psf) 6 Dead Load (psf): 6 Area (ft 516 Area (ft 221 Total Load (Ib): 3098 Total Load (Ib): 1328 W (Ib): 10480 Seismic Response Coefficient Seismic Base Shear C 0.286 Sosi /R, Eq. 9.5.5.2.1 -1 V (Ib): 2994 C Eq. 9.5.5.2 -1 Cemax: 1.139 SD11/TR, Eq. 9.5.5.2.1 -2 E (Ib): 2994 pE, Eq. 9.5.2.7 -1 C. min: 0.0440 0.044S Eq. 9.5.5.2.1 -3 0.7E: 2096 Factored load per IBC 1605.3.1 C 0.286 Design Coefficient Frame Line Loads lb : 21 Web Steel Buildings 2/9 /2007 Page 4 Purlin Design Job Number: 2907 -001 25 Zone 2 Y Overhang? N Span (ft): 17.5 Trib Width (ft): 33 Continuous? Y 10x33Z14 d 10 Clip: CUSTOM M„dM 0.98 U U219 A (in): 0.96 DL + SL P (psf): 91 w (plf): 250.3 M req (ft -Ib): 9580 M all (ft-lb): 9745 A (in): 0.960 U U219 R (Ib): 2189.6875 Wind Design EWA ( ): 102.1 a 1.5 ositive Wind Zone G 0.3 Pz (Psf): 8.9 w (plf): 24.3 R (ft-lb): 932 Man (ft-Ib): 9745 0 (in): 0.093 U U2248 R (Ib): 213 Jegative Wind Zone G - 1.10 pz1 (psf): 23 61 w (plf): 64.93 G -1.20 p (psf): 25.5 wz2 (plf): 70.0 G -2.00 pz3 (Psf): 40.2 wz3 (PIf): 110.6 M, 4233 R: 0.70 M (ft -Ib): 6822 A (in): 0.269 U U782 R (Ib): 968 WEB STEEL BUILDINGS 2/9/2007 Page 5 Girt Header and Trimmer Design Job Number: 2907 -001 17.5' 15' Corner Bay? Y Y Width (ft): 17.5 17.5 Spacing (in): 50.0 79.02 Continuous Y Y Opening Width (ft) 3 6.5 Height (ft) 8 7.5 DFLE (ft): 5.5 1 DFRE (ft) 9 10 Def 120 120 Girt Design 8Z28x16 8Z28x16 d 8 8 Clip: CUSTOM CUSTOM MfegIMall 0.48 0.53 U L/400 L/254 A (in): 0.52 0.83 EWA (ft`): 102.1 102.1 a 1.5 1.5 Pz4 (Psi): 20.3 20.3 w (pit): 8.4.8 133.9 1 (Psf): 22.6 22.6 wzs (pIt): 94.1 148.6 R (lb): 823.6 1300.5 M fea (ft-lb) 3255 5140 R 0.70 0.70 M all (ft-lb) 6828 9754 WEB STEEL BUILDINGS 2/9/2007 Page 6 EXTENDED END PLATE MOMENT CONNECTION PER AISC DESIGN GUIDES 4 AND 13 Project Information Job Number: 2907 -001 Description: Moment Connection at High End Job Name: Evergreen Shed Addition Page: 1 of 2 Beam Properties Column Properties Reactions Type: W12x19 Type: W10x22 M (lb-ft) V (lb) d (in): 12 25 Z (in 17.4 d (in): 10 125 Z. (in 26 DL: 1621 903 t (in): 0.25 h/t 54.3 t„, (in): 0.24 h /t 36.9 SL: 16907 10055 b (in): 4 F (ksi): 50 IN (in): 5 75 F (ksi): 50 WL: 23300 3298 t (in): 0.35 F„ (ksi): 65 t (in): 0.36 F„ (ksi): 65 k (in): 0.65 R 1.1 k (in): 0.66 R 1.1 Req: 38739 17172 g (in): 2.25 M (lb -ft): 87725 g (in): 2.75 M (lb -ft): 131083 Plate Properties Bolt Properties Controls b (in): 6 d (in): 0.750 4F„ (k)• 15.9 Interaction: 0.70 t (ksi): 0.5 An (in): 0.44 (1)Pr (k): 29.8 F (ksi): 50 n 4 4iM„ (Ib -ft): 118288 F (ksi): 65 n,: 2 WV (k): 63.6 g (in): 2.25 E (ksi): 29000 n 2 M Interaction: 0.33 A (in 2.125 Connection Configuration b. d (in): 1.75 _ Pn (in): 2 le .zr g, - ' pro pro (in). 2 t� d (in): 3 75 ......‘s it- - s h, (in): 9 73 N h (in): 14.1 t. 9 (in): ho h i II / v F -tp 1 .I • .. Moment Capacity Based upon Plate Thickness s (in): 2.00 s = 0.5(b > p Interaction 0 70 Y (in): 65.3 Y, = (bd /pb + 1 /s) + ho( /1 - 1/21+ ( + s)) W (k -in): 661 W = t 4M (lb -ft): 55112 Calculate the Factored Beam Flange Force Fro (k): 39 F1 = Mud(db - tro) Check Shear Yielding of Extended Portion of End Plate aR„ (k): 81 (1)R = 0.9(0.6F Interaction: 0.24 Check Shear Rupture of Extended Portion of End Plate ipR„ (k): 62 $R„ = 0.75(0.6F, Interaction: 0.31 Check Compression Bolt Bearing /Tearout OR 44 4iR „= 2.4d Interaction: 0.39 OR. (k): 154 tR„= 1.2(de 0.5(d +1 /16))t.F Design Weld t,,,,(in): 0.25 Weld thickness OR„,, 42 4R n,req = 0.6F Interaction: 0.63 IN (in): 6 OR„ = 66.81 @R„,, (2b Web Steel Buildings 2/9/2007 Page 7 A EXTENDED END PLATE MOMENT CONNECTION PER AISC DESIGN GUIDES 4 AND 13 Project Information Job Number. 2907 -001 Description: Moment Connection at High End Job Name: Evergreen Shed Addition Page: 2 of 2 Check the Column Flange for Flexural Yielding s = 1.99 s = 0.5(b Interaction: 0.64 c = 4.35 c = Pro +trb + Pr Unstiffened Ye (in): 132.95333 Y = 0.5b /s) + h /s)] + 0.5g[h,(s +3c/4) + h + c /4) + c + g/2 4tMnp (ft - Ib): 58212 eMnp = t. Stiffened Pso, Pc, (in): 2.0 N = = (c - t /2 Ye (in): 137.7 Y = 0.5b /s + 1 /pri) + h0(1 /s +1 /Pro)) + ( +Pat) + ho(s + Pte)) 4iMnp (ft 60272 4iMnp = t F Calculate Strength of Unstiffened Column Flange to Determine Stiffener Design Force t M (k -in): 775 4 b F yC Y c t rc Interaction: 0.49 4R 79.3 4R tpM /(d -t No Stiffeners Required Calculate Local Web Yielding Strength e 0 5 0.5 if top beam flange is less than column depth from the top of column, 1.0 otherwise Interaction: 1.19 N: 0.527 N = t + 0.707t Stiffeners Required k (in): 0.66 ORn (k): 32.92 $Rn = $Ct( + N + 2 tv)Fyetwe Calculate Web Buckling Strength h (in): 8.86 h = (h /t Interaction: 0.96 4Rn(k): 40.6 OR =24t ° ' 5 /h No Stiffeners Required Calculate Web Crippling Strength iRn (k): 55.3 OR„ = 00.80L [1 + 3(N/d /t (Ef Interaction: 0.71 No Stiffeners Re•uired Determine Stiffener Design Force F (k): 6.1 t e , min (in): 0.22 Wm In. flange: 0.25 Ast,min (in 0.14 Ast,mm = F ta 0.03 Wmin, web: 0.03 be,r ie (in): 1.8 bs,min = bf /3 - t,,/2 t (in): 0.375 L feQ (in): 1.10 b (in): 3 L min (in): 4 Min weld for webs and flanges t (in): 0.25 • Web Steel Buildings 2/9 /2007 Page 76 BASE PLATE DESIGN PER AISC STEEL DESIGN GUIDE 1 Project Information Job Number: 2907 -001 Job Name: Evergreen Shed Addition Unfactored Design Loads Interaction Equations DL (Ibs): 984 ASD LRFD SL (Ibs): 10267 DL +SL 11251 17608 WL (Ibs): 4154 DL +WL - 3563.6 - 5760.8 EL (Ibs): 770 Down: 0.27 0.28 U • lift: 0.35 0.38 Bolt Properties Column Properties d (in): 0.75 Bolt Diameter d (in): 12.25 Column depth Nb: 4 Number of bolts b (in) 6 Flange width s (in): 3.5 Worst case bolt spacing t„, (in): 0.1875 Column web thickness L (in): 1.25 Worst case edge distance m = 0.18125 0.50(N - 0.95d) Lb, (in): 1.75 Dist. From Bolt Centerline to Web n = 0.6 0.50(B - 0.8b b 3.3 Effective width n' (in): 2.143304 0.25(db L in : 2.143304 Maximum of m, n, n' Plate Properties Material Properties B (in): 6 Plate width F (psi) 36000 Plate Yield Strength N (in): 12 Plate depth f (psi) 2500 Concrete compressive strength t (in): 0.5 Plate thickness A� (in 72 Plate area, BN Allowable Downward Load ASD LRFD Palate: 42234 63478 PpIate = (t /2); S2 =1.67, = 0.9, Capacity based upon plate thickness Pb, 61200 91800 Pbm = 0.85A n =2.5, = 0.6, Capacity based upon concrete P alm ,„ (Ib): 42234 63478 Uplift ASD LRFD P ptate (Ib): 2550 3833 Pptate = tp 52 =1.67, $ = 0.9, per bolt Tbon(lb): 9940 14900 Single Bolt tensile capacity P a , tow (Ib): 10201 15332 Uplift Capacity of assembly Weld Design - Use 3/16" minimum weld - 3/16" Weld is acceptable for up to 1/2" material (Table J2.4) LRFD ASD - Use 70 ksi electrode R„ (k/in): 6.26 4.18 - 0.9F when loaded perpendicular to weld (Table J2.5) R„ = (0.9F Web Tension Stress Minimum endwall column used is a W6x9 LRFD ASD - T dimension = 4.5" wweb (lb /in): 6075 3375 - t = 3/16" F per D2 -1 Notes - Plate yielding controls uplift design. This meets seismic requirement of ACI 318 D3.3.4 - Conservatively assume A2 = Al - Conservatively assume A. = 1.0 - Downward loads per page 14-4 through 14-6 of AISC Specification - Uplift condition per Page 35 of Design Guide 1 - Assume ACI 318 D4.4 Condition B - Bolt shear controls over .late shear WEB STEEL BUILDING 2/9/2007 Page 8 ANCHOR BOLT DESIGN Job Number: 2907 -001 oil Design Concrete Properties BOLT TYPE: HOOKED d (in): 0.75 Anchor bolt Diameter f (psi) 2500 Concrete compressive strength Nb 4 Number of Bolts h (in): 18 Depth of concrete at bolt location h (in): 18 Bolt embedment HAIRPIN N e' (in) 0.00 Bolt eccentricity in tension e' (in) 0.00 Bolt eccentricity in shear Geometry 1.5h (in): 27 ce2 (in): 10 Edge distance width direction ¢P (Ib): 14413 Factored tensile capacity of single bolt s (in): 3.5 Spacing width direction (M (lb): 57653 Bolt group tensile capacity L2 (in): 40.5 Width of failure cone ON/ (Ib): 9609 Factored shear capacity of single bolt 4 V (Ib): 38435 Bolt group shear capacity c (in): 12 Edge distance depth direction Unfactored Design Loads s, (in): 4 0 Spacing depth direction WL (Ib): 4040 Lateral wind load L, (in). 43 Length of failure cone WL„ p ,, h (Ib): 4154 Wind uplift c (in): 4 Minimum edge distance of c and c02 DL.. 984 DL eheer (lb): 95 Lateral shear due to dead load SLeheor (Ib): 994 Lateral shear due to snow Capacity Summary Interaction Equations Steel Strength of Bolt Group in Tension (Ib) : 57653 USE #5 HAIRPINS AT FRAMES Concrete Breakout Strength of Anchor in Tension (Ib): 123122 Pullout Strength of Anchor in Tension (Ib): 10631 V„ (Ib): 1590 DL +SL Tensile Capacity of Connection (Ib): 10631 N„ (Ib): 5761 WL -DL Steel Strength of Bolt Group in Shear (Ib): 38435 V (Ib): 6464 WL -DL Concrete Breakout Strength of Anchor in Shear 30973 Concrete Pryout Strength of Anchor in Shear 147747 DL +SNOW UNITY: 0.05 Shear Ca •aci of Connection lb : 30973 WIND -DL UNITY: 0.75 Concrete Breakout Strength of Anchor in Tension A (in 1741.5 ACI figure RD5.2.1(a) A Noo (in 2916.0 Eq. D-6: A NOO = 9h 1.00 Eq 0 -9, M' 1 /(1 +2e < 1; Eccentricity modification ` t ' ed,N• 0.74 'I'ed,N: 1.0 for Ca.min > 1.5h 0.7 +0.3C for C < 1.5h Modification for edge effects `1 c , N : 1.00 D5.2.6: 1.0 for cracked, 1.25 for non - cracked cast in place and 1.4 for post installed P 1.00 Modification for post installed anchors k (Ib): 24.00 24 for cast in place anchors and 17 for post installed anchors Nb (Ib): 98903 Eq. D-7. Nb = k She,' 5; Breakout strengtl N (Ib): 43972 Eq. D-4: N = (ANOANCO)Ped,NTe.N. 'cp,NNb mN (Ib): 123122 Eq. D-5: oNCbg = T(AN y' c,N, y ' cp,N Nb , where 0 = 0.7 Pullout Strength of Anchor in Tension Abm (in 0.699 Anchor head Bearing Area 4 (1)Non Npn bon (Ib): 39146 Eq. D-14, D15: 1 N = 4`Y where i = 0.7 hook (Ib): 15188 Eq. D -14, D16: 4iN = 4i9' where i = 0.7 P 1.00 D.5.3.6: 1.0 for cracked, 1.4 for untracked; Pull out modification ON.. (Ib): 10631 Concrete Breakout Strength of Anchor in Shear l (in): 6 l = h < 8d Vb (Ib): 13716 Eq. D -24: Vb = 7(Ie/d0)° 2do 5fc° 5 c e 1 1 5 , l = h < 8d A (in 603.0 (3c +s)h , c = min(c s = min(s,, 5 Avco (in 648.0 Eq. D -23: Av. = 4.5(c 4' 0.87 Eq. D -27: 1.0 if c > 1 5c otherwise 0.7+3c02/(1.5;0) 4' 1.00 Eqn. 0 -26: 1/(1 +2e,/(3c < 1, Eccentricity adjustment 1.00 D6.2.7 - Accounts for supplemental reinforcing between concrete and the edge. $V (Ib): 8934 Eq. D-21: 4iVcb = 4)(AvdAvco)y'ed,v`f'c,vVb, where p = 0.7 OV (Ib): 30973 Eq. D-22: W = « A, where 4i = 0.7 Concrete Pryout Strength of Anchor in Shear mV (Ib): 123122 Eq. D-4: NC, = 14 4" - cp,N k (Ib): 2 D6.3.1 mk 0P V Cbg (Ib): 147747 Web Steel Buildings 2/9/2007 Page 9 i RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -16 Moment Frame.AVW Units system : English Date : 2/9/2007 11:35:08 AM Geometry data - Moment Frame A GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia /Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Floor [ft] [ft] [ft] 1 0.00 0.00 0.00 0 2 0.00 15.50 0.00 0 3 14.50 15.50 0.00 0 4 14.50 0.00 0.00 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 2 0 0 1 0 0 0 3 0 0 1 0 0 0 4 1 1 1 0 0 0 Fl Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 1 1 2 Leg1 W 8X18 A572 Gr50 0.00 0.00 0.00 12 3 4 Leg2 W 8X18 A572 Gr50 0.00 0.00 0.00 23 2 3 Beam W 8X18 A572 Gr50 0.00 0.00 0.00 Hinges Node -J Node -K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 1 0 1 1 0 0 0 0 0 0 0 0 12 0 0 0 0 0 1 1 0 0 0 0 Design data Member LBpos LBneg K33 K22 L33 L22 CM33 CM22 Cb33 Cb22 [ft] [ft] [ft] [ft] 1 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 F2 E RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -16 Moment Frame.AVW Units system : English Date : 2/9/2007 11:36:47 AM Load data - Moment Frame A GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition Description Comb. Category DL Dead Load 0 DL WL1 Positive Wind Load 1 0 WIND EQ1 Seismic 0 EQ C1 0.6DL +0.7EQ1 1 C3 0.6DL +WL1 1 C8 DL 1 Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Lb *ft] [Lb'ft] [Lb *ft] WL1 2 1132.00 0.00 0.00 0.00 0.00 0.00 EQ1 2 1500.00 0.00 0.00 0.00 0.00 0.00 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load - - 0 0.00 0.00 0.00 WL1 Positive Wind Load 1 0 0.00 0.00 0.00 EQ1 Seismic 0 0.00 0.00 0.00 C1 0.6DL +0.7EQ1 1 0.00 0.00 0.00 C3 0.6DL +WL1 1 0.00 0.00 0.00 C8 DL 1 0.00 0.00 0.00 Seismic (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [ %] DL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 EQ1 0.00 0.00 0.00 C1 0.00 0.00 0.00 C3 0.00 0.00 0.00 C8 0.00 0.00 0.00 F3 Fa RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -16 Moment Frame.AVW Units system : English Date : 2/9/2007 11:46:19 AM Analysis Results - Moment Frame A Reactions My x i FY Mx z Fx F , 4 Mzp Direction of positive forces and moments Forces fLbl Moments ILb'ftl Node FX FY FZ MX MY MZ Condition DL =Dead Load SUM 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition WL1= Positive Wind Load 1 1 - 572.73941 - 1210.00850 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00001 4 - 559.26059 1210.00850 0.00000 0.00000 0.00000 0.00000 SUM - 1132.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition EQ1= Seismic 1 - 761.78502 - 1603.34270 0.00000 0.00000 0.00000 0.00000 2 0.00001 0.00000 0.00000 0.00000 0.00000 0.00002 3 - 0.00001 0.00000 0.00000 0.00000 0.00000 - 0.00002 4 - 738.21498 1603.34270 0.00000 0.00000 0.00000 0.00000 SUM - 1500.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C1= 0.6DL +0.7EQ1 1 - 530.80594 - 1122.36170 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 519.19406 1122.36170 0.00000 0.00000 0.00000 0.00000 SUM - 1050.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C3= 0.6DL +WL1 1 - 572.73941 - 1210.00850 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00001 4 - 559.26059 1210.00850 0.00000 0.00000 0.00000 0.00000 SUM - 1132.00000 0.00000 0.00000 YY 0.00000 0.00000 0.00000 Condition C8 =DL SUM 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 F4 Maximum forces at members Condition : DL =Dead Load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb`ft] MEMBER 1 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 23 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 Condition : WL1= Positive Wind Load 1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] MEMBER 1 Max 1210.01 - 572.74 0.00 0.00 0.00 8779.69 Min 1210.01 - 572.74 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1210.01 - 559.26 0.00 0.00 0.00 0.00 Min - 1210.01 - 559.26 0.00 0.00 0.00 - 8766.26 MEMBER 23 Max - 559.26 1210.01 0.00 0.00 0.00 8779.69 Min - 559.26 1210.01 0.00 0.00 0.00 - 8766.26 Condition : EQ1= Seismic Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] MEMBER 1 Max 1603.34 - 761.79 0.00 0.00 0.00 11635.99 Min 1603.34 - 761.79 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1603.34 - 738.21 0.00 0.00 0.00 0.00 Min - 1603.34 - 738.21 0.00 0.00 0.00 - 11613.92 MEMBER 23 Max - 738.21 1603.34 0.00 0.00 0.00 11635.99 Min - 738.21 1603.34 0.00 0.00 0.00 - 11613.92 Condition : C1= 0.6DL +0.7EQ1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] MEMBER 1 Max 1122.36 - 530.81 0.00 0.00 0.00 8143.37 Min 1122.36 - 530.81 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1122.36 - 519.19 0.00 0.00 0.00 0.00 Min - 1122.36 - 519.19 0.00 0.00 0.00 - 8131.58 MEMBER 23 Max - 519.19 1122.36 0.00 0.00 0.00 8143.37 Min - 519.19 1122.36 0.00 0.00 0.00 - 8131.58 Condition : C3= 0.6DL +WL1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] MEMBER 1 Max 1210.01 - 572.74 0.00 0.00 0.00 8779.69 Min 1210.01 - 572.74 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1210.01 - 559.26 0.00 0.00 0.00 0.00 Min - 1210.01 - 559.26 0.00 0.00 0.00 - 8766.26 F5 MEMBER 23 Max - 559.26 1210.01 0.00 0.00 0.00 8779.69 Min - 559.26 1210.01 0.00 0.00 0.00 - 8766.26 Condition : C8 =DL Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb*ft] - ---- ------ - - - - -- ----- - - - - -- ----- MEMBER 1 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 23 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 F6 RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -16 Moment Frame.AVW Units system : English Date : 2/9/2007 11:40:23 AM Steel Code Check — Moment Frame A Design by group for controlling load condition Design code A S D CODE CHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if rel.f =NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. B.Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements MAX. INTERACTION RATIO IN DESCRIPTION : Beam OCCURS AT MEMBER : 23 SECTION : W 8X18 OCCURS FOR CONDITION : C3= 0.6DL +WL1 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb*ft] M22 [Lb*ft] 0.25 H1 -3 0.00 - 559.26 8779.69 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.03 F4 0.00 1210.01 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTION : Leg1 OCCURS AT MEMBER : 1 SECTION : W 8X18 OCCURS FOR CONDITION : C3= 0.6DL +WL1 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb`ft] M22 [Lb*ft] 0.30 H2 -1 15.50 1210.01 8779.69 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.02 F4 0.00 - 572.74 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTION : Leg2 OCCURS AT MEMBER : 12 SECTION : W 8X18 OCCURS FOR CONDITION : C3= 0.6DL +WL1 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb*ft] M22 [Lb`ft] 0.32 H1-3 0.00 - 1210.01 - 8766.26 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.01 F4 0.00 - 559.26 0.00 0.00 F7 RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -10' Moment Frame.AVW Units system : English Date : 2/9/2007 11:41:56 AM Geometry data — Moment Frame B GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia /Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Floor [ft] [ft] [ft] 1 0.00 0.00 0.00 0 2 0.00 10.00 0.00 0 3 14.50 10.00 0.00 0 4 14.50 0.00 0.00 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 2 0 0 1 0 0 0 3 0 0 1 0 0 0 4 1 1 1 0 0 0 Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] F8 1 1 2 Leg1 W 8X10 A572 Gr50 0.00 0.00 0.00 12 3 4 Leg2 W 8X10 A572 Gr50 0.00 0.00 0.00 23 2 3 Beam W 8X18 A572 Gr50 0.00 0.00 0.00 Hinges Node -J Node -K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 1 0 1 1 0 0 0 0 0 0 0 0 12 0 0 0 0 0 1 1 0 0 0 0 Design data Member LBpos LBneg K33 K22 L33 L22 CM33 CM22 Cb33 Cb22 [ft] [ft] [ft] [ft] 1 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 F9 RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -10' Moment Frame.AVW Units system : English Date : 2/9/2007 11:43:04 AM Load data - Moment Frame B GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition Description Comb. Category DL Dead Load 0 DL WL1 Positive Wind Load 1 0 WIND EQ1 Seismic 0 EQ C1 0.6DL +0.7EQ1 1 C3 0.6DL +WL1 1 C8 DL 1 Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Lb*ft] [Lb *ft] [Lb'ft] WL1 2 1132.00 0.00 0.00 0.00 0.00 0.00 EQ1 2 2245.50 0.00 0.00 0.00 0.00 0.00 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load 0 0.00 0.00 0.00 WL1 Positive Wind Load 1 0 0.00 0.00 0.00 EQ1 Seismic 0 0.00 0.00 0.00 C1 0.6DL +0.7EQ1 1 0.00 0.00 0.00 C3 0.6DL +WL1 1 0.00 0.00 0.00 C8 DL 1 0.00 0.00 0.00 Seismic (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [ %] DL 0.00 0.00 0.00 WL1 0.00 0.00 0.00 EQ1 0.00 0.00 0.00 C1 0.00 0.00 0.00 C3 0.00 0.00 0.00 C8 0.00 0.00 0.00 F10 El RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -10' Moment Frame.AVW Units system : English Date : 2/9/2007 11:49:29 AM Analysis Results - Moment Frame B Reactions My Y J x T FY Mx z Fx Fz� i L MzJ Direction of positive forces and moments Forces fLbl Moments ELb•ftl Node FX FY FZ MX MY MZ Condition DL =Dead Load SUM 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition WL1= Positive Wind Load 1 1 - 569.60379 - 780.65107 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 562.39621 780.65107 0.00000 0.00000 0.00000 0.00000 SUM - 1132.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition EQ1= Seismic 1 - 1136.46370 - 1548.47000 0.00000 0.00000 0.00000 0.00000 2 0.00002 0.00000 0.00000 0.00000 0.00000 0.00002 3 - 0.00002 0.00000 0.00000 0.00000 0.00000 - 0.00001 4 - 1109.03630 1548.47000 0.00000 0.00000 0.00000 0.00000 SUM - 2245.50000 0.00000 0.00000 0.00000 0.00000 0.00001 Condition C1= 0.6DL+0.7EQ1 1 - 792.74443 - 1083.96030 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 779.10557 1083.96030 0.00000 0.00000 0.00000 0.00000 --- - --- - -- - - -- --- - - - - -- SUM - 1571.85000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C3= 0.6DL +WL1 1 - 569.60379 - 780.65107 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 562.39621 780.65107 0.00000 0.00000 0.00000 0.00000 SUM - 1132.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C8 =DL SUM 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 F11 Maximum forces at members Condition : DL =Dead Load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb`ft] [Lb`ft] MEMBER 1 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 23 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 Condition : WL1= Positive Wind Load 1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb`ft] [Lb*ft] MEMBER 1 Max 780.65 - 569.60 0.00 0.00 0.00 5664.31 Min 780.65 - 569.60 0.00 0.00 0.00 0.00 MEMBER 12 Max - 780.65 - 562.40 0.00 0.00 0.00 0.00 Min - 780.65 - 562.40 0.00 0.00 0.00 - 5655.65 MEMBER 23 Max - 562.40 780.65 0.00 0.00 0.00 5664.31 Min - 562.40 780.65 0.00 0.00 0.00 - 5655.65 Condition : EQ1= Seismic Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 Max 1548.47 - 1136.46 0.00 0.00 0.00 11239.80 Min 1548.47 - 1136.46 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1548.47 - 1109.04 0.00 0.00 0.00 0.00 Min - 1548.47 - 1109.04 0.00 0.00 0.00 - 11215.05 MEMBER 23 Max - 1109.04 1548.47 0.00 0.00 0.00 11239.80 Min - 1109.04 1548.47 0.00 0.00 0.00 - 11215.05 Condition : C1= 0.6DL +0.7EQ1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 ____ - - - -- - - - - -� - Max 1083.96 - 792.74 0.00 0.00 0.00 7866.27 Min 1083.96 - 792.74 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1083.96 - 779.11 0.00 0.00 0.00 0.00 Min - 1083.96 - 779.11 0.00 0.00 0.00 - 7852.15 MEMBER 23 Max - 779.11 1083.96 0.00 0.00 0.00 7866.27 Min - 779.11 1083.96 0.00 0.00 0.00 - 7852.15 Condition : C3= 0.6DL +WL1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 Max 780.65 - 569.60 0.00 0.00 0.00 5664.31 Min 780.65 - 569.60 0.00 0.00 0.00 0.00 MEMBER 12 Max - 780.65 - 562.40 0.00 0.00 0.00 0.00 Min - 780.65 - 562.40 0.00 0.00 0.00 - 5655.65 MEMBER 23 Max - 562.40 780.65 0.00 0.00 0.00 5664.31 Min - 562.40 780.65 0.00 0.00 0.00 - 5655.65 F12 Condition : C8 =DL Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb *ft] MEMBER 1 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 MEMBER 23 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 0.00 • • _ 1 • • F13 • 1 I RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 -10' Moment Frame.AVW Units system : English Date : 2/9/2007 11:45:04 AM Steel Code Check - Moment Frame B Design by group for controlling load condition Design code A S D CODE CHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if rel.f =NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. B.Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements MAX. INTERACTION RATIO IN DESCRIPTION : Beam OCCURS AT MEMBER : 23 SECTION : W 8X18 OCCURS FOR CONDITION : C1= 0.6DL +0.7EQ1 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb`ft] M22 [Lb`ft] 0.23 H1-3 0.00 - 779.11 7866.27 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.03 F4 0.00 1083.96 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTION : Leg1 OCCURS AT MEMBER : 1 SECTION : W 8X10 OCCURS FOR CONDITION : C1= 0.6DL +0.7EQ1 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb*ft] M22 [Lb*ft] 0.61 H2 -1 10.00 1083.96 7866.27 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.03 F4 0.00 - 792.74 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTION : Leg2 OCCURS AT MEMBER : 12 SECTION : W 8X10 OCCURS FOR CONDITION : C1= 0.6DL +0.7EQ1 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb`ft] M22 [Lb`ft] 0.65 H1-3 0.00 - 1083.96 - 7852.15 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.03 F4 0.00 - 779.11 0.00 0.00 F14 i RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 - Frame.AVW Units system : English Date : 2/9/2007 12:28:19 PM Geometry data — Rigid Frame GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia /Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Floor [ft] [ft] [ft] 1 0.00 0.00 0.00 0 2 0.00 12.00 0.00 0 3 15.00 17.00 0.00 0 4 15.00 0.00 0.00 0 7 0.00 7.33 0.00 0 9 3.3204 13.1068 0.00 0 10 11.5183 15.8394 0.00 0 Restraints Node TX TY 17 RX RY RZ 1 1 1 1 0 0 0 2 0 0 1 0 0 0 3 0 0 1 0 0 0 4 1 1 1 0 0 0 7 0 0 1 0 0 0 9 0 0 1 0 0 0 10 0 0 1 0 0 0 F15 Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 1 1 7 Leg1 W 12X16 A572 Gr50 0.00 0.00 0.00 12 3 4 Legg W 10X22 A572 Gr50 0.00 0.00 0.00 21 2 9 Beam W 12X19 A572 Gr50 0.00 0.00 0.00 24 7 2 Leg1 W 12X16 A572 Gr50 0.00 0.00 0.00 25 9 10 Beam W 12X19 A572 Gr50 0.00 0.00 0.00 26 10 3 Beam W 12X19 A572 Gr50 0.00 0.00 0.00 Hinges Node -J Node -K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 1 0 1 1 0 0 0 0 0 0 0 0 12 0 0 0 0 0 1 1 0 0 0 0 Design data Member LBpos LBneg K33 K22 L33 L22 CM33 CM22 Cb33 Cb22 [ft] [ft] [ft] [ft] 1 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 21 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 2.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 F16 El RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 - Frame.AVW Units system : English Date : 2/9/2007 12:29:17 PM Load data - Rigid Frame GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition Description Comb. Category DL Dead Load - - - -~ 0 DL SL2 Unbalanced Snow Load 0 SNOW WL1 Positive Wind Load 1 0 WIND WL2 Positive Wind Load 2 0 WIND EQ1 Seismic 0 EQ EQ2 Seismic 0 EQ WL3 Negative Wind Load 1 0 WIND WL4 Negative Wind Load 2 0 WIND WL5 Parallel to Ridge 0 WIND C1 0.6DL +0.7EQ1 1 C2 0.6DL +0.7EQ2 1 C3 0.6DL +WL1 1 C4 0.6DL +WL2 1 C5 0.6DL +WL3 1 C6 0.6DL +WL4 1 C7 0.6DL +WL5 1 C8 DL 1 C9 DL +0.75WL1 +0.75SL2 1 C10 DL +0.75WL2 +0.75SL2 1 C11 DL +0.75WL3 +0.75SL2 1 C12 DL +0.75WL4 +0.75SL2 1 C13 DL +0.75WL5 +0.75SL2 1 C14 DL +SL2 1 Distributed force on members Y1 Y2 d1 l I d2 Condition Member Dirt Vail Val2 Dist1 % Dist2 % [Lb /ft] [Lb /ft] [ft] [ft] DL 1 Y - 131.25 - 131.25 0.00 0 100.00 1 12 Y - 131.25 0.00 0.00 0 18.00 0 21 Y - 131.25 - 131.25 0.00 0 3.50 0 24 Y - 131.25 - 131.25 0.00 0 100.00 1 25 Y - 131.25 - 131.25 0.00 0 8.6414 0 26 Y - 131.25 - 131.25 0.00 0 3.67 0 SL2 21 Y - 475.00 - 810.389 0.00 0 3.50 0 25 Y - 1050.0856 - 1878.1503 0.00 0 8.6414 0 26 Y - 1878.1503 - 1990.00 0.00 0 1.1672 0 F17 Y - 810.389 - 1050.0856 1.1686 3.67 0 WL1 1 X 202.50 202.50 0.00 100.00 1 12 X 243.75 0.00 0.00 0.00 0 21 2 312.8125 312.8125 0.00 3.50 0 24 X 202.50 202.50 0.00 100.00 1 25 2 312.8125 312.8125 0.00 8.6414 0 26 2 312.8125 312.8125 0.00 3.67 0 WL2 1 X 202.50 202.50 0.00 100.00 1 12 X 243.75 0.00 0.00 0.00 0 21 2 135.00 135.00 0.00 3.50 0 24 X 202.50 202.50 0.00 100.00 1 25 2 135.00 135.00 0.00 8.6414 0 26 2 135.00 135.00 0.00 3.67 0 EQ1 1 X 40.00 40.00 0.00 100.00 1 12 X 40.00 0.00 0.00 0.00 0 21 X 40.00 40.00 0.00 3.50 0 24 X 40.00 40.00 0.00 100.00 1 25 X 40.00 40.00 0.00 8.6414 0 26 X 40.00 40.00 0.00 3.67 0 EQ2 1 X -40.00 -40.00 0.00 100.00 1 12 X -40.00 0.00 0.00 0.00 0 21 X -40.00 -40.00 0.00 3.50 0 24 X -40.00 -40.00 0.00 100.00 1 25 X -40.00 -40.00 0.00 8.6414 0 26 X - 40.00 -40.00 0.00 3.67 0 WL3 1 X 347.50 347.50 0.00 100.00 1 12 X 100.00 0.00 0.00 0.00 0 21 2 167.50 167.50 0.00 3.50 0 24 X 347.50 347.50 0.00 100.00 1 25 2 167.50 167.50 0.00 8.6414 0 26 2 167.50 167.50 0.00 3.67 0 WL4 1 X 347.50 347.50 0.00 100.00 1 12 X 100.00 0.00 0.00 0.00 0 21 2 -11.25 -11.25 0.00 3.50 0 24 X 347.50 347.50 0.00 100.00 1 25 2 -11.25 -11.25 0.00 8.6414 0 26 2 -11.25 -11.25 0.00 3.67 0 WL5 1 X - 312.8125 - 312.8125 0.00 100.00 1 12 X 312.8125 0.00 0.00 0.00 0 21 2 382.8125 382.8125 0.00 3.50 0 24 X - 312.8125 - 312.8125 0.00 100.00 1 25 2 382.8125 382.8125 0.00 8.6414 0 26 2 382.8125 382.8125 0.00 3.67 0 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MuItY MuItZ DL Dead Load 0 0.00 0.00 0.00 SL2 Unbalanced Snow Load 0 0.00 0.00 0.00 WL1 Positive Wind Load 1 0 0.00 0.00 0.00 WL2 Positive Wind Load 2 0 0.00 0.00 0.00 EQ1 Seismic 0 0.00 0.00 0.00 EQ2 Seismic 0 0.00 0.00 0.00 WL3 Negative Wind Load 1 0 0.00 0.00 0.00 WL4 Negative Wind Load 2 0 0.00 0.00 0.00 WL5 Parallel to Ridge 0 0.00 0.00 0.00 C1 0.6DL +0.7EQ1 1 0.00 0.00 0.00 C2 0.6DL +0.7EQ2 1 0.00 0.00 0.00 C3 0.6DL +WL1 1 0.00 0.00 0.00 C4 0.6DL +WL2 1 0.00 0.00 0.00 C5 0.6DL +WL3 1 0.00 0.00 0.00 C6 0.6DL +WL4 1 0.00 0.00 0.00 C7 0.6DL +WL5 1 0.00 0.00 0.00 C8 DL 1 0.00 0.00 0.00 C9 DL +0.75WL1 +0.75SL2 1 0.00 0.00 0.00 C10 DL +0.75WL2 +0.75SL2 1 0.00 0.00 0.00 C11 DL +0.75WL3 +0.75SL2 1 0.00 0.00 0.00 C12 DL +0.75WL4 +0.75SL2 1 0.00 0.00 0.00 C13 DL +0.75WL5 +0.75SL2 1 0.00 0.00 0.00 C14 DL +SL2 1 0.00 0.00 0.00 F18 Seismic (Dynamic analysis only) Condition alg Mg. Damp. [Deg] [ %] DL 0.00 0.00 0.00 SL2 0.00 0.00 0.00 WL1 0.00 0.00 0.00 WL2 0.00 0.00 0.00 EQ1 0.00 0.00 0.00 EQ2 0.00 0.00 0.00 WL3 0.00 0.00 0.00 WL4 0.00 0.00 0.00 WL5 0.00 0.00 0.00 C1 0.00 0.00 0.00 C2 0.00 0.00 0.00 C3 0.00 0.00 0.00 C4 0.00 0.00 0.00 C5 0.00 0.00 0.00 C6 0.00 0.00 0.00 C7 0.00 0.00 0.00 C8 0.00 0.00 0.00 C9 0.00 0.00 0.00 C10 0.00 0.00 0.00 C11 0.00 0.00 0.00 C12 0.00 0.00 0.00 C13 0.00 0.00 0.00 C14 0.00 0.00 0.00 F19 im RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 - Frame.AVW Units system : English Date : 2/9/2007 12:31:37 PM Analysis Results - Rigid Frame Reactions My Y c---/- ) x I FY Mx z Fx} Fz J M zJ Direction of positive forces and moments Forces fLb1 Moments ELb *ftl Node FX FY FZ MX MY MZ Condition DL =Dead Load 1 95.33502 984.37500 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 95.33502 984.37500 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 1968.75000 0.00000 0.00000 0.00000 0.00000 Condition SL2= Unbalanced Snow Load 1 994.54629 8218.39640 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 994.54629 10267.48000 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 18485.87700 0.00000 0.00000 0.00000 0.00000 Condition WL1= Positive Wind Load 1 1 - 2718.94230 - 4154.29170 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2290.74520 - 537.89583 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5009.68750 - 4692.18750 0.00000 0.00000 0.00000 0.00000 Condition WL2= Positive Wind Load 2 1 - 3159.12810 - 3680.12500 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2739.62190 1655.12500 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 F20 SUM - 5898.75000 - 2025.00000 0.00000 0.00000 0.00000 0.00000 Condition EQ1= Seismic 1 - 767.38310 - 770.66667 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 592.61690 770.66667 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 1360.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition EQ2= Seismic 1 767.38310 770.66667 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 592.61690 - 770.66667 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 1360.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition WL3= Negative Wind Load 1 1 - 3598.26700 - 3078.00000 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1434.23300 565.50000 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5032.50000 - 2512.50000 0.00000 0.00000 0.00000 0.00000 Condition WL4= Negative Wind Load 2 1 - 4040.77360 - 2601.33330 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1885.47640 2770.08330 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5926.25000 168.75000 0.00000 0.00000 0.00000 0.00000 Condition WL5= Parallel to Ridge 1 2051.82120 - 2532.76040 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1701.82120 - 3209.42710 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 350.00000 - 5742.18750 0.00000 0.00000 0.00000 0.00000 Condition C1= 0.6DL+0.7EQ1 1 - 479.96716 51.15833 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 472.03284 1130.09170 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 952.00000 1181.25000 0.00000 0.00000 0.00000 0.00000 Condition C2= 0.6DL+0.7EQ2 1 594.36918 1130.09170 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 357.63082 51.15833 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 F21 SUM 952.00000 1181.25000 0.00000 0.00000 0.00000 0.00000 Condition C3= 0.6DL +WL1 1 - 2661.74130 - 3563.66670 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2347.94620 52.72917 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5009.68750 - 3510.93750 0.00000 0.00000 0.00000 0.00000 Condition C4= 0.6DL+WL2 1 - 3101.92700 - 3089.50000 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2796.82300 2245.75000 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5898.75000 - 843.75000 0.00000 0.00000 0.00000 0.00000 Condition C5= 0.6DL +WL3 1 - 3541.06600 - 2487.37500 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1491.43400 1156.12500 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5032.50000 - 1331.25000 0.00000 0.00000 0.00000 0.00000 Condition C6= 0.6DL+WL4 1 - 3983.57260 - 2010.70830 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1942.67740 3360.70830 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 5926.25000 1350.00000 0.00000 0.00000 0.00000 0.00000 Condition C7= 0.6DL +WL5 1 2109.02220 - 1942.13540 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1759.02220 - 2618.80210 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 350.00000 - 4560.93750 0.00000 0.00000 0.00000 0.00000 Condition C8 =DL 1 95.33502 984.37500 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 95.33502 984.37500 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 1968.75000 0.00000 0.00000 0.00000 0.00000 Condition C9= DL+0.75WL1+0.75SL2 1 - 1197.96200 4032.45360 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2559.30370 8281.56330 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 F22 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 3757.26560 12314.01700 0.00000 0.00000 0.00000 0.00000 Condition C 10= DL+0.75WL2+0.75SL2 1 - 1528.10130 4388.07860 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2895.96120 9926.32900 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 4424.06250 14314.40800 0.00000 0.00000 0.00000 0.00000 Condition C11= DL+0.75WL3+0.75SL2 1 - 1857.45550 4839.67230 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1916.91950 9109.11020 0.00000 0.00000 0.00000 0.00000 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM - 3774.37500 13948.78300 0.00000 0.00000 0.00000 0.00000 Condition C12= DL+0.75WL4+0 .75SL2 1 - 2189:33550 5197.17230 0:00000 0.00000 0.00000 0.00000 . 2 0.00000' 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0:00000 0:00000 - 4 - 2255.35200 10762.54800 •0.00000 0:00000 0:00000 0.00000 7 , o.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9 ' 0.00000 0:00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 . SUM - 4444.68750 15959.72000 0.00000 0.00000 0.00000 0.00000 Condition C13= DL+0.75WL5 +0.75SL2 r, W 1 2380.11060 5248.60200 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 . 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 2117:61060 6277.91490 0.00000 0.00000 0.00000 0.00000, 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 ' 9 0:00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 262.50000 11526.51700 0.00000 0.00000 0.00000• 0.00000 Condition C14= DL +SL2 1 1089.88130 9202177140 0.00000 0.00000 - 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 - 1089.88130 11251.85500 0.00000 0:00000 0.00000 0.00000 7 0.00000 0.00000 0:00000 0.00000 0.00000 0.00000 9 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 10 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 20454.62700 0.00000 0.00000 0.00000 0.00000 Maximum forces at members Condition : DL =Dead Load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb'ft] [Lb *ft] [Lb*ft] MEMBER ' Max - 984.38 95.34 0.00 0.00 0.00 0.00 Min - 9.84.38 95.34 0.00 0.00 0.00 - 698.81 MEMBER 12 Max - 984.37 -95.34 0.00 0.00 0.00 0.00 Min, - 984.37 -95.34 0.00 0.00' 0.00 - 1620.70 MEMBER 21 Max - 263.92 - 490.28 0.00 0.00' 0.00 1295.46 • F23 Min - 401.73 - 903.71 0.00 0.00 0.00 - 1144.02 MEMBER 24 Max - 984.38 95.34 0.00 0.00 0.00 - 698.81 Min - 984.38 95.34 0.00 0.00 0.00 - 1144.02 MEMBER 25 Max 76.34 530.49 0.00 0.00 0.00 2311.18 Min - 263.92 - 490.28 0.00 0.00 0.00 1121.71 MEMBER 26 Max 220.84 964.01 0.00 0.00 0.00 1121.71 Min 76.34 530.49 0.00 0.00 0.00 - 1620.70 Condition : SL2= Unbalanced Snow Load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb`ft] [Lb*ft] MEMBER 1 Max - 8218.40 994.55 0.00 0.00 0.00 0.00 Min - 8218.40 994.55 0.00 0.00 0.00 - 7290.02 MEMBER 12 Max - 10267.48 - 994.55 0.00 0.00 0.00 0.00 Min - 10267.48 - 994.55 0.00 0.00 0.00 - 16907.29 MEMBER 21 Max - 2867.57 - 5457.66 0.00 0.00 0.00 11018.26 Min - 3542.39 - 7482.15 0.00 0.00 0.00 - 11934.56 MEMBER 24 Max - 8218.40 994.55 0.00 0.00 0.00 - 7290.02 Min - 8218.40 994.55 0.00 0.00 0.00 - 11934.56 MEMBER 25 Max 928.04 5929.15 0.00 0.00 0.00 24740.03 Min - 2867.57 - 5457.66 0.00 0.00 0.00 11018.26 MEMBER 26 Max 2303.35 10055.09 0.00 0.00 0.00 13618.73 Min 928.04 5929.15 0.00 0.00 0.00 - 16907.29 Condition : WL1= Positive Wind Load 1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb *ft] MEMBER 1 Max 4154.29 - 1234.62 0.00 0.00 0.00 14489.80 Min 4154.29 - 2718.94 0.00 0.00 0.00 0.00 MEMBER 12 Max 537.90 1853.00 0.00 0.00 0.00 0.00 Min 537.90 - 2290.75 0.00 0.00 0.00 - 10763.85 MEMBER 21 Max 1587.82 3849.74 0.00 0.00 0.00 18047.31 Min 1587.82 2754.89 0.00 0.00 0.00 6489.21 MEMBER 24 Max 4154.29 - 288.94 0.00 0.00 0.00 18047.31 Min 4154.29 - 1234.62 0.00 0.00 0.00 14489.80 MEMBER 25 Max 1587.82 2754.89 0.00 0.00 0.00 6489.21 Min 1587.82 51.76 0.00 0.00 0.00 - 5637.46 MEMBER 26 Max 1587.82 51.76 0.00 0.00 0.00 - 3720.79 Min 1587.82 - 1096.26 0.00 0.00 0.00 - 5641.69 Condition : WL2= Positive Wind Load 2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb'ft] [Lb *ft] MEMBER 1 Max 3680.12 - 1674.80 0.00 0.00 0.00 17716.36 Min 3680.12 - 3159.13 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1655.12 1404.13 0.00 0.00 0.00 0.00 Min - 1655.12 - 2739.62 0.00 0.00 0.00 - 15391.58 MEMBER 21 Max 1855.47 3260.70 0.00 0.00 0.00 23329.54 Min 1855.47 2788.20 0.00 0.00 0.00 12743.95 MEMBER 24 Max 3680.12 - 729.13 0.00 0.00 0.00 23329.54 Min 3680.12 - 1674.80 0.00 0.00 0.00 17716.36 F24 MEMBER 25 Max 1855.47 2788.20 0.00 0.00 0.00 12743.95 Min 1855.47 1621.62 0.00 0.00 0.00 - 6309.52 MEMBER 26 Max 1855.47 1621.62 0.00 0.00 0.00 - 6309.52 Min 1855.47 1126.17 0.00 0.00 0.00 - 11351.70 Condition : EQ1= Seismic Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb *ft] MEMBER 1 Max 770.67 - 474.18 0.00 0.00 0.00 4550.34 Min 770.67 - 767.38 0.00 0.00 0.00 0.00 MEMBER 12 Max - 770.67 87.38 0.00 0.00 0.00 0.00 Min - 770.67 - 592.62 0.00 0.00 0.00 - 4387.26 MEMBER 21 Max 516.34 654.24 0.00 0.00 0.00 6328.60 Min 474.34 640.24 0.00 0.00 0.00 4063.26 MEMBER 24 Max 770.67 - 287.38 0.00 0.00 0.00 6328.60 Min 770.67 - 474.18 0.00 0.00 0.00 4550.34 MEMBER 25 Max 474.34 688.81 0.00 0.00 0.00 4063.26 Min 370.65 654.24 0.00 0.00 0.00 - 1739.63 MEMBER 26 Max 370.65 703.49 0.00 0.00 0.00 - 1739.63 Min 326.61 688.81 0.00 0.00 0.00 - 4294.49 Condition : EQ2= Seismic Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb *ft] [Lb *ft] MEMBER 1 Max - 770.67 767.38 0.00 0.00 0.00 0.00 Min - 770.67 474.18 0.00 0.00 0.00 - 4550.34 MEMBER 12 Max 770.67 592.62 0.00 0.00 0.00 4387.26 Min 770.67 -87.38 0.00 0.00 0.00 0.00 MEMBER 21 Max - 474.34 - 640.24 0.00 0.00 0.00 - 4063.26 Min - 516.34 - 654.24 0.00 0.00 0.00 - 6328.60 MEMBER 24 Max - 770.67 474.18 0.00 0.00 0.00 - 4550.34 Min - 770.67 287.38 0.00 0.00 0.00 - 6328.60 MEMBER 25 Max - 370.65 - 654.24 0.00 0.00 0.00 1739.63 Min - 474.34 - 688.81 0.00 0.00 0.00 - 4063.26 MEMBER 26 Max - 326.61 - 688.81 0.00 0.00 0.00 4294.49 Min - 370.65 - 703.49 0.00 0.00 0.00 1739.63 Condition : WL3= Negative Wind Load 1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb`ft] MEMBER 1 Max 3078.00 - 1051.09 0.00 0.00 0.00 17039.90 Min 3078.00 - 3598.27 0.00 0.00 0.00 0.00 MEMBER 12 Max - 565.50 265.77 0.00 0.00 0.00 0.00 Min - 565.50 - 1434.23 0.00 0.00 0.00 - 10284.54 MEMBER 21 Max 430.96 3100.85 0.00 0.00 0.00 18159.20 Min 430.96 2514.60 0.00 0.00 0.00 8332.18 MEMBER 24 Max 3078.00 571.73 0.00 0.00 0.00 18629.51 Min 3078.00 - 1051.09 0.00 0.00 0.00 17039.90 MEMBER 25 Max 430.96 2514.60 0.00 0.00 0.00 8332.18 Min 430.96 1067.16 0.00 0.00 0.00 - 7143.50 MEMBER 26 F25 • Max 430.96 1067.16 0.00 0.00 0.00 - 7143.50 Min 430.96 452.44 0.00 0.00 0.00 - 9931.96 Condition : WL4= Negative Wind Load 2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb`ft] [Lb`ft] MEMBER 1 Max 2601.33 - 1493.60 0.00 0.00 0.00 20283.47 Min 2601.33 - 4040.77 0.00 0.00 0.00 0.00 MEMBER 12 Max - 2770.08 - 185.48 0.00 0.00 0.00 0.00 Min - 2770.08 - 1885.48 0.00 0.00 0.00 - 17603.10 MEMBER 21 Max 700.02 2548.08 0.00 0.00 0.00 23469.28 Min 700.02 2508.71 0.00 0.00 0.00 14619.90 MEMBER 24 Max 2601.33 129.23 0.00 0.00 0.00 23491.74 Min 2601.33 - 1493.60 0.00 0.00 0.00 20283.47 MEMBER 25 Max 700.02 2645.30 0.00 0.00 0.00 14619.90 Min 700.02 2548.08 0.00 0.00 0.00 - 7819.10 MEMBER 26 Max 700.02 2686.58 0.00 0.00 0.00 - 7819.10 Min 700.02 2645.30 0.00 0.00 0.00 - 17603.10 Condition : WL5= Parallel to Ridge Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb*ft] [Lb`ft] MEMBER 1 Max 2532.76 2051.82 0.00 0.00 0.00 0.00 Min 2532.76 - 241.09 0.00 0.00 0.00 - 6729.00 MEMBER 12 Max 3209.43 3615.99 0.00 0.00 0.00 16270.45 Min 3209.43 - 1701.82 0.00 0.00 0.00 - 4611.16 MEMBER 21 Max 2415.52 1864.59 0.00 0.00 0.00 - 2099.35 Min 2415.52 524.75 0.00 0.00 0.00 - 6280.69 MEMBER 24 Max 2532.76 - 241.09 0.00 0.00 0.00 - 2099.35 Min 2532.76 - 1701.93 0.00 0.00 0.00 - 6636.31 MEMBER 25 Max 2415.52 524.75 0.00 0.00 0.00 3477.76 Min 2415.52 - 2783.28 0.00 0.00 0.00 - 6639.28 MEMBER 26 Max 2415.52 - 2783.28 0.00 0.00 0.00 16270.45 Min 2415.52 - 4188.21 0.00 0.00 0.00 3477.76 Condition : C1= 0.6DL +0.7EQ1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 Max -51.16 - 274.73 0.00 0.00 0.00 2765.95 Min -51.16 - 479.97 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1130.09 3.97 0.00 0.00 0.00 0.00 Min - 1130.09 - 472.03 0.00 0.00 0.00 - 3978.56 MEMBER 21 Max 173.69 163.80 0.00 0.00 0.00 3803.55 Min 120.40 -94.06 0.00 0.00 0.00 3621.55 MEMBER 24 Max -51.16 - 143.97 0.00 0.00 0.00 3743.61 Min -51.16 - 274.73 0.00 0.00 0.00 2765.95 MEMBER 25 Max 305.25 800.46 0.00 0.00 0.00 3621.55 Min 173.69 163.80 0.00 0.00 0.00 - 544.72 MEMBER 26 Max 361.13 1070.84 0.00 0.00 0.00 - 544.72 Min 305.25 800.46 0.00 0.00 0.00 - 3978.56 F26 Condition : C2= 0.6DL+0.7EQ2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 Max - 1130.09 594.37 0.00 0.00 0.00 0.00 Min - 1130.09 389.13 0.00 0.00 0.00 - 3604.52 MEMBER 12 Max -51.16 357.63 0.00 0.00 0.00 2283.92 Min -51.16 - 118.37 0.00 0.00 0.00 0.00 MEMBER 21 Max - 490.39 - 752.13 0.00 0.00 0.00 - 2067.01 Min - 602.48 - 990.40 0.00 0.00 0.00 - 5116.43 MEMBER 24 Max - 1130.09 389.13 0.00 0.00 0.00 - 3604.52 Min - 1130.09 258.37 0.00 0.00 0.00 - 5116.43 MEMBER 25 Max - 213.65 - 163.87 0.00 0.00 0.00 1890.77 Min - 490.39 - 752.13 0.00 0.00 0.00 - 2067.01 MEMBER 26 Max -96.12 85.96 0.00 0.00 0.00 2087.99 Min - 213.65 - 163.87 0.00 0.00 0.00 1890.77 Condition : C3= 0.6DL +WL1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb*ft] [Lb*ft] - ----- -- - --- - - - - -- -- - -- - -- MEMBER 1 Max 3563.67 - 1177.42 0.00 0.00 0.00 14070.51 Min 3563.67 - 2661.74 0.00 0.00 0.00 0.00 MEMBER 12 Max -52.73 1795.80 0.00 0.00 0.00 0.00 Min -52.73 - 2347.95 0.00 0.00 0.00 - 11298.68 MEMBER 21 Max 1429.47 3307.51 0.00 0.00 0.00 17360.90 Min 1346.78 2460.73 0.00 0.00 0.00 7266.48 MEMBER 24 Max 3563.67 - 231.74 0.00 0.00 0.00 17360.90 Min 3563.67 - 1177.42 0.00 0.00 0.00 14070.51 MEMBER 25 Max 1633.62 2460.73 0.00 0.00 0.00 7266.48 Min 1429.47 370.05 0.00 0.00 0.00 - 4964.44 MEMBER 26 Max 1720.32 370.05 0.00 0.00 0.00 - 4693.21 Min 1633.62 - 517.86 0.00 0.00 0.00 - 5246.98 Condition : C4= 0.6DL +WL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 Max 3089.50 - 1617.60 0.00 0.00 0.00 17297.07 Min 3089.50 - 3101.93 0.00 0.00 0.00 0.00 MEMBER 12 Max - 2245.75 1346.93 0.00 0.00 0.00 0.00 Min - 2245.75 - 2796.82 0.00 0.00 0.00 - 16023.65 MEMBER 21 Max 1697.12 2718.48 0.00 0.00 0.00 22643.12 Min 1614.43 2494.04 0.00 0.00 0.00 13521.23 MEMBER 24 Max 3089.50 - 671.93 0.00 0.00 0.00 22643.12 Min 3089.50 - 1617.60 0.00 0.00 0.00 17297.07 MEMBER 25 Max 1901.27 2494.04 0.00 0.00 0.00 13521.23 Min 1697.12 1939.91 0.00 0.00 0.00 - 5636.50 MEMBER 26 Max 1987.98 1939.91 0.00 0.00 0.00 - 5636.50 Min 1901.27 1704.57 0.00 0.00 0.00 - 12324.12 Condition : C5= 0.6DL +WL3 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb*ft] F27 MEMBER 1 Max 2487.37 - 993.89 0.00 0.00 0.00 16620.62 Min 2487.37 - 3541.07 0.00 0.00 0.00 0.00 MEMBER 12 Max - 1156.12 208.57 0.00 0.00 0.00 0.00 Min - 1156.12 - 1491.43 0.00 0.00 0.00 - 11114.44 MEMBER 21 Max 272.61 2558.62 0.00 0.00 0.00 17472.79 Min 189.92 2220.43 0.00 0.00 0.00 9109.46 MEMBER 24 Max 2487.37 628.93 0.00 0.00 0.00 18041.35 Min 2487.37 - 993.89 0.00 0.00 0.00 16620.62 MEMBER 25 Max 476.76 2220.43 0.00 0.00 0.00 9109.46 Min 272.61 1385.46 0.00 0.00 0.00 - 6470.47 MEMBER 26 Max 563.46 1385.46 0.00 0.00 0.00 - 6470.47 Min 476.76 1030.84 0.00 0.00 0.00 - 10904.38 Condition : C6= 0.6DL +WL4 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb *ft] MEMBER 1 Max 2010.71 - 1436.40 0.00 0.00 0.00 19864.19 Min 2010.71 - 3983.57 0.00 0.00 0.00 0.00 MEMBER 12 Max - 3360.71 - 242.68 0.00 0.00 0.00 0.00 Min - 3360.71 - 1942.68 0.00 0.00 0.00 - 18575.52 MEMBER 21 Max 541.67 2253.92 0.00 0.00 0.00 22782.87 Min 458.98 1966.48 0.00 0.00 0.00 15397.18 MEMBER 24 Max 2010.71 186.43 0.00 0.00 0.00 22832.04 Min 2010.71 - 1436.40 0.00 0.00 0.00 19864.19 MEMBER 25 Max 745.82 2963.59 0.00 0.00 0.00 15397.18 Min 541.67 2253.92 0.00 0.00 0.00 - 7146.07 MEMBER 26 Max 832.53 3264.99 0.00 0.00 0.00 - 7146.07 Min 745.82 2963.59 0.00 0.00 0.00 - 18575.52 Condition : C7= 0.6DL +WL5 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb *ft] MEMBER 1 Max 1942.14 2109.02 0.00 0.00 0.00 0.00 Min 1942.14 - 183.89 0.00 0.00 0.00 - 7106.36 MEMBER 12 Max 2618.80 3558.79 0.00 0.00 0.00 15298.03 Min 2618.80 - 1759.02 0.00 0.00 0.00 - 4929.01 MEMBER 21 Max 2257.17 1322.36 0.00 0.00 0.00 - 2785.77 Min 2174.48 230.58 0.00 0.00 0.00 - 5503.42 MEMBER 24 Max 1942.14 - 183.89 0.00 0.00 0.00 - 2785.77 Min 1942.14 - 1644.73 0.00 0.00 0.00 - 7055.60 MEMBER 25 Max 2461.32 230.58 0.00 0.00 0.00 4150.78 Min 2257.17 - 2464.99 0.00 0.00 0.00 - 5586.21 MEMBER 26 Max 2548.03 - 2464.99 0.00 0.00 0.00 15298.03 Min 2461.32 - 3609.80 0.00 0.00 0.00 4150.78 Condition : C8 =DL Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb *ft] MEMBER 1 Max - 984.38 95.34 0.00 0.00 0.00 0.00 Min - 984.38 95.34 0.00 0.00 0.00 - 698.81 MEMBER 12 F28 Max - 984.37 -95.34 0.00 0.00 0.00 0.00 Min - 984.37 -95.34 0.00 0.00 0.00 - 1620.70 MEMBER 21 Max - 263.92 - 490.28 0.00 0.00 0.00 1295.46 Min - 401.73 - 903.71 0.00 0.00 0.00 - 1144.02 MEMBER 24 Max - 98438 95.34 0.00 0.00 0.00 - 698.81 Min - 984.38 95.34 0.00 0.00 0.00 - 1144.02 MEMBER 25 Max 76.34 530.49 0.00 0.00 0.00 2311.18 Min - 263.92 - 490.28 0.00 0.00 0.00 1121.71 MEMBER 26 Max 220.84 964.01 0.00 0.00 0.00 1121.71 Min 76.34 530.49 0.00 0.00 0.00 - 1620.70 Condition : C9= DL +0.75WL1+0.75SL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb*ft] [Lb*ft] MEMBER 1 Max - 4032.45 -84.72 0.00 0.00 0.00 4701.02 Min - 4032.45 - 1197.96 0.00 0.00 0.00 0.00 MEMBER 12 Max - 8281.56 548.51 0.00 0.00 0.00 0.00 Min - 8281.56 - 2559.30 0.00 0.00 0.00 - 17900.03 MEMBER 21 Max - 1223.73 - 2517.35 0.00 0.00 0.00 14426.06 Min - 1867.66 - 3628.03 0.00 0.00 0.00 3440.54 MEMBER 24 Max - 4032.45 624.54 0.00 0.00 0.00 4724.03 Min - 4032.45 -84.72 0.00 0.00 0.00 3440.54 MEMBER 25 Max 1963.23 5016.17 0.00 0.00 0.00 19143.76 Min - 1223.73 - 2517.35 0.00 0.00 0.00 7107.66 MEMBER 26 Max 3139.22 7683.13 0.00 0.00 0.00 7107.66 Min 1963.23 5016.17 0.00 0.00 0.00 - 17091.76 Condition : C10= DL+0.75WL2+0.75SL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb*ft] [Lb*ft] MEMBER 1 Max - 4388.08 - 414.86 0.00 0.00 0.00 7120.94 Min - 4388.08 - 1528.10 0.00 0.00 0.00 0.00 MEMBER 12 Max - 9926.33 211.85 0.00 0.00 0.00 0.00 Min - 9926.33 - 2895.96 0.00 0.00 0.00 - 22928.97 MEMBER 21 Max - 1022.99 - 2492.37 0.00 0.00 0.00 19117.12 Min - 1666.92 - 4069.80 0.00 0.00 0.00 7402.22 MEMBER 24 Max - 4388.08 294.40 0.00 0.00 0.00 7687.17 Min - 4388.08 - 414.86 0.00 0.00 0.00 7120.94 MEMBER 25 Max 2163.97 6193.56 0.00 0.00 0.00 23037.91 Min - 1022.99 - 2492.37 0.00 0.00 0.00 6603.61 MEMBER 26 Max 3339.96 9349.95 0.00 0.00 0.00 6603.61 Min 2163.97 6193.56 0.00 0.00 0.00 - 22814.93 Condition : C11= DL+0.75WL3+0.75SL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb *ft] [Lb *ft] [Lb - ft] MEMBER 1 Max - 4839.67 52.93 0.00 0.00 0.00 6615.49 Min - 4839.67 - 1857.46 0.00 0.00 0.00 0.00 MEMBER 12 Max - 9109.11 - 641.92 0.00 0.00 0.00 0.00 Min - 9109.11 - 1916.92 0.00 0.00 0.00 - 21750.13 MEMBER 21 Max - 2091.37 - 2697.58 0.00 0.00 0.00 15808.29 F29 ■ Min - 2735.31 - 4189.69 0.00 0.00 0.00 3524.47 MEMBER 24 Max - 4839.67 1270.04 0.00 0.00 0.00 6613.60 Min - 4839.67 52.93 0.00 0.00 0.00 3524.47 MEMBER 25 Max 1095.58 5777.72 0.00 0.00 0.00 20497.88 Min - 2091.37 - 2697.58 0.00 0.00 0.00 5978.13 MEMBER 26 Max 2271.58 8844.65 0.00 0.00 0.00 5978.13 Min 1095.58 5777.72 0.00 0.00 0.00 - 21750.13 Condition : C12= DL+0.75WL4+0.75SL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb [Lb [Lb MEMBER 1 Max - 5197.17 - 278.95 0.00 0.00 0.00 9046.28 Min - 5197.17 - 2189.34 0.00 0.00 0.00 0.00 MEMBER 12 Max - 10762.55 - 980.35 0.00 0.00 0.00 0.00 Min - 10762.55 - 2255.35 0.00 0.00 0.00 - 27503.48 MEMBER 21 Max - 1889.58 - 2672.46 0.00 0.00 0.00 20524.08 Min - 2533.51 - 4633.80 0.00 0.00 0.00 7507.03 MEMBER 24 Max - 5197.17 938.16 0.00 0.00 0.00 9194.34 Min - 5197.17 - 278.95 0.00 0.00 0.00 7507.03 MEMBER 25 Max 1297.38 6961.32 0.00 0.00 0.00 24487.87 Min - 1889.58 - 2672.46 0.00 0.00 0.00 5471.43 MEMBER 26 Max 2473.37 10520.26 0.00 0.00 0.00 5471.43 Min 1297.38 6961.32 0.00 0.00 0.00 - 27503.48 Condition : C13= DL +0.75WL5+0.75SL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb`ft] MEMBER 1 Max - 5248.60 2380.11 0.00 0.00 0.00 0.00 Min - 5248.60 660.42 0.00 0.00 0.00 - 11143.56 MEMBER 12 Max - 6277.91 1870.75 0.00 0.00 0.00 0.00 Min - 6277.91 - 2117.61 0.00 0.00 0.00 - 9544.59 MEMBER 21 Max - 602.95 - 4189.96 0.00 0.00 0.00 4848.63 Min - 1246.88 - 5116.88 0.00 0.00 0.00 - 11669.45 MEMBER 24 Max - 5248.60 660.42 0.00 0.00 0.00 - 11143.56 Min - 5248.60 - 435.20 0.00 0.00 0.00 - 12073.08 MEMBER 25 Max 2584.01 2889.88 0.00 0.00 0.00 17957.25 Min - 602.95 - 4189.96 0.00 0.00 0.00 4848.63 MEMBER 26 Max 3760.00 5364.17 0.00 0.00 0.00 13944.07 Min 2584.01 2889.88 0.00 0.00 0.00 - 2098.33 Condition : C14= DL +SL2 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb`ft] [Lb`ft] [Lb*ft] MEMBER 1 Max - 9202.77 1089.88 0.00 0.00 0.00 0.00 Min - 9202.77 1089.88 0.00 0.00 0.00 - 7988.83 MEMBER 12 Max - 11251.86 - 1089.88 0.00 0.00 0.00 0.00 . Min - 11251.86 - 1089.88 0.00 0.00 0.00 - 18527.98 MEMBER 21 Max - 3131.48 - 5947.94 0.00 0.00 0.00 12313.72 Min - 3944.12 - 8385.86 0.00 0.00 0.00 - 13078.58 MEMBER 24 Max - 9202.77 1089.88 0.00 0.00 0.00 - 7988.83 Min - 9202.77 1089.88 0.00 0.00 0.00 - 13078.58 F30 MEMBER 25 Max 1004.38 6459.63 0.00 0.00 0.00 27031.50 Min - 3131.48 - 5947.94 0.00 0.00 0.00 12313.72 MEMBER 26 Max 2524.20 11019.10 0.00 0.00 0.00 14740.44 Min 1004.38 6459.63 0.00 0.00 0.00 - 18527.98 • • • • 1• F31 • RAM RAM International File : L: \engineering \Jobs \Jobs 2007\RF\2907- 001 \Calcs\2907 - 001 - Frame.AVW Units system : English Date : 2/9/2007 12:37:08 PM Steel Code Check - Rigid Frame Design by group for controlling load condition Design code A S D CODE CHECK MAX. INTERACTION RATIO PER DESCRIPTION REL.F = Bending stress ratio (if rel.f =NPC, it is not possible to calculate) S.Ratio = Shear interaction ratio Stat.b = Station where max. B.Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non -steel members are not printed Important.- Maximum values will only be computed from graphically selected elements MAX. INTERACTION RATIO IN DESCRIPTION : Beam OCCURS AT MEMBER : 25 SECTION : W 12X19 OCCURS FOR CONDITION : C14= DL +SL2 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb`ft] M22 [Lb`ft] 0.98 H1 -3 4.32 - 1331.89 26929.41 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.11 F4 8.64 6459.63 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTION : Leg1 OCCURS AT MEMBER : 24 SECTION : W 12X16 OCCURS FOR CONDITION : C6= 0.6DL +WL4 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb`ft] M22 [Lb`ft] 0.58 112 -1 4.09 2010.71 22832.49 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.03 F4 0.00 - 1436.40 0.00 0.00 MAX. INTERACTION RATIO IN DESCRIPTION : Leg2 OCCURS AT MEMBER : 12 SECTION : W 10X22 OCCURS FOR CONDITION : C12= DL +0.75WL4 +0.75SL2 DESIGN STATUS : OK B.RATIO Eqn STAT.B [ft] Axial [Lb] M33 [Lb`ft] M22 [Lb`ft] 0.91 H1 -1 0.00 - 10762.55 - 27503.48 0.00 S.RATIO Eqn STAT.V [ft] V2 [Lb] V3 [Lb] Tor [Lb`ft] 0.05 F4 17.00 - 2255.35 0.00 0.00 F32 1 •� i 7 eo - 7_oa 0 1 3 6 /I Pdob -QO / �I / i , 4, EVERGREEN ENGINEERING ` i . • Engineering and Construction Services y 4. r. 7431 NW Evergreen Pkwy., Suha 270, WIISDOrp, OR 57134 5831 R ECE/ VED { . ° (503) 430 -9777 Fax (6331439 9767 www. evergrr4ne ,gmeenng com APR — 3 2007 BUILDING T wo o STRUCTURAL CALCULATIONS HEMCON MEDICAL TECHNOLIGIES TIGARD, OR 97223 LYOPHILIZER #3 & FACILITY EXPANSION 'W 7 — oo 11J City of Tigard Approved Plans /°s7s / 3 o By AAO D ate y- a -c 4 p `8 ' OFFICE COPY 2125 MI if 4 1:31, zau ON. J irJT,ky. 613s?12 i es G ,v PEv RsvISED ( LlIEeTS 39 - 46 , � >? .(,1 nvr KAoNt a // 2007 f eViE OI i , 4`2I2oo7 MARCH 9, 2007 C TOTAL SHEETS EXCLUDING COVER CLIENT PROJECT # EELLC PROJECT #07006 PERMIT # • • , • EVERGREEN ENGINEERING # Page of Pia �, ti By .,,... Date 3/x(o7 �::`'''''' • Project HEivICci.1 (AF1 >lcAt TE(.11N 1 lkTCRo pUGTion) T Ii$S, CJILCULRT 1 o N) 1 S FoR TH Af RoKI mATE LY Soc r.... FT NEW 6t3IILDIM _ D FR omE_ MIN1oR Roof , REtn.Fo(:C1 iC► __OF C I T1 r•Jel 60il.,.DIN6 p- ' , -_Io575 Stn) ; CAsCA /WE ., TI6A , O Z `1.7223. - , . ' T t= _;_Plcsi6to COVERED I3Y .Tuts ccitLCULA On) _ 1s Si vN :Ev`Et6r'RtEN _, _ __;,CN6.1trJEERWG (Jog. _ 0700C)._ 1 DRAw11365 , S21 � _S 3 ;5_53 . S 3. ti �i ;.53. 2 c ' . ' i i ' 1 . S3._I S�} ,; ,- - S�,_3� 55.7 � � _ S _ � 8 _ _ _a _ . ; _ �_ } _ _ ._, / , ._ -�l7 LE.wc?f-- �CoKIT,�NTS__.. - t.._r ' i , _w;_ ._ a ._ 1 _ : ; ,, _ -_.._ , i r r d t j y ; i f � i j � ( , i ' : . i vest6,J _ 4 N IT C ,Ri/ L __ 1 } 1 f 1 ' 1 1 P �G LCULPr_ _ 1 __ -_ -.1 d oor -_ FR IA(06___;___ I_.. _ . .. .1___I ___.. I__ _.. - -. .5 , t. 2:4_4_ _.., ._ I__ ? i , oo - � N ' i i F Lo i Ejc a is -- - ' ` i -r P N R/- ' , . i - 3 ? i T ` ' � ' _ W ALL -_ fNGt{oR If _ ._. -- 1 _ . _.. ' �_. _ , ...�, 35 u�.. __ ' z -. i ■ 7 f � TILT ups w _ 1.1.5x ! ; � �_- ; .__.` ;,__._r � _'34- .4_�- ,k -!�-6a ' � FAUN pATI'(�N S. i._ } } i l=U LU:06 F It- E' - h� ° � _ ! ; 7'1 e I 7 f ,_ i -1.�. _- , �__» -� gyp__ - - r. _- _ _�.__ , ( 1 I 1 i 1 l f i , 6 1. _ _ s VT6t N:r,NG- ( ALL_ _i NE ' A - R?- _SHED .. ' _ . ' 'I. , _ 3 8O i _ , . 1 ., I .' - l . ... ; . I J 1., a 1 1 i . � _ �� i I i 1 1 I 1 i ! ; } I 1 � } i a � I 1 + 6 � 1 i _ Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • EVERGREEN ENGINEERING # Page z of .1. • By Date .. 1€ ( o - 1 • f•:':''''' Project _i_iell.0 A M DICE (alt - S PROJECT DESIGN CRITERIA GOVERN COD 1 E• 2003 IBC WITH OREGON`AMENDMENTS (OCTOBER 2004) SEISMIC USE GROUP ' I IE Is 1 IW ■ IMPORTANCEIFACTORS - 1 � ; 1.0 1.0 1 0 . - _ SEISMIC DESIGN CATEGORY _ _ _ _ D_ ._.'., - -i ; WIND SPEED '80 (Calculated per 1997 UBC - 100 mph 3 second gust per 2003 IBC) i , - H -- --1 WIND-EXPOSUR " -..- : -B.. ; .1... - - - - : - ;GROUND SNOW,LOAD '25 psf 1 i t ` ; I 1 ` 1 1 DATA » __ ; _-- _ - _ -- - _ _ _ .._ __.� -- 1 _ _ 1 • ROO "EAVE "HEIGHT ° . 26 , 1 _._ .. ,__ I .. 1 -_ �_.�__. - ° ., ;A•.. _ -._ -_- ,. . ROOF RIDGE,HEIGHT .._..1 ; ■ i. ! - I __. a..._ _ "- ._.._.. _._+_____.i__ .. » € ) I. 1 I I I � , MEANiROOF HEIGHT I 1 i ` _ i i I i � � I i - S I 1 � � ' LENGTH OF BUILDING - - = 99 -- -- i 4 - f WIDTH OF�BUILDING f � ' 60 �� __ -__� _ - -- - -_ �__ �_._ �� ___ , _ . - .___�_. _ _ --t---4—ROOF-SLOPE— 0 _ F -•- _ ; _ 1 2_...__ 1 _ I i PARTIALLY E . f_ - N_- -- "i" I , !_ , ? - f , I 1 i ' ` 1 + I 1 _ i k 1 1 _ I I j. ' : O E , ADS: D A WAD'S ■ 4 3 i � I I 1 � ( } t e ' : 1 .._ � . S EATHIN __� _ I _ _ X 25_ sf -- - � � • _'R �F �H 'G 1 1 1 I - ? I I 1 p - : ROOFINGI i � � ; 3 0 psf ) � - -- -t I FRAMINGI� j "; - "I . -16:0 sf -� � ? i _ F E 1 ' i 1 I INSULATION I f ! ` ' • '1 1.5 psf i' i 1 ' I s 1 ; � _._. ; .. . _� .__.. 1 . -- CEILING _- w._, I - ' --i ;- -- psf _ _ ' __. _. _ ._ • _ . _,_ ' _ 7 i 1 i M C1 1 i 1 ___.. _ _ _,__.,__ -. _ , _-_ ; — _ — IS 1_ �__ __F_ 5 0_ psf - _ , _ I # - 1 TOTAU DL /1SQ. IFT. 4 s ; 18.0 psf 1 ; I 1 1 1 11 I 1 ( - '-1-----1"--1- i I Y 1 I � � "1 AREA OF ROOF =' -� -- -�` 5400:0"'sq: - ft', i �-- ---i- °-i _ z I I 1 1 i TOTAL ROOF DEAD; LOAD = 97200 ! pounds I 1 i I 1 1 i 1 j i 1 I EXTERIOR WALLS. I EXT SHEATHING E i 1 0.0 psf 1 I ! ! 1 i —. — IDING" 1 0.0_ " _ sf. _. �.� + - L b t i 1 I I I ; TILT -UP WALLS i I I 81.0 psf 1 1 s I I 1 1 I i u �M INT SHEATHING" f 0- 0 ; I mm _ ; : � 1 1 ! i i i i _ ...-_ _ 1 . - _ __I. - ___ ___ . - - _ _ N _ I ___1� .. # . - psf € _ 1 -- _ - -- I -- _— I ' � • INSULATI 0 0 �. E ! I l l I ( ISC. l I i ! i 11 0 psf I P ! -'-; • -- , --_ s _-- 4,- i ±TOTALDL / SQ: I FT: =— _ _,_,__._i_ 82:0 - psf ` 1_-, __... _I� v _ ___ — .__ -, i i ___ -,___ _. 1 1 _ - _ 8 ? _ AREA OF EXT! WALLS = i ; 4100.0 sq. ft. ' 1 I 1 1 i i t 1 r s ' ; 1 ! i TOTAL? EXT. WALL DEAD, LOAD = 336200 i pounds I f 1 _?_._ -..I - ._ -- -i -- -!_- INTERIOR-VVALLS: -.- _ _ j SHEATHING -___ i-- _ --4.__. 0.0-psf_ I.__ . L __ , -- 1.____; - _ I - -� . -_ i .__ 1 ( I 11 1 ! ; I i I INSULATION j , 0.0 psf ' ! 1 1 1 1 I 'STUD i O'psf-1 E _.. _ _ _ . ___1 __�___ �_ _." _ € 1 1 I- 1 i_ I I I , MISC' i I 10.0 s psf 7 d ._._. ! ..__.. I ; ' I 1 1 I ; 1 ! 1 1 TOTAL DL / SQ. = , 0 psf l I I i I r .- -F INTO- WALL -S = - 1 - ----- I--- -?- -- 0-,Ssq -!Ft__ - - - - -1 - 1 i ; AREA O I , ' TOTAL INT. WALL DEAD LOAD = i ,0 pounds I 1 I ____ -. -___ s t --. I l I I I , I 1 i , 1 __._ 1 _ -_ __ .i. 1 _ 1 ` l GRAND TOTAL DEADLOAD ='__ » 4334 00 po ' _ 1 I - 1 . , — -� • Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • L : ' EVERGREEN ENGINEERING # Page _3 of :. By -' Date 3 1 8 1tY7 Project Or IYI,CDICAL TEC-4100Lor,ICc, SNOW LOADS , . GROUND SNOW LOAD = 25 psf ! I L' I FACTOR C 1.0 i (table , ; ; .___. THERMAL FACTOR.C 1.0 _ • . ' . ' „ (fable.7-3) : _ _. _ . , _ ., _ , ,. , L ' ! : ' i i : ' IMPORTANCE FACTOR I 1.0 . ' ROOF SNOW LOAD = 1 0.7 G C I' p = 18 ', , : psf MINIMUM ROOF SNOW LOAD = 25 ' I : .psf. ROOF SNOW LOAD USED = 25 i , ; psf 1 . . — DENSITY - 7" = ; 0,13 p, +14 ----!- : ' "', — 1725 Pcf . . , , .. i i i ' 1 ■ , ; I 1 , , 1 1 , ' -.i - 1, 4 --I,- -- • t -4- . 1- - 1 1 . ; ' ; i i 1 ; I ; ' 1 I 1 ; • , 1 ; i I 1 1 1 I I --L 1 —1----i I — , , I ' ■ ; '<, -4- : i , :,-. ,i. • -i- .i - = -4- 1 ..,i, . - L 4 ,,,-, ' ', 1 ^ -, < i-- ! ---i. 1 - - „ 4" ; t „1;! _! I 1 ..__1.11.........1_._ .4 _ .._, t. .... _j_ 1 ; .__.. ,...1 ... : ., _ !,_ __.,t , i 1 ; „,„ „ „'„ ,i ,; • „:, ,: , ;II 1;;;;;i t t;'; 1 t 1 ,, , , . , 4 ' - 1. -I - 4 -.'t t" 1 i 1 ; 1 f - I --, 1 ' , t 1-- t i 1 1 1 '' I t „ t - I I- 1 -:1; --:'' -' '-'' ' -- r . :' t -- -- - - 4 --- ili iiii1;!ii i l ' t.. ,.' ' ■ - -Th" l - ` -'" --1 ' - -- - 1 '' t ' i - 1 r ---1- 1 > 1 -° i i ' ! 1 i I ! Ili ! 1 1 1 I 1„ ,..1_ j.,_ ! L ! _ _;„ ; : i ; ' ; ! ;11_1111! - t ii 1 „ :[; : i., 1.■ II, i-- -4--- -,- L 1- -4-- t - - f- -t- ---+ --) 1 i i I I L.I.,,;____i_ I 1 _1, . 11111-1 ; , -t_ ___I .......,'..._, ,.....1____J I :_.. ___._ __ .....,......._1 _ _,1 1-- -- , 7 --- ----, -, ---, --- 1 , i 1 i ,, f i 1 , , ;4 .1 i ....._!.. --- -- ,- 45 - '1-- " t i ! ; : r, ,:. i 1.-i.-- , ,, ! , _ , f ,,,,,, - _., - - - - 1 -- „...,J ____,____ ..,.,.._......,,___ , ; 5 5 t I ' 1 - - 1 . T ::, „ ;; I i i t ; 1 !ii,1_111, ; - i - ■ ' - - - 1 :' i - 1 - ' 1 - t - 1 i - i --- ,- , , „ , „ , ; ; „ , „ , „.......___„.,........„__....„.....:_.,____,_,_._,........,___.40.___,,......_„__,.__,..._;____„_____,_ , , .,_ , ____:. ,.._ ,__ ;,_., , , , „ , i , , , .] 1 I I 1 1 , I I „ „ ; , ; ;:t :1 1 „ „ i; „ • I 1 ;;11 ? ; ,i; • ; ,, 1. , , „, ----!-- ---: - .--: - ,”- - - ■ , 1 , , ; , - - - r ! ! 1 1 1 - --' - 1 t k - I -- I ---- - -; 1 , ; . i, I ; : ; I I : - ; - - t -; - - — 1- ' I ' I t I 4 ..i. -- .• ; , ; ; ' ;_., _, _I„ : ; ; I ! '''' ' ! t : -.- Eugene, Oregon • (541) 484-4771 • www.evergreenengineering.com • C.303) 439-8777 • Portland, Oregon • . EVERGREEN ENGINEERING # Page *of ` � :.: • By_ Date 3 /B /o7 • f :r ('''• Project E M(nrJ Yil €141C.A I TE1-+100 S I WIND LOADS ' Design done per 1998 OSSC provisions per Exception 6 , Section 1609 1 1 of 2004 OSSC WIND SPEED.= 80 mph ' EXPOSURE= B ! ' ELEMENTS OF STRUCTURE: , MEAN ROOF HEIGHT (ft): 26 0 ; 1 ' . , p = ,[Qs *Ce'Cq *Iwo ' 1 Qs (psf) = 16.4 Ce - = 0.728 1 1 4 °Iw= 10 ; i • .. _ ". WINDWARD WALL-- - 018 { 9I6. psf__ -_ -;_- �.__ __{ ._ . i. 1 4 ? WINDWARD ROOF . 0 7 � 8,4 I { :` I W R _ psf { _. EWA D ' OO l { SA psf 1 _ — • t --i R 1, _"";_ . .,_._ _{ ___1,__1___; ; ___` _ __1; "_,.,._LEEWARD WALL_ ._ --_ 015 _I_ - ; 610 psf - 3 i I 1 ; I !WALL ELEMENTS 112 I 3 1 14T3 psf i -I i I I , RO 1 sf �- _�_ _ F M .—� -_� i _ _ I 1 � 1 1 PRIMARY SYSTEM USING METHOD 2, (PROJECTED AREA METHOD, HT < 40 FT) j ! j 1 ; , I : _ • _ -2-HEIGHT-TO --de 1 ---- ; Cq _ � - -_ _ _! . _ -.. i . ... .,;-- _ - _1- i i f 1 , i ! ! 1 , i I 1 1 1 1 I I I t ps 1 s - - 1 1 ) -- — _ , - - I_ 0 ;- - - - 1 -3 -_f , i _i 15 62 3. 1 _ � � _ - 7 � 20 1 � �_ 5.4 f _ � " __._ - ___ ._ , ! ' f 1'3 � ;25 ° 0. � � , � � 1 -'- " ' I t" - ;30 � 0.760 1 � 1 ( 3 � 16.2 psf - ��' � _ i � __ �_ _ ___ _ _ ...__. 1 _ -- ; v -- I - .. I 1 I - 1 1 , : WIND ALONG LONG DIRECTION (E W) I 1 I , 1 1 � I —,- , ` 16.2 T PRE - U LOAD i___ 1_ HEIGHT 1 AREA WIND SS RE O ; ; ; ' ` 1 9 unds i �_• ;_5.15'_.__ ;_____a- _ 121._ ; _ _ € _ ' _ .3.2 __'_ ..) -_1 ,5 9,4._ -po _ �_ -_ -_ __ , _.._ -1 • � ..�_ 302 �I� - � _ i_ 14.3 - - ---_ 1 " , ; � , i 15 - 20' 4,313.9 pounds I 1 . � -20' = -25' -__ _ —_ _ 302 , 15:4- [ 4,635 8- -pounds- __..._, ___�- _ � i ' l ! 6 ; 0 I II 972.2 pounds 1 I ) y i I 25 30 j 1 1 _ a 1 r : 17.9 1 1 1 0.0 po : � I i SHORT DIRECTIONI I (N - .1_ _ _ . , - 1 I � I WIND ALONG i TOTAL .._ _€ I .,.__.�.__. _____ __3_ _. �.., _--}.__ � .__ _1___ 1_111,521_ pounds..___�!__.. t _ -___I ._. _ -_; I # S) 1 I I ; 1 ! I I , 1 • ! ( ; L _ —__- . _- 1 — --J r _-1'' _. -__— I { t -._ I ______ ___5. _ i -AREA _. .__ WIND PRESSURE L`O �_ . f " T I i _ __- 5' 15' I____ _;, _ , __'4, 13 2___ ,_ ; _2,630.5 ound 1 15' - 20' I I I 1 497 1 14.3 p 7,099.3 pounds ' 1 1 j { k E 1 i 97 154 7629 o f :- 1 ; .. : _ ' .20'..25. 1 ,_- .., .., _ 1_4 ' ; _ _i. _ 1. -..p unds- _.." _! j - 1 po 25 30 ' 1 2� � 1 , , [ , i a 4 unds 1 , f '� ! 0 ?_' 99 S 1,6 j ( � � E [ 30' =40'` , 1' "; 0 79 t po � -, , , _ ___ TOTAL? - _ ' _,_, ` __ -i_ -- 18 poundsl I _ — ,, .., , ; , , , q ,,,, -,,,- 7 i ; ; T 1 - 1 t 1 ' .i - t - , 1 1 1 I 1 i I , ;' I� ; 1 , j I ; . . ; I i • ! i { i 1 _ I 1 I , i I , I • .__._ _ ? __ j � r ! _ __. _._ t I 7 _ - _ -I - 1 - _ -- i - . - -r i i ' a -- -}- I ._ _ - -' _# - - ., t- -• - _ • 1 • 1 Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon ,, : t . EVERGREEN ENGINEERING # Page 5 of `f .. By—( -Date 3I$10-7 • : . r Project ( SEISMIC LOADS Latitude ' 45 :44 Longitude - 122.78 Maximum Considered Earthquake S = 1 0615 S, = 0 3722 , C,= 0 020 h .26 ft ' - • - ,I = 1, .0 T = 0 23 sec ' .SITE CLSS E F = 0.97 ' i _ _ (tab le_1615.1.2(1))= _ _ i F„ = 2 64 ; (table 161'5.1.2(2)) i SD = ( / _ 0.686 - _. _. -- , - -' - ! ' S = ( = , ! 0.655 . + ' I i ' SEISMIC DESIGN CATEGORY D ` (table 1616.3(1) & ( 1 ; i s ; table,1616.3(2)) i i i ' ;Seismic bead Load -_BLDG DEADILOAD = , i 433400_pounds _ = I - 20% - 0E - SNOW > 30 PSF- - - 2 - -- 24300 ounds , 1605:3:1 -- - >- -- -- - -- I -- - i ` i j 1 ` ! I EQUIPMENT = i 12000 pounds i j 1 i I i i 1 l ,TOTAL W= , 456700 pounds ; i i ' I 1 1 1 I i i 1? f i 1 I; 1 ; - I gg LONG DIRECTION (E- W)i___.,i --(table-161-7.6-2) ' __. i___ - j f ; I G ! ; Intermediate : — ' i � � recastshear walls -- � 1 V i 3 -_ R• - - 4 - �i '-- -'- --! P , ( � = 2 .5 � -•- �' --_, __. -._ -._._ _ _ E , " ohn ecnb ble 16117.6.2) I to i I , : ; 1 Cs = SD /(R /I) _ ' 0.172 1 ; Eqn ;9 5.5 2.1 =1) ' I i I 1 , ' 1 C min - .0 044!s I ps = ..i ..._..i 3 i 0.00_,- -__' E `, 5 5.2:1 -2) . ' I ' ' s = Ds = 1;__-Egn.'9.5.5.2.1 =3) i i _Iz _ _ i -_. i 1 I 1 C� used = 0`.172[ ' !!!!L,' I r . . . . - r _. - V ° used =Cs W _..78374.._.. -_ - 1° -; - pounds`". - -; - - - i , - i. i - ; - 1---- ___i_ i - i For ASD, V used /1.4 = 55981 1 i pounds j 1 1 - I i 1 ---i _ . i I f � SHORT DIRECTION (N-5), i 1 t 1 j I j I Intermedate recast , — -1,- - _ - - f - , --- i , - - - _.:- -. - " -- - - R - - -- - — � i til 1617 6 2 - precast i I I 1 i t she r wall II I V 4 —� ' (ta a -� ; _--i.- __ -._!_- . --_ t_ - -_I __ , = -2.5_1_ € -- i , - ' (table161.7.6.2). _ _ _.-- - __ - I -__ I, i I____:_ -.__4 I i 1 1 C s = S Ds /(R /I) =1 0.172 i Eqn 5 1-!1) ; I ._ _ . ;._ i . ; ....- . -_ � I � ; I C' max = S, D1/T(R /I)�- .. 1 0 7 ;11 ! 1 E gn.,9 5 5.2.1 - 2) 1 1 i I i ! I , 1 t - - - _-..,_ _ ; -- - - -.1.-- -s L ..._..Cs- min = - 0:044 ; 'S D I =-- -• -0.030._..1_.. €..._...__.Eqn X9:5 5:2 .1 .3)- _;._.,. 1 4 , - 1- 4 -_ i _ - - - s i C; used= 0.172 ; ' 1 i i - I 1 1 I 1 � _ _ V used - Cs IN 7,8374 _ _, pounds ,. _ _.._ . # . ..__ i ' r i ' , ; ii e , 'a _. _-;�....�..`. -_.J;..... --4 F. __.. _ ._- ( ; _ - i_ ; _ . ( _ p - 1 ._ .- ' _ ._" . - 1 1 i 1 1 1 1 ; 1 ; , I For ASD, V used /1.4 = 55981 ) _ , _1 pounds ; _ 1 i i i I ;_ 1 - ' , r ._ B } I 1 _ . __._. 1_, i -.__....,._ 1 -- ,._.- i -__. a� F _ ..__— _.._ ∎_� i _ + i .._. WIND. SEISMIC COMPARISON i i 1 4- 1 __ _ 1 1 ___- 1 ____ j _ ...-- -_ _�_i __ 1 ;._ z i 1 I _ �a -; I ._. ` ■ 1 . _ I LONG DIRECTION (E -W) - I I ' i i , j 1 ! , i - , WIND LOAD = T - 1 - 1 11 pounds I ■ 1 i 1 1 r i r S i ___ ` -- . - - _- 1.__.- SEISMIC_LOAD_= __I _-_i___- l__55, 981, pounds,_ ..._-.{_._ _ i__L._ -- - L__i_ 1_ _ I __-1_ 1 I I I I 1 , I I 1 SEISMIC GOVERNS IN LONG DIRECTION; 1 1 + 1 ! i -. t i " °_, � SHORT'DIRECTION�(N- (N - _ r ._ _..;..__, n.__�_ __l - t ; - __.n__ ., - - . _.___ L WIND LOAD = t i_. 1 18,9631 pounds ,.1_ i -_ _ _ __. - .- -_ I �_- + _� 1 , -- 1 l I ': � i t i I 1 SEISMIC LOAD = 1 1 55981 pounds t I g i I I I - -- ; - - -4 1 - "• I - )- - - -1 --- ' ---- , - - - -- SEISMIC- GOVERNS -IN- SHORT - DIRECTION---- 1 - - - -- ' , k i I + I 1 I i I 1 i 1 i j - ' - - __ i - ' - " - - - ' Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon . . EVERGREEN ENGINEERING # Page 5 of { r:• Bye Date . l 8107 Project \ CL' YV p%cAL TFr.Rn,CiLn6K -S 1 . ROOF gRhm106 .t. 9 TI M AT E is c, DEAD Lo, _?? :flit i.. q ti1G ; 3.,0 1 ' - 'C: (In)oLU k . -g.p of 06) -` :. ` ' .._' . _._. _. .!- - .. FL'? U: b ._ _ 2 5 i . ' i . ' I '.. _ . rs , _ : _` _ Roor ' Z-oISTS, L. ,. ,.3 o �a'' TSS C(�5e.Z.i' o - -__ - _ ^ i ' - � TEL_v f RAM iN1G; _ 3. v _, ` t _ , ` . ; _ .. ' _ i - ' Mac 5 .`0 hsF { : + ^ ELC_ . 1 1 f ; I 1 ; f_.. ' ' _ _ .._ 17.5 PS ' _, ` - __ > _ U �CD_.. _..._, ._ _ ' 1 -_- _ .' , '_ _ PE Rr+ a.,t ; ;\l 61 fENiT_o_�.- ('ocC -f c JAc,_ -_ ?niir_ j __ 12 7J Ce d - Fc7LT_."Ivr i i ; 1 „_ RODE ' NOW ' L c41 - )-' _ _ 25 F . .. . �NO _� PR Ir1_ 'A I S � i .311ERC_11j 00. —P/ RAPE 1-_ -1_._ -- --- - ' C r - + 1 ' ' I _ -- : Q_C?°F- SC15TS ___.__�2.3 - -- S PAi.J_ I T3_I- L,6.5__ -. i o ! ___ : i, 41 , , c Q ' _�_ l _ ooF'_ g CMS oiA.. a �_ ' _ � _ _ ' -. ; ' , - j 1 - - - - j � - - 1 ; -- - , _ ! 1; - i d 13 { ! _ - ., __ �_ .. .._ __, _ _ _. � _ ... ,_ ,. __ -� - _ _ _ - X. _�4 3 , 25___‘,7]...J, ,79 i } .__ - T o dT _ 2.5;,Th ' fl ;',.. 1. 2, .'!, ; !, 't .. ; : ; _ j . . ! i 1 I 1 ; : . i ; , 1 i ; ., ..i_ ___4_ ! ; , ; I'i 1 ^ � i4,�11i" 4 � �� ! i ` 7 f .1 1 % d 1 I 1 ' „1., I s ____s - _; __[____ 31.,`251,___!. - -.-_ 1__'_ - _� - ,I._25_. _ __1. _.35,_3 = __. . _-�-__ ..1 E {{ t ® ; _ _ _ �. - _ . -._e _ _�_ ___; - �� L - ;_.. __- __._ -_._ - , _ .. _ { __, _ 1 — 1 — -- , I ' 2.5� - � �• � _._ _� f=.p,G � -' . 1 _ `�r% 13•;60�� x 18'Psfj 11 �" i� . -- q T` - -- - -- - - - - - O - , i :- IX 4[ - j �� \1' .� .2$ +13.b x25 P ' ' R__. , i 31.25' ^ , 31.25 '1, ' . , ' _-_ 1 - -__ k = �' ' -1_ �. a. _ ? __.;__ 1 i _. - , t CiJEsrt L-I0 r_._of . _:ge —i Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon Q • �' Job No Sheet No Rev • • Software licensed to Oregon Engineers Limited Part Job Title EAST LINE OF INTERIOR ROOF BEAMS Ref By GK Date06- FEB -07 Chd Client HEMCON File East Line of Roof Beams I Date/Time 06- Feb -2007 21:28 • I I I I 1 j ,, 1- 25 p, 6 I 3— 25 25 24 24 I 1 _,g2-3- i i j j'2 2 2 l— - ii 21 3, _2_0 20 j I 18 19 19 I I 1 7Ai 18 — 18 j j 15 I 3 13 14 14 15 1 l ,18_ 8 3171010 11 1 12 2 7 6" 8 3 3 I a 1 2 -i 4 4 2 I I I I 1 Print Time/Dater 13/02/2007 09 42 STAAD.Pro for Windows Release 2002 Print Run 1 of 1 Tuesday, February 13, 2007, 09:43 AM - - - - - - PAGE NO. // - - * STAAD.Pro * Version 2002 Bld 1003 * Proprietary Program of * Research Engineers, Intl. * * Date = FEB 6, 2007 * * Time= 21:28:21 * * * * USER ID: Oregon Engineers Limited * ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD SPACE 2. START JOB INFORMATION 3. JOB NAME EAST LINE OF INTERIOR ROOF BEAMS 4. JOB CLIENT HEMCON 5. ENGINEER NAME GK 6. ENGINEER DATE 06- FEB -07 • 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 2.5 0 0 17 62.5 0 0; 18 66.5 0 0 25 94.5 0 0; 26 97.8 0 0 12. 27 31.25 0 0 13. MEMBER INCIDENCES 14. 1 1 2 8; 9 9 27; 10 27 10; 11 10 11 26 15. MEMBER RELEASE 16. 9 17 END MZ 17. 10 18 STA MZ 18. UNIT INCHES 19. CONSTANTS 20. E 29000 ALL 21. DENSITY 0.000283 ALL 22. POISSON STEEL ALL 23. MEMBER PROPERTY AMERICAN 24. 1 TO 9 TABLE ST W18X40 25. 10 TO 17 TABLE ST W18X40 26. 18 TO 26 TABLE ST W18X50 27. SUPPORTS 28. 1 17 26 27 PINNED 29. LOAD 1 DEAD 30. MEMBER LOAD 31. JOINT LOAD 32. 2 TO 25 FY -1.7 33. SELFWEIGHT Y -1 34. LOAD 2 EQUIPMENT 35. JOINT LOAD 36. 16 18 FY -0.6 37. LOAD 3 SNOW 38. JOINT LOAD 39. 2 TO 25 FY -2.4 40. LOAD COMBINATION 11 41. 1 1.0 2 1.0 3 1.0 C: \OEL1 \Evergreen \Hemcon \Staad \East Line of Roof Beams.anl Page 1 of 9 Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. /8 s 42. LOAD COMBINATION 12 43. 1 1.2 2 1.2 3 1.6 44. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 27/ 26/ 4 ORIGINAL /FINAL BAND- WIDTH= 18/ 1/ 12 DOF TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 150 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.1/ 23663.8 MB, EXMEM = 126.1 MB ZERO STIFFNESS IN DIRECTION 6 AT JOINT 27 EQN.NO. 54 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. ZERO STIFFNESS IN DIRECTION 6 AT JOINT 17 EQN.NO. 99 ** *WARNING - INSTABILITY AT JOINT 26 DIRECTION = MX PROBABLE CAUSE SINGULAR - ADDING WEAK SPRING K- MATRIX DIAG= 3.4926098E +02 L- MATRIX DIAG= - 5.6843419E -14 EQN NO 148 ** *NOTE - VERY WEAK SPRING ADDED FOR STABILITY * *NOTE ** STAAD DETECTS INSTABILITIES AS EXCESSIVE LOSS OF SIGNIFICANT DIGITS DURING DECOMPOSITION. WHEN A DECOMPOSED DIAGONAL IS LESS THAN THE BUILT -IN REDUCTION FACTOR TIMES THE ORIGINAL STIFFNESS MATRIX DIAGONAL, STAAD PRINTS A SINGULARITY NOTICE. THE BUILT -IN REDUCTION FACTOR IS 1.000E -09 THE ABOVE CONDITIONS COULD ALSO BE CAUSED BY VERY STIFF OR VERY WEAK ELEMENTS AS WELL AS TRUE SINGULARITIES. 45. LOAD LIST 11 46. PRINT MEMBER FORCES C: \OELi \Evergreen \Hemcon\Staad \East Line of Roof Beams.anl Page 2 of 9 • Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. i MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 11 1 0.00 16.11 0.00 0.00 0.00 0.00 2 0.00 -16.01 0.00 0.00 0.00 481.73 2 11 2 0.00 11.91 0.00 0.00 0.00 - 481.73 3 0.00 -11.75 0.00 0.00 0.00 1049.45 3 11 3 0.00 7.65 0.00 0.00 0.00 - 1049.45 4 0.00 -7.49 0.00 0.00 0.00 1412.67 4 11 4 0.00 3.39 0.00 0.00 0.00 - 1412.67 5 0.00 -3.23 0.00 0.00 0.00 1571.39 5 11 5 0.00 -0.87 0.00 0.00 0.00 - 1571.39 6 0.00 1.03 0.00 0.00 0.00 1525.63 6 11 6 0.00 -5.13 0.00 0.00 0.00 - 1525.63 7 0.00 5.29 0.00 0.00 0.00 1275.37 7 11 7 0.00 -9.39 0.00 0.00 0.00 - 1275.37 8 0.00 9.55 0.00 0.00 0.00 820.61 8 11 8 0.00 -13.65 0.00 0.00 0.00 - 820.61 9 0.00 13.81 0.00 0.00 0.00 161.37 9 11 9 0.00 -17.91 0.00 0.00 0.00 - 161.37 27 0.00 17.94 0.00 0.00 0.00 0.00 10 11 27 0.00 15.40 0.00 0.00 0.00 0.00 10 0.00 -15.27 0.00 0.00 0.00 597.96 11 11 10 0.00 11.17 0.00 0.00 0.00 - 597.96 11 0.00 -11.01 0.00 0.00 0.00 1130.13 12 11 11 0.00 6.91 0.00 0.00 0.00 - 1130.13 12 0.00 -6.75 0.00 0.00 0.00 1457.81 13 11 12 0.00 2.65 0.00 0.00 0.00 - 1457.81 13 0.00 -2.49 0.00 0.00 0.00 1581.0C 14 11 13 0.00 -1.61 0.00 0.00 0.00 - 1581.00 14 0.00 1.77 0.00 0.00 0.00 1499.69 15 11 14 0.00 -5.87 0.00 0.00 0.00 - 1499.69 15 0.00 6.03 0.00 0.00 0.00 1213.89 C:\OEL1 \Evergreen \Hemcon \Staad \East Line of Roof Beams.anl Page 3 of 9 Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. 1 b MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 16 11 15 0.00 -10.13 0.00 0.00 0.00 - 1213.89 16 0.00 10.29 0.00 0.00 0.00 723.59 17 11 16 0.00 -14.99 0.00 0.00 0.00 - 723.59 17 0.00 15.15 0.00 0.00 0.00 0.00 18 11 17 0.00 17.49 0.00 0.00 0.00 0.00 18 0.00 -17.29 0.00 0.00 0.00 834.63 19 11 18 0.00 12.59 0.00 0.00 0.00 - 834.63 19 0.00 -12.39 0.00 0.00 0.00 1434.07 20 11 19 0.00 8.29 0.00 0.00 0.00 - 1434.07 20 0.00 -8.09 0.00 0.00 0.00 1827.13 21 11 20 0.00 3.99 0.00 0.00 0.00 - 1827.13 21 0.00 -3.79 0.00 0.00 0.00 2013.80 22 11 21 0.00 -0.31 0.00 0.00 0.00 - 2013.80 22 0.00 0.51 0.00 0.00 0.00 1994.09 23 11 22 0.00 -4.61 0.00 0.00 0.00 - 1994.09 23 0.00 4.81 0.00 0.00 0.00 1767.99 24 11 23 0.00 -8.91 0.00 0.00 0.00 - 1767.99 24 0.00 9.11 0.00 0.00 0.00 1335.51 25 11 24 0.00 -13.21 0.00 0.00 0.00 - 1335.51 25 0.00 13.41 0.00 0.00 0.00 696.64 26 11 25 0.00 -17.51 0.00 0.00 0.00 - 696.64 26 0.00 17.67 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 47. PRINT JOINT DISPLACMENTS LIST 5 6 13 21 22 C: \OEL1 \Evergreen \Hemcon\Staad \East Line of Roof Beams.anl Page 4 of 9 Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. )3' JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 5 11 0.00000 - 1.30740 0.00000 0.00000 0.00000 - 0.00118 6 11 0.00000 - 1.26225 0.00000 0.00000 0.00000 0.00301 13 11 0.00000 - 1.31704 0.00000 0.00000 0.00000 - 0.00041 21 11 0.00000 - 1.63489 0.00000 0.00000 0.00000 - 0.00170 22 11 0.00000 - 1.61672 0.00000 0.00000 0.00000 0.00244 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 48. LOAD LIST 11 12 49. PRINT SUPPORT REACTION C: \OEL1 \Evergreen \Hemcon \Staad \East Line of Roof Beams.anl Page 5 of 9 Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. / k Z SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 11 0.00 16.11 0.00 0.00 0.00 0.00 12 0.00 22.95 0.00 0.00 0.00 0.00 17 11 0.00 36.74 0.00 0.00 0.00 0.00 12 0.00 52.09 0.00 0.00 0.00 0.00 26 11 0.00 17.67 0.00 0.00 0.00 0.00 12 0.00 25.13 0.00 0.00 0.00 0.00 27 11 0.00 33.34 0.00 0.00 0.00 0.00 12 0.00 47.51 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 50. PARAMETER 51. CODE AISC 52. NSF 0.85 ALL 53. FYLD 50 MEMB 1 TO 26 54. LY 4 MEMB 1 TO 26 55. BEAM 1 ALL 56. CHECK CODE MEMB 1 TO 26 C: \OEL1 \Evergreen \Nemcon \Staad \East Line of Roof Beams.anl Page 6 of 9 Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. /i'2 STAAD.Pro CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 ST W18 X40 PASS AISC- H1 -3 0.304 12 0.00 T 0.00 - 686.82 30.00 2 ST W18 X40 PASS AISC- H1 -3 0.663 12 0.00 T 0.00 - 1496.00 48.00 3 ST W18 X40 PASS AISC- H1 -3 0.892 12 0.00 T 0.00 - 2013.71 48.00 4 ST W18 X40 PASS AISC- H1 -3 0.993 12 0.00 T 0.00 - 2239.94 48.00 5 ST W1B X40 PASS AISC- H1 -3 0.993 12 0.00 T 0.00 - 2239.94 0.00 6 ST W1B X40 PASS AISC- H1 -3 0.964 12 0.00 T 0.00 - 2174.70 0.00 7 ST W18 X40 PASS AISC- H1 -3 0.806 12 0.00 T 0.00 - 1817.98 0.00 8 ST W18 X40 PASS AISC- H1 -3 0.518 12 0.00 T 0.00 - 1169.79 0.00 9 ST W18 X40 PASS SHEAR -Y 0.256 12 0.00 T 0.00 0.00 9.00 10 ST W18 X40 PASS AISC- H1 -3 0.377 12 0.00 T 0.00 - 851.73 39.00 11 ST W18 X40 PASS AISC- H1 -3 0.713 12 0.00 T 0.00 - 1609.41 48.00 12 ST W18 X40 PASS AISC- H1 -3 0.920 12 0.00 T 0.00 - 2075.62 48.00 13 ST W18 X40 PASS AISC- H1 -3 0.997 12 0.00 T 0.00 - 2250.35 48.00 14 ST W18 X40 PASS AISC- H1 -3 0.997 12 0.00 T 0.00 - 2250.35 0.00 15 ST W18 X40 PASS AISC- H1 -3 0.946 12 0.00 T 0.00 - 2133.61 0.00 16 ST W18 X40 PASS AISC- H1 -3 0.765 12 0.00 T 0.00 - 1725.40 0.00 17 ST W18 X40 PASS AISC- H1 -3 0.455 12 0.00 T 0.00 - 1025.72 0.00 18 ST W18 X50 PASS AISC- H1 -3 0.403 12 0.00 T 0.00 - 1182.22 48.00 19 ST W18 X50 PASS AISC- H1 -3 0.694 12 0.00 T 0.00 - 2036.13 48.00 20 ST W18 X50 PASS AISC- H1 -3 0.885 12 0.00 T 0.00 - 2596.31 48.00 21 ST W18 X50 PASS AISC- H1 -3 0.975 12 0.00 T 0.00 - 2862.74 48.00 C:\OEL1 \Evergreen \Hemcon \Staad \East Line of Roof Beams.anl Page 7 of 9 • Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. Y,A. • ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 22 ST W18 X50 PASS AISC- H1 -3 0.975 12 0.00 T 0.00 - 2862.74 0.00 23 ST W18 X50 PASS AISC- H1 -3 0.966 12 0.00 T 0.00 - 2835.43 0.00 24 ST W18 X50 PASS AISC- H1 -3 0.857 12 0.00 T 0.00 - 2514.38 0.00 25 ST W18 X50 PASS AISC- H1 -3 0.647 12 0.00 T 0.00 - 1899.59 0.00 26 ST W18 X50 PASS AISC- H1 -3 0.338 12 0.00 T 0.00 - 991.05 0.00 57. STEEL TAKE OFF C: \OEL1 \Evergreen \Hemcon \Staad \East Line of Roof Beams.anl Page 8 of 9 • Tuesday, February 13, 2007, 09:43 AM STAAD SPACE -- PAGE NO. / +S STEEL TAKE -OFF PROFILE LENGTH(INCH) WEIGHT(KIP ) ST W18 X40 750.00 2.505 ST W18 X50 423.60 1.762 PRISMATIC STEEL 0.00 0.000 TOTAL = 4.267 * * * * * * * * * * ** END OF DATA FROM INTERNAL STORAGE * * * * * * * * * * ** 58. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= FEB 6,2007 TIME= 21:28:21 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** C: \OEL1 \Evergreen \Hemcon \Staad \East Line of Roof Beams.anl Page 9 of 9 • Job No Sheet No Rev Software licensed to Oregon Engineers Limited Part Job Title WEST LINE OF INTERIOR ROOF BEAMS Ref By GK Date06- FEB -07 Chd Client HEMCON File West Line of Roof Beams Daternme 1 3- Feb -2007 09:46 1 I I 1 I I 1 i I I I ,15" 16 j I I I -- 14 15 ' I 1 I 1 14 1 - 13 ' 111 Y1' 12 __3 10 '0 71 I e 8 I 7 1 8 :5. 5 3 4 4 2 2 3 All 1 1 I I - -- - - - - - -- — - Print Time/Date' 13/02/2007 09 51 STAAD.Pro for Windows Release 2002 Print Run 1 of 1 Tuesday, February 13, 2007, 09:49 AM PAGE NO. 17 * * * STAAD.Pro * * Version 2002 Bld 1003 * Proprietary Program of * Research Engineers, Intl. * Date = FEB 13, 2007 * Time= 9:46:22 * * * * USER ID: Oregon Engineers Limited * ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD SPACE 2. START JOB INFORMATION 3. JOB NAME WEST LINE OF INTERIOR ROOF BEAMS 4. JOB CLIENT HEMCON 5. ENGINEER NAME GK 6. ENGINEER DATE 06- FEB -07 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 2.5 0 0; 3 6.5 0 0; 4 10.5 0 0; 5 14.5 0 0; 6 18.5 0 0; 7 22.5 0 0 12. 8 26.5 0 0; 9 30.5 0 0; 10 34.5 0 0; 11 38.5 0 0; 12 42.5 0 0; 13 46.5 0 0 13. 14 50.5 0 0; 15 54.5 0 0; 16 58.5 0 0; 17 62.5 0 0; 18 31.25 0 0 14. MEMBER INCIDENCES 15. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 18; 10 18 10 16. 11 10 11; 12 11 12; 13 12 13; 14 13 14; 15 14 15; 16 15 16; 17 16 17 17. MEMBER RELEASE 18. 9 END MZ 19. 10 STA MZ 20. UNIT INCHES KIP 21. CONSTANTS 22. E 29000 ALL 23. DENSITY 0.000283 ALL 24. POISSON STEEL ALL 25. MEMBER PROPERTY AMERICAN 26. 1 TO 9 TABLE ST W18X35 27. 10 TO 17 TABLE ST W18X35 28. SUPPORTS 29. 1 17 18 PINNED 30. LOAD 1 DEAD 31. JOINT LOAD 32. 2 TO 16 FY -1.4 33. SELFWEIGHT Y -1 34. LOAD 2 SNOW 35. JOINT LOAD 36. 2 TO 16 FY -1.9 37. LOAD COMBINATION 11 38. 1 1.0 2 1.0 39. LOAD COMBINATION 12 40. 1 1.2 2 1.6 41. PERFORM ANALYSIS C: \OEL1 \Evergreen \Hemcon \Staad \west Line of Roof Beams.anl Page 1 of 8 Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. / I$ P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER+ELEMENTS /SUPPORTS = 18/ 17/ 3 ORIGINAL /FINAL BAND- WIDTH= 9/ 1/ 12 DOF TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 99 SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.0/ 23520.7 MB, EXMEM = 103.4 MB ZERO STIFFNESS IN DIRECTION 6 AT JOINT 18 EQN.NO. 54 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. ** *WARNING - INSTABILITY AT JOINT 17 DIRECTION = MX PROBABLE CAUSE SINGULAR- ADDING WEAK SPRING K- MATRIX DIAG= 1.1850961E +02 L- MATRIX DIAG= - 1.5631940E -13 EQN NO 97 ** *NOTE - VERY WEAK SPRING ADDED FOR STABILITY * *NOTE ** STAAD DETECTS INSTABILITIES AS EXCESSIVE LOSS OF SIGNIFICANT DIGITS DURING DECOMPOSITION. WHEN A DECOMPOSED DIAGONAL IS LESS THAN THE BUILT -IN REDUCTION FACTOR TIMES THE ORIGINAL STIFFNESS MATRIX DIAGONAL, STAAD PRINTS A SINGULARITY NOTICE. THE BUILT -IN REDUCTION FACTOR IS 1.000E -09 THE ABOVE CONDITIONS COULD ALSO BE CAUSED BY VERY STIFF OR VERY WEAK ELEMENTS AS WELL AS TRUE SINGULARITIES. 42. LOAD LIST 11 43. PRINT MEMBER FORCES C: \OEL1 \Evergreen \Xemcon \Staad \West Line of Roof Beams.anl Page 2 of 8 Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. / MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 11 1 0.00 13.01 0.00 0.00 0.00 0.00 2 0.00 -12.92 0.00 0.00 0.00 388.91 2 11 2 0.00 9.62 0.00 0.00 0.00 - 388.91 3 0.00 -9.48 0.00 0.00 0.00 847.31 3 11 3 0.00 6.18 0.00 0.00 0.00 - 847.31 4 0.00 -6.04 0.00 0.00 0.00 1140.59 4 11 4 0.00 2.74 0.00 0.00 0.00 - 1140.59 5 0.00 -2.60 0.00 0.00 0.00 1268.75 5 11 5 0.00 -0.70 0.00 0.00 0.00 - 1268.75 6 0.00 0.84 0.00 0.00 0.00 1231.80 6 11 6 0.00 -4.14 0.00 0.00 0.00 - 1231.80 7 0.00 4.28 0.00 0.00 0.00 1029.73 7 11 7 0.00 -7.58 0.00 0.00 0.00 - 1029.73 8 0.00 7.72 0.00 0.00 0.00 662.55 8 11 8 0.00 -11.02 0.00 0.00 0.00 - 662.55 9 0.00 11.16 0.00 0.00 0.00 130.25 9 11 9 0.00 -14.46 0.00 0.00 0.00 - 130.25 18 0.00 14.49 0.00 0.00 0.00 0.00 10 11 18 0.00 12.37 0.00 0.00 0.00 0.00 10 0.00 -12.26 0.00 0.00 0.00 480.36 11 11 10 0.00 8.96 0.00 0.00 0.00 - 480.36 11 0.00 -8.82 0.00 0.00 0.00 907.08 12 11 11 0.00 5.52 0.00 0.00 0.00 - 907.08 12 0.00 -5.38 0.00 0.00 0.00 1168.69 13 11 12 0.00 2.08 0.00 0.00 0.00 - 1168.69 13 0.00 -1.94 0.00 0.00 0.00 1265.19 14 11 13 0.00 -1.36 0.00 0.00 0.00 - 1265.19 14 0.00 1.50 0.00 0.00 0.00 1196.56 15 11 14 0.00 -4.80 0.00 0.00 0.00 - 1196.56 15 0.00 4.94 0.00 0.00 0.00 962.83 C: \OEL1 \Evergreen \Hemcon \Staad \West Line of Roof Beams.anl Page 3 of 8 Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. /`_ MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 16 11 15 0.00 -8.24 0.00 0.00 0.00 - 962.83 16 0.00 8.38 0.00 0.00 0.00 563.97 17 11 16 0.00 -11.68 0.00 0.00 0.00 - 563.97 17 0.00 11.82 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 44. PRINT JOINT DISPLACMENTS LIST 5 6 13 C: \OELI \Evergreen \Hemcon \Staad \West Line of Roof Beams.anl Page 4 of 8 Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. XII JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 5 11 0.00000 - 1.26398 0.00000 0.00000 0.00000 - 0.00114 6 11 0.00000 - 1.22031 0.00000 0.00000 0.00000 0.00292 13 11 0.00000 - 1.25973 0.00000 0.00000 0.00000 - 0.00037 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 45. LOAD LIST 11 12 46. PRINT SUPPORT REACTION C:1OEL11Evergreen\Hemcon \Staad \West Line of Roof Beams.anl Page 5 of 8 Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. /22 SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 11 0.00 13.01 0.00 0.00 0.00 0.00 12 0.00 18.48 0.00 0.00 0.00 0.00 17 11 0.00 11.82 0.00 0.00 0.00 0.00 12 0.00 16.78 0.00 0.00 0.00 0.00 18 11 0.00 26.86 0.00 0.00 0.00 0.00 12 0.00 38.17 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 47. PARAMETER 48. CODE AISC 49. NSF 0.85 ALL 50. FYLD 50 MEMB 1 TO 17 51. LY 4 MEMB 1 TO 17 52. BEAM 1 ALL 53. CHECK CODE MEMB 1 TO 17 C: \OEL1 \Evergreen \Hemcon \Staad \West Line of Roof Beams.anl Page 6 of 8 • • ' Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. JI 23 STAAD.Pro CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY ME LOCATION 1 ST W18 X35 PASS AISC- H1 -3 0.291 12 0.00 T 0.00 - 552.78 30.00 2 ST W18 X35 PASS AISC- H1 -3 0.633 12 0.00 T 0.00 - 1204.13 48.00 3 ST W18 X35 PASS AISC- H1 -3 0.852 12 0.00 T 0.00 - 1620.85 48.00 4 ST W18 X35 PASS AISC- H1 -3 0.948 12 0.00 T 0.00 - 1802.96 48.00 5 ST W18 X35 PASS AISC- H1 -3 0.948 12 0.00 T 0.00 - 1802.96 0.00 6 ST W18 X35 PASS AISC- H1 -3 0.920 12 0.00 T 0.00 - 1750.45 0.00 7 ST W18 X35 PASS AISC- H1 -3 0.769 12 0.00 T 0.00 - 1463.32 0.00 8 ST W18 X35 PASS AISC- H1 -3 0.495 12 0.00 T 0.00 - 941.57 0.00 9 ST W18 X35 PASS SHEAR -Y 0.220 12 0.00 T 0.00 0.00 9.00 10 ST W18 X35 PASS AISC- H1 -3 0.359 12 0.00 T 0.00 - 682.66 39.00 11 ST W18 X35 PASS AISC- H1 -3 0.678 12 0.00 T 0.00 - 1289.00 48.00 12 ST W18 X35 PASS AISC- H1 -3 0.873 12 0.00 T 0.00 - 1660.71 48.00 13 ST W18 X35 PASS AISC- H1 -3 0.945 12 0.00 T 0.00 - 1797.81 48.00 14 ST W18 X35 PASS AISC- H1 -3 0.945 12 0.00 T 0.00 - 1797.81 0.00 15 ST W18 X35 PASS AISC- H1 -3 0.894 12 0.00 T 0.00 - 1700.28 0.00 16 ST W18 X35 PASS AISC- H1 -3 0.719 12 0.00 T 0.00 - 1368.14 0.00 17 ST W18 X35 PASS AISC- H1 -3 0.421 12 0.00 T 0.00 - 801.38 0.00 54. STEEL TAKE OFF C:10EL11Evergreen \Hemcon \Staad \West Line of Roof Beams.anl Page 7 of 8 Tuesday, February 13, 2007, 09:49 AM STAAD SPACE -- PAGE NO. n STEEL TAKE -OFF PROFILE LENGTH(INCH) WEIGHT(KIP ) ST W1B X35 750.00 2.186 PRISMATIC STEEL 0.00 0.000 TOTAL = 2.186 * * * * * * * * * * ** END OF DATA FROM INTERNAL STORAGE * * * * * * * * * * ** 55. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE= FEB 13,2007 TIME= 9:46:23 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * By Email - North America : support @reiusa.com * By Email - International : support @reiworld.com * Tel. (USA) : 714 - 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** C: \OELi \Evergreen \Hemcon \Staad \West Line of Roof Beams.anl Page 8 of 8 EVERGREEN ENGINEERING # Page of • By - -S�- Date 18103 f •. 4 '''' Project HEM CO 0 Rcf co 3 cT►ot'1S I. ��TEEL P..,C C em.10 TIon1,S To TILT-UP (,,.BALLS _ _ ( XimOM 1 VERT►LAL LcAD = 47.5 K . - ► 1 7TaX►m ��M A`�D Vr =�Tlc L 'LOAD 33;34 k (50T .0(' pLpoE. WALL gNGI {oRAG,E, -- - k: ' I°LYWoob i 7.51 wu _, i -' • __' ._L.O�A - 563 Xi ' - 2 ,252# ■ , - - _._r 1 I 1(^ DE p) 1 I - - +c °- 4000- L _ _ ___.. _, _ , _ % ___,._ -_.._ E —O , - O , = ,- I 2: 252 K ,-( N - • .- . - -p— -- JL- -1 i t :- = 1 it (4 l ® E 1 �,� 1 i� t I� 0 _ �__ ____ __'__._'- --:-5---=;= --:-5---=;= m _ __ ; I �d_ j t p - - I - i p_ = _ r(\ -�� I � ., � � -c5 - p IP - I I ; � z � /i i„, _ _._ . -.N . 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I _. •` ' [( ) . 2 0 50 ] x ,I72 { I 1 r i i f , 8 #/ '_ .. I __ _._= _ P4 fr3_ „ . _k_46,5...'.� -0,568 _)Q13 52 x_(g (,, t_i3 -s D, A1 / _PB 6 ' =. f q ,.29.K i _ - - -_# _._._. _.,__t i z 1 !ill!;', i , ' T= 1 �O , h9 3 X 46,5)t.�, 5 6 8 x13.5 - ' 19:29t__' 20 _ .b.o 1 i i �� , < D {- _ _ _,;_.__ AR Gwi_`i C4R_ � ',f_ _a9f_to =,i!`(.,21.._ . P_.3o7sk /fir_ ___w._', i ' 1_ I , A. _ t , .. ._ , i ii i Y C. i i f ' 4 1 ' 1 i 1 ' � o i k 1 s1 i �.- .....w .� � { .� � _ _ _ E 1 ._.. q . _�... -� .-_ I _ _ E - 1 -ro f _. _ a,' .1 ..op ._ p G �, = n 120%.,' . w = 29 , '7' ; ; ?._ -.__ 1 . 1 �a, � f � - Q =h ___ i_ � _ _ ?� ( _.._m.'_ R�rl- �r► .-_ �20-, 16 .oK x2 _�' 21.7. ....= 3o 2 -t ` - -- I j ; : , I 1 1 I ' I i i 4 j I , € I 1 go i._ (2Gt} _- E -3 2 _. " 4,9 k I i I; 1 1 i -- H_ j a i 1 ; i I , 1 4. -..'_ _ ... � V)IA o.A6 � _N A - ILI 6,1. — K .- 16192L .2 306._1) ----s - _ �..._� s _ -._�- 4 __ ! __1 ._k ._ .. _ I F. i 1 }._ l _�-_. _ -_. __- i ! -- 1 _ - ! 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JOB NO : DATE 2/20/2007 EVI W BY GK Tilt -up Panel Design based on ACI 318 -05 TYPICAL P/ - fJCL ANALYZCD FoR ‘' IJJID) STRIP INPUT DATA & DESIGN SUMMARY 4_ btu - diaphragm 1P1 P2 CONCRETE STRENGTI f'c = 4 ksi REBAR STRENGTH fy = 60 ksi . OUT - OF - PLANE FORCE W, = 16 7 psf, for wall 1 OUT - PARAPET w2 = 44 psf, for parapet 1 LEDGER DL P1, = 0414 k/ft ∎ 1 LEDGER LL FI = 045 k/ft design panel 1 all load DIST FROM FACE el = 3 5 in PARAPET DL P2 = 0 04 k/ft PARAPET LIVE LOAD P2 = 0 k/ft be 1 ELEMENT WIDTH be = 1 ft TRIBUTARY WIDTH bt = 1 ft WALL THICKNESS t = 65 in Pt DL= IB PF 2 d WALL VERT. SPAN h = 22 ft Y = 2 1 7(T PARAPET HEIGHT h = 0 5 ft REVEAL THICKNESS = 0 in 2- (� I L I_ S I VERT REINF.- MIDDLE 1 LAYER # 5 12 in, o c I 2 I 3S F Y 300 1 /F1 HORIZ REINF. - MIDDLE 1 LAYER # 4 @ 12 in, o c '2- ANALYSIS TN]S CALL- IS CoNS.6RvAINC CHECK VERTICAL FACTORED LOAD LESS THAN 0 06f0 Ag (ACI 318 -05 Sec 14 8 2 6) p„= I2p1,,,+ I6pl ,f + I2P2,,, +I.6p2,, +I2w,,,05/0b, = 234 k < 0 06fc'Ag = 1872 k [SATISFACTORY] CHECK VERTICAL REINFORCEMENT LESS THAN 0 6p (ACI 318 -05 Sec 14 8 2 3 8 R9 3 2.2) Pa,❑ = 0 85fi j e 0 SSQ f en = 0018 > P „, „,,,= 0008 f y err +er .f , g„± 0.005 [SATISFACTORY] CHECK Mcr LESS THAN eMn (ACI 318 -05 Sec 14 8 2 4) = MAX 0.9- 025/'„ , 065 [ A /N(0 I /'rA, , 0 /'h) = 0 8879 (ACI 318 -05 Sec 9 3 2 2) 75 ! = 4008 k -in < mM ItA „f,ld = 5456 k -in y, ll / (ACI 318 -05 Sec 9 5 2 3) [SATISFACTORY] CHECK WALL STRENGTH h,1 1 6w,b,h z a + 5r /, = nq „(d -c� + 3 = 20 in , M, „= 8 +PI„ = 256 k -in 2 (ACI 318-05 Sec 14 8 3) M „ ' = 34 17 k -in < OM„ = 54 56 k -in M SP„h' I - [SATISFACTORY] - (0 75)48F.,/„ (ACI 318 -05 Sec 14 8 3, Eq14-6) CHECK SERVICE LOAD OUT -OF -PLANE DEFLECTION (ACI 318 -05 Sec 14.8 3, Eq14-9) w,b,h a +0 51 M „ = 8 +( /In +II „� 2 = 15 0 k-in /',= ( /'In, +PI „ +p + / + 0 5,v,J , )b, = 18 k M = M, = 18 315 k -in M crl r r Mcr 1 1 51',11' !,= N /IN {( M/ /, +f l M J J/„ 1,} = 275 in I- 48F,/„ \\ J L 111 5M/,2 A 013 in < 150 = 1 8 in [SATISFACTORY] CHECK PARAPET STRENGTH 1.614 M „, „ „ „,,,,_ 2 = 0 k -i < OM „= 09A „1 , (d- - = 55 k -in [SATISFACTORY] . George PROJECT HemCon - Panels at Beam Seats PAGE 37 CLIENT Kadaplakel, P.E. JOB NO. DATE . 2 /20/2007 REVIEW BY GK Tilt -up Panel Design based on ACI 318 -05 TtiP►CAt. S Yf3 (JAN OW( A.11f1r LoAOI, FROM ROOD- eAlnrn INPUT DATA & DESIGN SUMMARY * btu - diaphragm P P2 CONCRETE STRENGT1 f'c = 4 ksi REBAR STRENGTH fy = 60 ksi I ••• .• • •.. ...•.. . .•. . ... • OUT - OF - PLANE FORCE w, = 16 7 psf, for wall I 1 OUT - PARAPET w2 = 44 psf, for parapet I LEDGER DL P1 = 2 44 k/ft I LEDGER LL P1 = 3 45 k/ft design panel . h all load DIST FROM FACE el = 2 5 in PARAPET DL P2 = 0 04 k/ft PARAPET LIVE LOAD P2 = 0 k/ft be 1 ELEMENT WIDTH be = 3 ft TRIBUTARY WIDTH bt = 3 ft " "' " "' "' ""' ''• WALL THICKNESS t = 6 5 in WALL VERT SPAN h = 22 ft 1 p I DL = Z I X 24 t s [gj5f / 3 1 .s . 2.2 PARAPET HEIGHT h= 0 5 ft REVEAL THICKNESS = 0 in VERT REINF. - EDGES n 2 LAYERS # 5 @ 12 in, o c pl LL ' 3Z •A 2 4 x 25 = 3, ` 14 / FT HORIZ. REINF - EDGES 2 LAYERS # 4 @ 12 in, o c ANALYSIS TI41S Cpc(_c. IS Cpnl = ERvATlve CHECK VERTICAL FACTORED LOAD LESS THAN 0 06f (ACI 318 -05 Sec 14 8 2 6) p „= (1.2p1,,, +I6 Phi +I 2p2 +I 6p2 „ +I2w,,,05h)b, = 28.71 k < 0.06fc'Ag = 56.16 k [SATISFACTORY] CHECK VERTICAL REINFORCEMENT LESS THAN 0 6p (ACI 318 -05 Sec 14 8 2 3 & R9 3 2 2) P1,11 = O.RS/i, je e _ 085/i, j c en = 0018 > P „,,,,,,,= 0010 / ,, E„ + E , j y e „ + 0 005 [SATISFACTORY] CHECK Mcr LESS THAN (1)Mn (ACI 318 -05 Sec 14 8 2.4) 0 = A-/AX 09- 025/'” 0 MIN (0 11,A, , OP J = 08531 (ACI 318 -05 Sec 9 3 2 2) M,, = ” /A = 12025 k -in < ¢M,= �A„ /,(d -� � = 30646 k -in (ACI 318 -05 Sec 9 5 2.3) [SATISFACTORY] CHECK WALL STRENGTH z h,c I6 wih,h z e +0 /,, = 1 /A,.(a/ - c) 'F'' 5 = 188 m a M,,,, = 8 + /'1„ = 120 9 k -in 2 (ACI 318 -05 Sec 14 8 3) M ' "' 1761 k -in < OM„ = 306.46 k -in M 5/ „ /1z 1 [SATISFACTORY] (075)48/;/,, (ACI 318 -05 Sec 14 8 3, Eq14-6) CHECK SERVICE LOAD OUT -OF -PLANE DEFLECTION (ACI 318 -05 Sec 14 8 3, Eq14-9) wit',/,' a +0 5r M.,= 8 +( /'I,r + PI„) 2 = 533 k -in /',=( r PID , +1'!,, + 1'2rr + /' +05w,JMMh, = 205 k M I- M ,hz = 68274 k -in /, =M/N M cr ) 1, +L1 I A1 48F,./., I]I' , /r1 = 824 in l J \ / 5M/,' h 4.= = = 0 in < 150 1.8 in [SATISFACTORY] 48E, /. CHECK PARAPET STRENGTH I 6wzh,h4, ( nl = 0 k -in < 0A4„ = 0 9 A,. f, I a - - J = 306 k -in [SATISFACTORY] 2 uo6aJ0 'PUellJod • LLL8 (COS) • woo • ILLb - 178V (1479) • uo6aio 'aua6n3 +111rn 175y� 1.'c/ ' 1 nQ0�t� f ( 11 i5 1 " 1 S 1 I , 'mkt I k Lo c oleo ;o S� abed k # j o I x �'► .x_ r- d i t i 2 1�J tiitvl ; qt O` p 03d`1r\ # >>A d3d tP 1 ifv3tM 37 6 i ( i89► 11dm 01 ,and 45dIBx k 9z X 2LI'o, + 1594 uz (d5V) •a wONA rt 91 4S9cL5 = - t7 c 1 7raI1S INVIA IVl W( WAW •9v1 S 3 OJ. sal l 6-a a -0Q►n° d S1 3 N i vid NI 90101 S 7(''Q tr 0 1. 39N-V15 loafad A8 ONII133NIJN3 N33?J9 I3/0 . 24' -5 Z4' — Z4 -7 _ TOP OF WALL — < 0 . ©. �� 0 0 AIM. e A••■ ,•••■ ■••■ TYP. ■�•••■ N !NMI. I•1••• I.... 1.••• • �••_• '•••■ 'U� © 'M••• 7 13 9 13 -'� �� 3 —4" .� % ` _7V �� N. i 8' -0s 4, o 4w. .I 'l -- I - 0 0 I xo z o = -- C I \ © ■ Fk w P\ ` N PZ P2 o TOP OF SLAB — v -- `� I < — < - < < TOP OF FOOTING— < 0 0 0 0 © -®- © © © v 4 EAST PANEL ELEVATION -6 S4.2 SCALE: 47 — 12-0" —F. NITS SN • • • EVERGREEN ENGINEERING # Page .1 of By + (& Date 3 18 , 10 - 7 - f.:r:' • . Project N�1, REvl a- 112►o . , , , E/l s lab FiNNIELS TOTAL SEISM ,c LOAD (AS) = 57, 3oS /2 = 26,65 . I-I =2c., 125' ' Pegv1 L 1 , hid = 1.06 2 k - O. 666 kc= _ 5 0 - + PMEL 2 0 t_rp PA 14,L N'id = 1,06 Pc.:- o•0hG., kc = 1.1025 _ ' _ -_ , © P l -000G sIRIP ' Hid = 0,3 A = - ; _ � 4 , O°I 57 , k c - i o, 45 So . _ _PIER T• dly�__p►° ZC - ' 3006 kF = 3, 326 {- 1 _ - i PIt R -2:- hl/�- .I•oo3 4F = 4;33,`46 kF = 2 I -;_ _ _1 . ; ... _ ._ ,- I_� . -- ; - -- ! ' - - - -- _ =.1..... 6;3\55_ 4. b. 5 63 . - 1.. r .� I_._ 1 I P� 6 ,6 S , . - -_ �__ � _. �_ - - -- . _ iC_N,T R� nl�l '� I- C5 , (o _ - o•�oq -] .t O, 1583 = 0.1.7286 � ____ [ i 1 i i - �� 3 25 ; 1 , ; i , _ ;- , ' p i 7 I i , -- - # i } , I i ,..,1 . P C-Lb ._' _ pA- mEL. -H ' 1.. 06 -I - = 0. � ro(o- - - - 1 -. ; 102 ' 5 I ' i- -- -__, - ; . 1 • (r 6 -_ - StigiI° _ Mv-A - _p.;33 - 4- 3 ' i , ; ' i 1 I . - _o , d�� -- = 1 .0 � ro`i 57 .' , _k c - �- 10. 5 0 _. -.,__ _ _ -� , ' i , ' ; 6�� 1667, ; - 5' `l 1 i 1 3 p I I �Sq F o,l I °I`ib 1 2- 1 _I ! �' I f_.1 3)_. Aq- =. 2;104 -7, , - - - ,- ; - - 5 { i ' I < i I { �' _ . _ .-1 _ _ ; � 1 - - 1 -- - -�- .� , 8,9 -043 -, i � �; � -- 23- - . i � 61 Z-V _ ,0;.:6 _ o - -I , I ` i I i L 1 I _ - �_.. __ 1 i _ . ;_j , fi,, , GP� 2 6, -, ' - ; 1 - i 1 I 1 -- I ' - I ' - • =.: -I' - 4650 -- ' _, C L ' , � �c7L � - _ i ._ ' � ! _ � E i --� ! i 1 i- - -_ - _- , - - :I D_-- Pq= N_cL._-N I. 7 — - -_0, -C 75 - i-_- I i I{ I I I o f 1 d n , r, ._.,�. _ _. _..,. . 1 I 4� .... _- 1 , __ I _ . i _ 1 �. _ i � .... ... 4 .. I 1 , _ /d — _� 4t 252 k 7 84 k _ � i 11 � ' PR _ , V`(d' ', l�P O' - 1 1. 6.I._ _1___ - I ! i r i 1 • .�_�� 12.1.0 �,�� _ _ -• .Sg -- �___.._ 1__ -- . - -_ ;__�_.F __ ? _ �'_1e _2.0. �4i ( z 3.-33 0 ' 3.a I - , k a_...p., 2 52,_!_-4 ._ ` I R 2:z13 4- , 0,45,I I , I i ITIRc.,_ PIANCL_, i 0. 6752 '.1;2.5.2._-t• - -0 ;,yl ' ' '°' ' ., l._ ...J_-_ __ , •9 983 ; i + � " i � I 1 1 i , L- L i . ._ . I _� , d T {_S1►_FFnIESS, O PAnICLS'-. _ _ `2 3 c. C�; <4 . I• 5 025t`1.372_ . 5_t : -I o4G 0 -EL_ Ool7- ' l : 1 = 0' 1 , 1 9 oN P614.L.: 1 _ i, 5 25 .x 2 8.01`. , _ ,. 876 ` PhNFL 3:_!.I 44456 x 28•'0 . -_ 7 . � 7 k ! i .3q 17 ; +5. 1-1,7 .� ,� , Ir1 5 L. '13 72 5 Z8'O � - 7. NC C. 9183. -- X2 8;0_ 5. -233k - ' - 199- , PA . 4 5.3'417 - ' 5:341-7 Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon 20- 1112." 20 . 11`/Z f 20 / 35' -3 1/2 / TOP OF WALL — .••• .••• •••• TyP0 .:L 1•••• u••• 1•••• i :1:' um.. my •..•. 1 0 0 0 0 00 0 6' -0° 13' -6° n N cD a, � � IOW IMP 40 411■ o p a E ' W G O O U I TOP OF SLAB — IN TOP OF FOOTING III 0 10 0 9 © 0 p 3 WEST PANEL ELEVATION S4.2 SCALE : 1 /S - -0 NTs rl -P. , 19' -11 19' -11 19' -11 Y 2' -11 1/2* 6' -2 5/8" r / TOP OF )ECK -TOP OF DECK ELEV. 19 -10 1/2 I I I ELEV. 21' -1 1/2" A.F.F. A.F.F. TOP OF WALL — f, j_ ---- ----- T 1 - _ l. I 111 .1111I• , 1■1•• 1111■ 1111■ 1r TYP. 11 111. 111• O �. © O �. N O O \ TYP. TYP. \-9 1 / 2 „, 3' -4" v o x o kJ ` / © \. 1 F_" D_ 6 . , CENTERED ON \ ' p � ! _ ■ `� STEEL BEAM fl , :`` ' ° 5 TOP OF SLAB — "' TOP OF FOOTING — - • q _� © m ® ® o TYP. TYP. NORTH PANEL ELEVATION SCALE: 1/8" = 1' -0" Dl rn N EVERGREEN ENGINEERING # Page __ . of •• ' By Date 1 Al 01 ' v • • Project H1.1 61., 4 210 J (A)Lst S IDS pmNELS Tot --. ��1;n�iG Loni77/ 5. = 28 k , - PA-r�E - ' 9 ICS -c II ; TE1itl AL L:TMC LOAD __._i. -- ;.... _ � , '....� __ _ ' - - - - - ; - - _:. ; pI SIK0a0 -Te . silt -A-R " PAN 9 d -, �.., - i = 11 158q- - -. `I; 33 3 . ' ' '_ _ P ` L - q 1 k ' to e �� 1'I I I. k�- - 1158¢. _ �— �_ -3 - I.333 - -- - -- -- - ` -- - - -- !...___....L. _ P�Nt.L - \1_o. /d` \ I 9: 1 , _i k I. 158: ' ! �' -- -1 1' 333 k ; - I _- ° _. -1 1 I , �T o i i s Tom 31 752 i I ! ! r ( , !__ f\?QRiTH_1_S1 PA_NCl_ -L. - 1:,1= 25., ._AU.ER,A( .L___ _- _- .F--- -' - -!_ -_-,� - ' _ 1 —_ _._t - -._ ' et,oz ---,r 2 a- - f . x 0- PA►MEI 0... 1H / d - = ;78 I -' b�;_ I'i0 r 1 . 1 , . k -_ 0', 816. .W ' . . ._1 ! i I1L� . Sf R i _ o. L1 = 0 ' O � g� - 1 ; 1 i pI i.�114 /x. p 1 ', � ,. _ i ; 1 ! __.._. _.� ' _w._.. d . . _ g 2 �... 4a fi_. z 0I2 - k 3 38 2 ...._ 1 , PieR • - + 24 _ ;_ . r_ -___ ; ? ; 1.J ; ' ' ; ` . 4,___ ._ x_7.1_. (.. }: O I 3 5�o_. _.1 � NTI RE PPN E L! 4= 1 lib I eG: — 01 0 8 � l ' 1 . I 1 C7, z 1 , o_. _,_ r _,_! _.__ _ .- €_ ! 135 b i - , 1 i _i ; i i i K = _ I , 0,94 7 8 / i j i 1 ; j 1 i , !, i , 1 1 1 E { i , 1 - -- _ -1,. -- . - `. -- ' -----i----- -_ ! -_ _ 1 f » ! _ _i__._. -_ f - _ � I— _,ml.. ---1-----1------1----i m �- ` n lv� L { 1�_ ._.1.I, I .d.....,�__.I �,`V� . . -.11 } O 1_ '-.-•, L T -1- ^I � I.. 6 . -. ..— , .... �._.._��._. -..-.d i 1 - = - ! �.�. ! I ; T I f 1 i_ _.1 I i _ i ; ._ !._. PAN. E I4 --N./ da' _I x_2 �_ _j___46_:: _- I, Ldl -$6 i kc ' __ 4-a 6 -I ? _E— � `- - -- 1 - _ �L t. !__� _�_._ - _i_-- -_ . ..1 _ _ I 1 i . ! 1 f j , , _ �__- ._0,947.8_.-_ _,0, 9 al 9 :_ S _ • `1 _ I.I 1 _ _.._ 1 1 i i ° I j i I 1 i 7 i E pp 1 k , �__ _,__ n 11 �_ o , -- �n L_L Z__ • ��} 8 : $, o . �`l 1_15__. _-- ;- _ I � _ --_I __ _ .1_____L__, { ! l i ' J Z �'I ` j ! 1, 1--- r- - ----- - - - - - -t- _ - - . - I � f - — ---- __-- _i__i -___. I L. — __ - -LoAp_ o - ! P yEL .__--I4 { _-.41 g t' I- . 2 B,.6 __914. -i_ - -1 ____I ! - "-- i. ___- i__ _L-- .._, u 1 1 ; k 1 1 1 1 I ! , Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon 13' -5 1/2 26.-7" 19' -Z" ELEV. 19' -10 1/2° 1 1 , .. A.F.F. E LEV. 20' -2 A.F.F. ,3.ts LEV. 21' -1 1/2 A.F.F. TOP OF WALL _ i _ . J 0 TOP OF DECK (")) .■m. m�► .■a. .■�. mama 3' -4 iiiii TYP. , ■ ■■■ INENNI ■ ■ ■� 'emir ■ ■ ■, O 2' -5° © / 2' -11 1/2 8' -O" 8' -0° l �... I o Z N �. / d Tc \ / Q W `v i 0 _ ` - F2._ ° 5 TOP OF SLAB — ;" � \ r) \ TOP OF FOOTING — n `.... C S4.2 SOUTH PANEL ELEVATION SCALE: 1/8" = 1' -0 cr . • • • EVERGREEN ENGINEERING # Page 5 of . I 1 By ( - Date 318 01 7 : ' ' ' ' ' Project f r�T\/ y 1-12 ` :'�:'�"' Pro ect �� v ' 1� nl ( , OTN ��I DC PPcNC I- S , n.)>:LS 5ct TAKt ALL 7}{E . LaqD (28.0 PEEL -5: I}(� _ 1 .33 � 1c'= I� I16 3...� Kc_-_O 8.95 ., - PANEL 6 o . SLID ._ PANK.L, Pr/cj 1 - 0'7108 - _ _ \<c M.1,_ *06�, _ Pf er.)Itlei.sTRI( 3 .- Afd_ Oi343;�_ 0.099 �}�_K C4-7 Ib,OG3� ` 1 IL e_N� - 3i.. .6F,.'- p , - a d — 3 -� -3 g� 5� ,_.�` Keg __ �_ _� _�. _� -__ � __ro_ _ , _ 1EIR 2; • Rid - 0,62 A = 0 052. 1 kF - _5 70 6 5- __ L„. , , t r � F = c i E , a _.3w f ' � TIRO, .'P�fJt_ # A _Q.._ d►_o3_, _D,�O`� �-� -1 -�_.. 16�1� '-___0,7� `_. s _ ,_. i_ _ t- E ° i r 11-orAP ON PANL�_.__ : _28,. 9, g_ c1- 5'6 -_; _ _ k ._ -__ �, , f I r ° - i �- � -� � .�_ -. � © - �� 58;�t I -,. -28;3 � - �._ - -�_ __._� __ � _-_ �I - -I- - _.� i p_. N �_ 1 1�.�. r e f Lod ; o __P N � __ � ��' — _ � - 3 -- � - - .16�, 4 .� , � I f - i i i i i L r p t ` t ; ' i e i 1 : i } 1 E f ....gym, « °. _ ,.. L , 1 3 3 } i _ �iw i _ _ t I ._ __ _. s_ __ _ _. . ' _ ..., a y E , f ....._._ .....„..„ _ � „,_ I r i r ; £ i 1. _ ; , , Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • EVERGREEN ENGINEERING LLC Project: 1-k 1(oi J Calc.Sheet. 4 Job No. By: 61! „ Date: "II "II 67 PANEL OVERTURNING CALCULATIONS Y Thickness. 6 5 in C /1 4 = 0.172 Weight/ft 78.52 psf Roof Height = 25.5 ft Panel Panel Opening Panel Panel Opening Opening w V p Vbs OTM RM Height Weight Height X (ft) • yo (ft) P (kips) xp (feet) V. (pounds) Number Width (ft) (ft) (Ibs) Width (ft) (ft) Weight (lbs/ft) ( ) 1 s - Ibs -ft /Ibft ) 1 (pounds) (pounds) 1 24.58 26.125 50422 0 0 0 0 0 0 0 180 8673 7876 0 314123 674060 o 2 24.58 26.125 50422 8.42 8.00 5289 12.81 9 0 0 180 8673 7194 910 288545 671310 o k 3 24.58 26.125 50422 3.33 7.16 1872 15.08 8.58 0 180 8673 7679 322 306337 668837 OK. 4 24.42 26.125 50094 13.75 10.00 10797 14.5 10 0 180 8616 5233 1857 227419 640589 OK_ 5 19.17 26.125 39324 0 0 0 0 0 8070 20.72 32 6764 11510 0 459207 460152 TIE 6 23.25 26.125 47694 8 8.00 5025 2.42 9 0 0 32 8203 16490 864 519871 516829 T46E14ER 9 20.96 26.125 42996 0 0 0 0 0 0 0 120 7395 9333 0 334593 476957 bK 10 20.96 26.125 42996 0 0 0 0 0 0 0 120 7395 9333 0 334593 476957 oK 11 20.96 26.125 42996 0 0 0 0 0 0 0 120 7395 9333 0 334593 476957 o 12 19.92 26.125 40863 3.33 7.16 1872 9.37 8.58 5390 6.22 16 7028 9115 322 324658 442587 oK 13 19.9 26.125 40863 0 0 0 0 0 4020 2.96 16 7028 9442 0 372618 422065 OK 14 19.9 26.125 40863 0 0 0 0 0 0 0 16 7028 9442 0 332579 410166 O K Xo : Distance from edge of panel to center of opening w : Distributed vertical load at roof level Yo : Distance from base of panel to center of opening Vp : In plane shear due to weight of panel P : Concentrated vertical load at roof level Vbs : Distributed building base shear on panel xp : Distance from edge of panel to P v : In plane shear due to weight of opening ( -ve) • '• .' EVERGREEN ENGINEERING # Page4 By ( Date - I B ` °1 rrr•r: *• Project �t (int■1 1 I 61 \ .i C �� 1I1 ■ Pkvot.L. 1N PLF t s-7e,ss . CPLCULA nO J _ PI E L 1 • : r� — r k • - - _ _ 2 . - I. - PisrmEL Wt('5iii = 78 x 26..125x- 24581:=_50..1 -K ' '� a,G13 0 - -' ,_ Al _._ = 8 , - - - -- /--..--. � `� ' i - 1 - - -I- - - -' t � � 0;42 m ° T —,_ 7,.8 - -x ,5 t- �, 3 06, � - - k- - . 1 , ` ' --L-24,--56-1 Yl?R 6,18; x24q 1- 50�`'1 x 2�}� 6 _ - r' _� 70 6 , r --1- ..- 1 6 i i 7 , - a� k"\' ; 5 . _ o K 9 i f I i 0 c , ! �- _.��- _Sr�2 �- 1.2_x;. _,�_ � ' -� . -�.. � s =: ._��- _._a..�...._�,_�_�_�� `� o MA- CLc , `�i I. I - -- - E / _ _.� __ _ _ ; _ t� _(.�i. T_ `-:- R.GC�PS E ETi VAIU S �Rv� G Ec _.� 1 i � ; ___,_� _Pgr _ -. � _. __ ._. . _.__ - ,_ —_ 18K /_ Ft_ _ 1 1_ _ 1 _ _ _ -.. : ..,.__ H_. _1.,_ ' ' .�_,_1 1 1 i ' i i � l`r - 1 _ ' �= , 1 - �-+� -cl i ' l ) F i 1 i I ( 1 L _ I 1 ¢ i ' 1 1 • ! s � , y 1 r I A '(-LLD_ _ . 1 77i1 , 1 i i 1 � i - 7 f I1 ' • � / � -, - ° _ _ i K p ,� 3 3 2 6 �__. ° _ •I._ - - -•,- - - -- p , 51.55 — - 1 3 ) ,. 1 .J.__-_ i ___ p2 �� 1 nl1 ! _ 1 I 6 : , 5f55 i; 1 T _ _ _ ____ -_ _ .._ __ . _.. — —1-- _ -- — —_ I I � � 1 � � � 1 , I � � i 1, , i — i i I 1 1 I _ -r I _ �-_ � __. --� _---_----;----1- , i I 1 1 . j i i ¢ i I 1 �1 i I I I g i I i_ � � » _PIC`� 2 ; V 1 - (7, �,,-/_ �x 1, 4 x• 2q I ! o . � i ] i � Y ' 1 I T - - ;w.._ - -- —0.61 6 10;-x 6 : 5_ , ... 20 . _- - - - - _ Fr �' ' 3 �- -- '- ' - - - - - - -- _. -- _ . 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Sht. 51 Job No. By: Date: 516101 Wood Beam Design (All values are in inch and pound units) Member: Roof Purlin ( t GKED rof ExtST►tJ6 Lo/\DS) E = 1700000 A = 53.38 Section: 4 x 16 F = 1500 S, = 135.66 Species: DF -L Fb = 1000 l = 1034.42 Grade: No. 1 F„ = 180 FAT = 625 (l = 12 CD= 1.15 Depth = 15.25 Width = 3.5 C, = 1.00 Span = 24.58 feet DL = 120 LL = 200 DL + LL = 320 pounds /ft BM = 24167 lbs-ft SF = 3932.8 lbs Deflecion AL = 0.934 in < L / 360 = 0.819 NG oD � = 1.495 in < L / 240 = 1.229 NG Bending f = M /S = 2138 CF = 1.00 F*Dx F "b Fb(CD)(CF)(Ci) = 1150 C = 1.0 K = 0.439 E' _ E = 1700000 RB = 3.87 FbE = 49957 FbEx/r = 43.4 CLx = 0.999 F = Fbx (CD) (CF) (Ci) (C = 1149 > f = 2138 NG Shear fv= 111 psi <F'v OK EX1 \Uf'LlntS PRE IIJA1WURrE F' „ = Fv (Co) = 207 psi To SUNotZT E>c1 i6 PoOF 1-0ADS Bearing - MFRF.FoRE Ps) NW USE ex I s1 t a A Pk RLi as F 625 psi TO SUPQoR.T PIPE soPPoRTS, ' Bearing Length Needed = 1.80 in ADP PURLIn1S . • EVERGREEN ENGINEERING # Page 5? of • By _ re_ Date 0 .........r. . 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G I /F ! 1 ' �� 5_'Iii:�G,,LuLn A - -- = 17a . _ _7.31 � -N 1 1 ` " __- � S 5 � E � , ii R } 1 • __J_ I I I i i i i I I i 1 I { ; 1 , i_ .'_ F v' - _Cl _ Fv.. =- _1.15x_I. =__ -I b- 1 1-- '.- -i-- .1__ - � - ' - - - I_._ ' 1 - i ! ; 1. _ i ._ ;� S HR_.Fb RciE 1 ; CAp ci TY__ „ O i _ wt > I ! x 1 o _ # .__�_� _ _ t. ! a_ - _ _ t ? a ', H ; [ 1, F 1,5 1 ¢ ( l 1 I ___ F� - C p_. Cv_ Fp- i_�.W .Is`IS.x_. ,p5_x 2 0.0_= !_2,_3 P' i a._ 1 1___ ...4 i ± 11 - i �� i -�_t J_A , � __. _. i 5 i I I i j � i ! �._� ; � 3 7,6 7 ? , 5'�5 I (5125' 6: ,_`. _ , 1 1 1 J 1 , ,i- ..._ � __ i 1 N i G ,MomEr• G�pAcirycT ..J,_ �Awl = 7311.5 .1 1340 1,171 01 __k : - ,- i —__ � _ 4-----1----1- , - -� 1 x - 0 1, r k r -� j _ 2O �.. __ ___i -�_ _ _ __- -� _ � _� _ -- I _ _.. 1 ._ ?- - _ n =. S 1013 i 9 _ 1 25 I ! -p^ � �� 1 1 -_.... ! fi g, .. _.. i __ "'_”' S 1 9 ....._... I I , I -- --- � - - �! ; I � ��oRc � PAc .1 rY - - - of f � C i � ►" 1= : I ; ° Ib I - - 25 ., � �6�5a1 .� - - - -' -' -- , , , , I -- --� "S__ , _ _ _ ----H,-,--- -__ t .1 -- _.1._ -_ r 1 _ I ,; • I _ i _ -• . - ! _ r _ __�.._.._ _ � _.1-..._4 Cv r � 1,25 I I �Q I y : S m 1 mm' � l � � - i - 1 '1 1 _(- � � 2-2:25 1-1561— ro 16, � IT Q�a�2 ..� 1 _1 ! _ _ I } _ I , � f l - C3, _ _ I j � � ! � ` � ! 51 Z I � ! i 1 8 82x 001 4 Ps► -_.___r.Erg.pl_NG_�1omti•NT. C P c_�TY.. ,01_ __ ; `EAl' _. = _ la13x_� - -3.4 '_ _?,_f - fb) 642 -. ._'.^�__-.. i , . , 1 f Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • r Job No Sheet No Rev I ' 5 5 j Part Software licensed to Oregon Engineers Limited Job Title EXISTING BUILDING GLULAM BEAMS AT GRIDS 8 TO 12 Ref By GK Date28- FEB -07 Chd Client HEMCON File Existing Glulam Beams.sI Date/Time 05- Mar -2007 16:57 I , I I t; 21 i — 251919 6' 1178 1e26 s 52420202 2 3 % 1 09 6 - 13 1 1 12 12 X13 - 10 11 —11 11 1 s lila, 16g 6 3 3 1 4 4 - 2 A • I 1 Print Time /Date 05/03/2007 23 STAAD.Pro for Windows Release 2002 Print Run 1 of 1 Monday, March 05, 2007, 04:58 PM PAGE NO. X Sk * STAAD.Pro * Version 2002 Bld 1003 * Proprietary Program of * Research Engineers, Intl. * * Date= MAR 5, 2007 * * Time= 16:57:29 * * * USER ID: Oregon Engineers Limited * 1. STAAD SPACE 2. START JOB INFORMATION 3. JOB NAME EXISTING BUILDING GLULAM BEAMS AT GRIDS 8 TO 12 4. JOB CLIENT HEMCON 5. ENGINEER NAME GK 6. ENGINEER DATE 28- FEB -07 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT FEET KIP 10. JOINT COORDINATES 11. 1 0 0 0; 2 8 0 0; 3 16 0 0; 4 24 0 0; 5 32 0 0; 6 35.2 0 0; 7 40 0 0 12. 8 46.7 0 0; 9 48 0 0; 10 56 0 0; 11 64 0 0; 12 72 0 0; 13 80 0 0; 14 88 0 0 13. 15 93.3 0 0; 16 96 0 0; 17 102.3 0 0; 18 104 0 0; 19 112 0 0; 20 120 0 0 14. 21 128 0 0; 22 136 0 0; 23 140 0 0; 24 124 0 0; 25 116 0 0; 26 108 0 0 15. MEMBER INCIDENCES 16. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11 17. 11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18; 18 18 26 18, 19 19 25; 20 20 24; 21 21 22; 22 22 23; 23 24 21; 24 25 20; 25 26 19 19. MEMBER RELEASE 20. 5 16 END MZ 21. UNIT INCHES KIP 22. CONSTANTS 23. E 1700 ALL 24. DENSITY 1.85E -005 ALL 25. POISSON 0.3 ALL 26. MEMBER PROPERTY AMERICAN 27. 1 TO 5 PRIS YD 28.5 ZD 6.75 28. 6 TO 16 PRIS YD 30 ZD 6.75 29. 17 TO 25 PRIS YD 25.5 ZD 6.75 30. SUPPORTS 31. 1 8 15 23 PINNED 32. LOAD 1 DEAD 33. JOINT LOAD 34. 2 TO 5 7 9 TO 14 16 18 TO 21 FY -2.95 35. 22 FY -2.21 36. SELFWEIGHT Y -1 37. LOAD 2 SNOW 38. JOINT LOAD 39. 2 TO 5 7 9 TO 14 16 18 TO 21 FY -4.916 40. 22 FY -3.687 41. LOAD 3 GRID 8 MECH LOAD C:1OEL1\ Evergreen \Hemcon \Staad \Existing G1u1am Beams.anl Page 1 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. i t 55 42. JOINT LOAD 43. 24 25 26 FY -0.16 44. LOAD 4 GRID 9 MECH LOAD 45. JOINT LOAD 46. 21 FY -0.16 47. LOAD 5 GRID 10 MECH LOAD 48. JOINT LOAD 49. 10 FY -0.025 50. LOAD 6 GRID 11 MECH LOAD 51. JOINT LOAD 52. 24 FY -0.020 53. 10 FY -0.125 54. LOAD 7 GRID 12 MECH LOAD 55. JOINT LOAD 56. 24 FY -0.160 57. 9 FY -0.348 58. LOAD COMBINATION 11 D +S 59. 1 1.0 2 1.0 60. LOAD COMBINATION 12 D +S +MECH GRID 8 61. 1 1.0 2 1.0 3 1.0 62. LOAD COMBINATION 13 D +S +MECH GRID 9 63. 1 1.0 2 1.0 4 1.0 64. LOAD COMBINATION 14 D +S +MECH GRID 10 65. 1 1.0 2 1.0 5 1.0 66. LOAD COMBINATION 15 D +S +MECH GRID 11 67. 1 1.0 2 1.0 6 1.0 68. LOAD COMBINATION 16 D +S +MECH GRID 12 69. 1 1.0 2 1.0 3 1.0 70. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 26/ 25/ 4 ORIGINAL /FINAL BAND- WIDTH= 8/ 1/ 12 DOF TOTAL PRIMARY LOAD CASES = 7, TOTAL DEGREES OF FREEDOM = 144 • SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO -WORDS REQRD /AVAIL. DISK SPACE = 12.1/ 23195.2 MB, EXMEM = 96.4 MB ** *WARNING - INSTABILITY AT JOINT 23 DIRECTION = MX PROBABLE CAUSE SINGULAR - ADDING WEAK SPRING K- MATRIX DIAG= 2.9673433E +04 L- MATRIX DIAG= - 2.5465852E -11 EQN NO 142 ** *NOTE - VERY WEAK SPRING ADDED FOR STABILITY C:1QEL11 Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 2 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. / 5 � * *NOTE ** STAAD DETECTS INSTABILITIES AS EXCESSIVE LOSS OF SIGNIFICANT DIGITS DURING DECOMPOSITION. WHEN A DECOMPOSED DIAGONAL IS LESS THAN THE BUILT -IN REDUCTION FACTOR TIMES THE ORIGINAL STIFFNESS MATRIX DIAGONAL, STAAD PRINTS A SINGULARITY NOTICE. THE BUILT -IN REDUCTION FACTOR IS 1.000E -09 THE ABOVE CONDITIONS COULD ALSO BE CAUSED BY VERY STIFF OR VERY WEAK ELEMENTS AS WELL AS TRUE SINGULARITIES. 71. LOAD LIST 11 TO 16 72. PRINT MEMBER FORCES C: \DELI\ Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 3 of 14 • Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. / 57 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 11 1 0.00 14.34 0.00 0.00 0.00 0.00 2 0.00 -14.00 0.00 0.00 0.00 1360.08 12 1 0.00 14.34 0.00 0.00 0.00 0.00 2 0.00 -14.00 0.00 0.00 0.00 1360.08 13 1 0.00 14.34 0.00 0.00 0.00 0.00 2 0.00 -14.00 0.00 0.00 0.00 1360.08 14 1 0.00 14.34 0.00 0.00 0.00 0.00 2 0.00 -14.00 0.00 0.00 0.00 1360.08 15 1 0.00 14.34 0.00 0.00 0.00 0.00 2 0.00 -14.00 0.00 0.00 0.00 1360.08 16 1 0.00 14.34 0.00 0.00 0.00 0.00 2 0.00 -14.00 0.00 0.00 0.00 1360.08 2 11 2 0.00 6.13 0.00 0.00 0.00 - 1360.08 3 0.00 -5.79 0.00 0.00 0.00 1932.23 12 2 0.00 6.13 0.00 0.00 0.00 - 1360.08 3 0.00 -5.79 0.00 0.00 0.00 1932.23 13 2 0.00 6.13 0.00 0.00 0.00 - 1360.08 3 0.00 -5.79 0.00 0.00 0.00 1932.23 14 2 0.00 6.13 0.00 0.00 0.00 - 1360.08 3 0.00 -5.79 0.00 0.00 0.00 1932.23 15 2 0.00 6.13 0.00 0.00 0.00 - 1360.08 3 0.00 -5.79 0.00 0.00 0.00 1932.23 16 2 0.00 6.13 0.00 0.00 0.00 - 1360.08 3 0.00 -5.79 0.00 0.00 0.00 1932.23 3 11 3 0.00 -2.08 0.00 0.00 0.00 - 1932.23 4 0.00 2.42 0.00 0.00 0.00 1716.45 12 3 0.00 -2.08 4 0.00 0.00 0.00 - 1932.23 4 0.00 2.42 0.00 0.00 0.00 1716.45 13 3 0.00 -2.08 0.00 0.00 0.00 - 1932.23 4 0.00 2.42 0.00 0.00 0.00 1716.45 14 3 0.00 -2.08 0.00 0.00 0.00 - 1932.23 4 0.00 2.42 0.00 0.00 0.00 1716.45 15 3 0.00 -2.08 0.00 0.00 0.00 - 1932.23 4 0.00 2.42 0.00 0.00 0.00 1716.45 16 3 0.00 -2.08 0.00 0.00 0.00 - 1932.23 4 0.00 2.42 0.00 0.00 0.00 1716.45 4 11 4 0.00 -10.28 0.00 0.00 0.00 - 1716.45 5 0.00 10.63 0.00 0.00 0.00 712.73 12 4 0.00 -10.28 0.00 0.00 0.00 - 1716.45 5 0.00 10.63 0.00 0.00 0.00 712.73 13 4 0.00 -10.28 0.00 0.00 0.00 - 1716.45 5 0.00 10.63 0.00 0.00 0.00 712.73 C: \OEL1 \Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 4 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. J 58 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 14 4 0.00 -10.28 0.00 0.00 0.00 - 1716.45 5 0.00 10.63 0.00 0.00 0.00 712.73 15 4 0.00 -10.28 0.00 0.00 0.00 - 1716.45 5 0.00 10.63 0.00 0.00 0.00 712.73 16 4 0.00 -10.28 0.00 0.00 0.00 - 1716.45 5 0.00 10.63 0.00 0.00 0.00 712.73 5 11 5 0.00 -18.49 0.00 0.00 0.00 - 712.73 6 0.00 18.63 0.00 0.00 0.00 0.00 12 5 0.00 -18.49 0.00 0.00 0.00 - 712.73 6 0.00 18.63 0.00 0.00 0.00 0.00 13 5 0.00 -18.49 0.00 0.00 0.00 - 712.73 6 0.00 18.63 0.00 0.00 0.00 0.00 14 5 0.00 -18.49 0.00 0.00 0.00 - 712.73 6 0.00 18.63 0.00 0.00 0.00 0.00 15 5 0.00 -18.49 0.00 0.00 0.00 - 712.73 6 0.00 18.63 0.00 0.00 0.00 0.00 16 5 0.00 -18.49 0.00 0.00 0.00 - 712.73 6 0.00 18.63 0.00 0.00 0.00 0.00 6 11 6 0.00 -18.63 0.00 0.00 0.00 0.00 7 0.00 18.84 0.00 0.00 0.00 - 1079.24 12 6 0.00 -18.63 0.00 0.00 0.00 0.00 7 0.00 18.84 0.00 0.00 0.00 - 1079.24 13 6 0.00 -18.63 0.00 0.00 0.00 0.00 7 0.00 18.84 0.00 0.00 0.00 - 1079.24 14 6 0.00 -18.63 0.00 0.00 0.00 0.00 7 0.00 18.84 0.00 0.00 0.00 - 1079.24 15 6 0.00 -18.63 0.00 0.00 0.00 0.00 7 0.00 18.84 0.00 0.00 0.00 - 1079.24 16 6 0.00 -18.63 0.00 0.00 0.00 0.00 7 0.00 18.84 0.00 0.00 0.00 - 1079.24 7 11 7 0.00 -26.71 0.00 0.00 0.00 1079.24 8 0.00 27.01 0.00 0.00 0.00 - 3238.89 12 7 0.00 -26.71 0.00 0.00 0.00 1079.24 8 0.00 27.01 0.00 0.00 0.00 - 3238.89 13 7 0.00 -26.71 0.00 0.00 0.00 1079.24 8 0.00 27.01 0.00 0.00 0.00 - 3238.89 14 7 0.00 -26.71 0.00 0.00 0.00 1079.24 8 0.00 27.01 0.00 0.00 0.00 - 3238.89 15 7 0.00 -26.71 0.00 0.00 0.00 1079.24 8 0.00 27.01 0.00 0.00 0.00 - 3238.89 16 7 0.00 -26.71 0.00 0.00 0.00 1079.24 8 0.00 27.01 0.00 0.00 0.00 - 3238.89 8 11 8 0.00 27.84 0.00 0.00 0.00 3238.89 9 0.00 -27.78 0.00 0.00 0.00 - 2805.05 C: \DELI\ Evergreen \Hemcon \Staad \Existing Glulam Beams .anl Page 5 of 14 • Monday, March 05, 2007, 04:58 PM . STAAD SPACE -- PAGE NO. / 59 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 12 8 0.00 27.78 0.00 0.00 0.00 3238.89 9 0.00 -27.72 0.00 0.00 0.00 - 2805.97 13 8 0.00 27.83 0.00 0.00 0.00 3238.89 9 0.00 -27.77 0.00 0.00 0.00 - 2805.20 14 8 0.00 27.86 0.00 0.00 0.00 3238.89 9 0.00 -27.80 0.00 0.00 0.00 - 2804.73 15 8 0.00 27.94 0.00 0.00 0.00 3238.89 9 0.00 -27.88 0.00 0.00 0.00 - 2803.51 16 8 0.00 27.78 0.00 0.00 0.00 3238.89 9 0.00 -27.72 0.00 0.00 0.00 - 2805.97 9 11 9 0.00 19.92 0.00 0.00 0.00 2805.05 10 0.00 -19.56 0.00 0.00 0.00 - 910.43 12 9 0.00 19.86 0.00 0.00 0.00 2805.97 10 0.00 -19.50 0.00 0.00 0.00 - 917.02 13 9 0.00 19.91 0.00 0.00 0.00 2805.20 10 0.00 -19.55 0.00 0.00 0.00 - 911.53 14 9 0.00 19.94 0.00 0.00 0.00 2804.73 10 0.00 -19.58 0.00 0.00 0.00 - 908.20 15 9 0.00 20.01 0.00 0.00 0.00 2803.51 10 0.00 -19.65 0.00 0.00 0.00 - 899.45 16 9 0.00 19.86 0.00 0.00 0.00 2805.97 10 0.00 -19.50 0.00 0.00 0.00 -917 02 10 11 10 0.00 11.69 0.00 0.00 0.00 910.43 11 0.00 -11.33 0.00 0.00 0.00 194.51 12 10 0.00 11.63 0.00 0.00 0.00 917.02 11 0.00 -11.27 0.00 0.00 0.00 182.26 13 10 0.00 11.68 0.00 0.00 0.00 911.53 11 0.00 -11.32 0.00 0.00 0.00 192.47 14 10 0.00 11.68 0.00 0.00 0.00 908.20 11 0.00 -11.33 0.00 0.00 0.00 196.27 15 10 0.00 11.66 0.00 0.00 0.00 899.45 11 0.00 -11.30 0.00 0.00 0.00 202.94 16 10 0.00 11.63 0.00 0.00 0.00 917.02 11 0.00 -11.27 0.00 0.00 0.00 182.26 11 11 11 0.00 3.46 0.00 0.00 0.00 - 194.51 12 0.00 -3.10 0.00 0.00 0.00 509.80 12 11 0.00 3.41 0.00 0.00 0.00 - 182.26 12 0.00 -3.05 0.00 0.00 0.00 491.88 13 11 0.00 3.45 0.00 0.00 0.00 - 192.47 12 0.00 -3.09 0.00 0.00 0.00 506.81 14 11 0.00 3.46 0.00 0.00 0.00 - 196.27 12 0.00 -3.10 0.00 0.00 0.00 511.08 15 11 0.00 3.44 0.00 0.00 0.00 - 202.94 12 0.00 -3.08 0.00 0.00 0.00 515.68 C:10EL11 Evergreen \Xemcon \Staad \Existing Glulam Beams.anl Page 6 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. f 6 0 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 16 11 0.00 3.41 0.00 0.00 0.00 - 182.26 12 0.00 -3.05 0.00 0.00 0.00 491.88 12 11 12 0.00 -4.76 0.00 0.00 0.00 - 509.80 13 0.00 5.12 0.00 0.00 0.00 35.43 12 12 0.00 -4.82 0.00 0.00 0.00 - 491.88 13 0.00 5.18 0.00 0.00 0.00 11.84 13 12 0.00 -4.77 0.00 0.00 0.00 - 506.81 13 0.00 5.13 0.00 0.00 0.00 31.50 14 12 0.00 -4.77 0.00 0.00 0.00 - 511.08 13 0.00 5.13 0.00 0.00 0.00 36.22 15 12 0.00 -4.79 0.00 0.00 0.00 - 515.68 13 0.00 5.15 0.00 0.00 0.00 38.75 16 12 0.00 -4.82 0.00 0.00 0.00 - 491.88 13 0.00 5.18 0.00 0.00 0.00 11.84 13 11 13 0.00 -12.99 0.00 0.00 0.00 -35.43 14 0.00 13.35 0.00 0.00 0.00 - 1228.61 12 13 0.00 -13.05 0.00 0.00 0.00 -11.84 14 0.00 13.41 0.00 0.00 0.00 - 1257.86 13 13 0.00 -13.00 0.00 0.00 0.00 -31.50 14 0.00 13.36 0.00 0.00 0.00 - 1233.48 14 13 0.00 -12.99 0.00 0.00 0.00 -36.22 14 0.00 13.35 0.00 0.00 0.00 - 1228.29 15 13 0.00 -13.01 0.00 0.00 0.00 -38.75 14 0.00 13.37 0.00 0.00 0.00 - 1227.83 16 13 0.00 -13.05 0.00 0.00 0.00 -11.84 14 0.00 13.41 0.00 0.00 0.00 - 1257.86 14 11 14 0.00 -21.21 0.00 0.00 0.00 1228.61 15 0.00 21.45 0.00 0.00 0.00 - 2585.33 12 14 0.00 -21.27 0.00 0.00 0.00 1257.86 15 0.00 21.51 0.00 0.00 0.00 - 2618.33 13 14 0.00 -21.22 0.00 0.00 0.00 1233.48 15 0.00 21.46 0.00 0.00 0.00 - 2590.83 14 14 0.00 -21.22 0.00 0.00 0.00 1228.29 15 0.00 21.46 0.00 0.00 0.00 - 2585.33 15 14 0.00 -21.24 0.00 0.00 0.00 1227.83 15 0.00 21.48 0.00 0.00 0.00 - 2586.24 16 14 0.00 -21.27 0.00 0.00 0.00 1257.86 15 0.00 21.51 0.00 0.00 0.00 - 2618.33 15 11 15 0.00 29.65 0.00 0.00 0.00 2585.33 16 0.00 -29.53 0.00 0.00 0.00 - 1626.74 12 15 0.00 29.95 0.00 0.00 0.00 2618.33 16 0.00 -29.83 0.00 0.00 0.00 - 1649.84 13 15 0.00 29.70 0.00 0.00 0.00 2590.83 16 0.00 -29.58 0.00 0.00 0.00 - 1630.59 C:10EL11 Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 7 of 14 • Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. / (I MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 14 15 0.00 29.65 0.00 0.00 0.00 2585.33 . 16 0.00 -29.53 0.00 0.00 0.00 - 1626.74 15 15 0.00 29.66 0.00 0.00 0.00 2586.24 16 0.00 -29.53 0.00 0.00 0.00 - 1627.38 16 15 0.00 29.95 0.00 0.00 0.00 2618.33 16 0.00 -29.83 0.00 0.00 0.00 - 1649.84 16 11 16 0.00 21.66 0.00 0.00 0.00 1626.74 17 0.00 -21.38 0.00 0.00 0.00 0.00 12 16 0.00 21.96 0.00 0.00 0.00 1649.84 17 0.00 -21.68 0.00 0.00 0.00 0.00 13 16 0.00 21.71 0.00 0.00 0.00 1630.59 17 0.00 -21.43 0.00 0.00 0.00 0.00 14 16 0.00 21.66 0.00 0.00 0.00 1626.74 17 0.00 -21.38 0.00 0.00 0.00 0.00 15 16 0.00 21.67 0.00 0.00 0.00 1627.38 17 0.00 -21.38 0.00 0.00 0.00 0.00 16 16 0.00 21.96 0.00 0.00 0.00 1649.84 17 0.00 -21.68 0.00 0.00 0.00 0.00 17 11 17 0.00 21.38 0.00 0.00 0.00 0.00 18 0.00 -21.31 0.00 0.00 0.00 435.41 12 17 0.00 21.68 0.00 0.00 0.00 0.00 18 0.00 -21.62 0.00 0.00 0.00 441.64 13 17 0.00 21.43 0.00 0.00 0.00 0.00 18 0.00 -21.36 0.00 0.00 0.00 436.45 14 17 0.00 21.38 0.00 0.00 0.00 0.00 18 0.00 -21.31 0.00 0.00 0.00 435.41 15 17 0.00 21.38 0.00 0.00 0.00 0.00 18 0.00 -21.32 0.00 0.00 0.00 435.58 16 17 0.00 21.68 0.00 0.00 0.00 0.00 18 0.00 -21.62 0.00 0.00 0.00 441.64 18 11 18 0.00 13.45 0.00 0.00 0.00 - 435.41 26 0.00 -13.29 0.00 0.00 0.00 1077.11 12 18 0.00 13.75 0.00 0.00 0.00 - 441.64 26 0.00 -13.60 0.00 0.00 0.00 1098.01 13 18 0.00 13.50 0.00 0.00 0.00 - 436.45 26 0.00 -13.34 0.00 0.00 0.00 1080.59 14 18 0.00 13.45 0.00 0.00 0.00 - 435.41 26 0.00 -13.29 0.00 0.00 0.00 1077.11 15 18 0.00 13.45 0.00 0.00 0.00 - 435.58 26 0.00 -13.30 0.00 0.00 0.00 1077.69 16 18 0.00 13.75 0.00 0.00 0.00 - 441.64 26 0.00 -13.60 0.00 0.00 0.00 1098.01 19 11 19 0.00 5.27 0.00 0.00 0.00 - 1711.47 25 0.00 -5.12 0.00 0.00 0.00 1960.93 C: \OEL1 \Evergreen\Hemcon \Staad \Existing Glulam Beams.anl Page 8 of 14 • Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. I 62 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 12 19 0.00 5.42 0.00 0.00 0.00 - 1739.36 25 0.00 -5.27 0.00 0.00 0.00 1995.80 13 19 0.00 5.32 0.00 0.00 0.00 - 1717.40 25 0.00 -5.17 0.00 0.00 0.00 1969.30 14 19 0.00 5.27 0.00 0.00 0.00 - 1711.47 25 0.00 -5.12 0.00 0.00 0.00 1960.93 15 19 0.00 5.28 0.00 0.00 0.00 - 1712.46 25 0.00 -5.13 0.00 0.00 0.00 1962.32 16 19 0.00 5.42 0.00 0.00 0.00 - 1739.36 25 0.00 -5.27 0.00 0.00 0.00 1995.80 20 11 20 0.00 -2.90 0.00 0.00 0.00 - 2203.05 24 0.00 3.05 0.00 0.00 0.00 2060.26 12 20 0.00 -2.91 0.00 0.00 0.00 - 2237.23 24 0.00 3.07 0.00 0.00 0.00 2093.75 13 20 0.00 -2.85 0.00 0.00 0.00 - 2213,86 24 0.00 3.00 0.00 0.00 0.00 2073.52 14 20 0.00 -2.90 0.00 0.00 0.00 - 2203.05 24 0.00 3.05 0.00 0.00 0.00 2060.26 15 20 0.00 -2.89 0.00 0.00 0.00 - 2204.85 24 0.00 3.04 0.00 0.00 0.00 2062.47 16 20 0.00 -2.91 0.00 0.00 0.00 - 2237.23 24 0.00 3.07 0.00 0.00 0.00 2093.75 21 11 21 0.00 -11.07 0.00 0.00 0.00 - 1910.14 22 0.00 11.38 0.00 0.00 0.00 832.75 12 21 0.00 -11.24 0.00 0.00 0.00 - 1935.26 22 0.00 11.55 0.00 0.00 0.00 841.13 13 21 0.00 -11.18 0.00 0.00 0.00 - 1925.85 22 0.00 11.48 0.00 0.00 0.00 837.99 14 21 0.00 -11.07 0.00 0.00 0.00 - 1910.14 22 0.00 11.38 0.00 0.00 0.00 832.75 15 21 0.00 -11.08 0.00 0.00 0.00 - 1911.80 22 0.00 11.39 0.00 0.00 0.00 833.31 16 21 0.00 -11.24 0.00 0.00 0.00 - 1935.26 22 0.00 11.55 0.00 0.00 0.00 841.13 22 11 22 0.00 -17.27 0.00 0.00 0.00 - 832.75 23 0.00 17.43 0.00 0.00 0.00 0.00 12 22 0.00 -17.45 0.00 0.00 0.00 - 841.13 23 0.00 17.60 0.00 0.00 0.00 0.00 13 22 0.00 -17.38 0.00 0.00 0.00 - 837.99 23 0.00 17.53 0.00 0.00 0.00 0.00 14 22 0.00 -17.27 0.00 0.00 0.00 - 832.75 23 0.00 17.43 0.00 0.00 0.00 0.00 15 22 0.00 -17.28 0.00 0.00 0.00 - 833.31 23 0.00 17.44 0.00 0.00 0.00 0.00 C: \OEL1\ Evergreen \Hemcon\Staad\Existing Glulam Beams.anl Page 9 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. / 65 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 16 22 0.00 -17.45 0.00 0.00 0.00 - 841.13 23 0.00 17.60 0.00 0.00 0.00 0.00 23 11 24 0.00 -3.05 0.00 0.00 0.00 - 2060.26 21 0.00 3.20 0.00 0.00 0.00 1910.14 12 24 0.00 -3.23 0.00 0.00 0.00 - 2093.75 21 0.00 3.38 0.00 0.00 0.00 1935.26 13 24 0.00 -3.00 0.00 0.00 0.00 - 2073.52 21 0.00 3.15 0.00 0.00 0.00 1925.85 14 24 0.00 -3.05 0.00 0.00 0.00 - 2060.26 21 0.00 3.20 0.00 0.00 0.00 1910.14 15 24 0.00 -3.06 0.00 0.00 0.00 - 2062.47 21 0.00 3.22 0.00 0.00 0.00 1911.80 16 24 0.00 -3.23 0.00 0.00 0.00 - 2093.75 21 0.00 3.38 0.00 0.00 0.00 1935.26 24 11 25 0.00 5.12 0.00 0.00 0.00 - 1960.93 20 0.00 -4.97 0.00 0.00 0.00 2203.05 12 25 0.00 5.11 0.00 0.00 0.00 - 1995.80 20 0.00 -4.95 0.00 0.00 0.00 2237.23 13 25 0.00 5.17 0.00 0.00 0.00 - 1969.30 20 0.00 -5.02 0.00 0.00 0.00 2213.86 14 25 0.00 5.12 0.00 0.00 0.00 - 1960.93 20 0.00 -4.97 0.00 0.00 0.00 2203.05 15 25 0.00 5.13 0.00 0.00 0.00 - 1962.32 20 0.00 -4.98 0.00 0.00 0.00 2204.85 16 25 0.00 5.11 0.00 0.00 0.00 - 1995.80 20 0.00 -4.95 0.00 0.00 0.00 2237.23 25 11 26 0.00 13.29 0.00 0.00 0.00 - 1077.11 19 0.00 -13.14 0.00 0.00 0.00 1711.47 12 26 0.00 13.44 0.00 0.00 0.00 - 1098.01 19 0.00 -13.29 0.00 0.00 0.00 1739.36 13 26 0.00 13.34 0.00 0.00 0.00 - 1080.59 19 0.00 -13.19 0.00 0.00 0.00 1717.40 14 26 0.00 13.29 0.00 0.00 0.00 - 1077.11 19 0.00 -13.14 0.00 0.00 0.00 1711.47 15 26 0.00 13.30 0.00 0.00 0.00 - 1077.69 19 0.00 -13.15 0.00 0.00 0.00 1712.46 16 26 0.00 13.44 0.00 0.00 0.00 - 1098.01 19 0.00 -13.29 0.00 0.00 0.00 1739.36 C:1OEL11 Evergreen \Hemcon \StaadlExisting Glulam Beams.anl Page 10 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. / �4 * * * * * * * * * * * * ** END OE LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 73. PRINT JOINT DISPLACMENTS LIST 3 TO 5 11 TO 13 19 TO 21 C: \OEL1 \Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 11 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. / 65 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 3 11 0.00000 - 2.47274 0.00000 0.00000 0.00000 - 0.00633 12 0.00000 - 2.48018 0.00000 0.00000 0.00000 - 0.00637 13 0.00000 - 2.47398 0.00000 0.00000 0.00000 - 0.00634 14 0.00000 - 2.47183 0.00000 0.00000 0.00000 - 0.00633 15 0.00000 - 2.46839 0.00000 0.00000 0.00000 - 0.00631 16 0.00000 - 2.48018 0.00000 0.00000 0.00000 - 0.00637 4 11 0.00000 - 2.69079 0.00000 0.00000 0.00000 0.00159 12 0.00000 - 2.70195 0.00000 0.00000 0.00000 0.00155 13 0.00000 - 2.69265 0.00000 0.00000 0.00000 0.00158 14 0.00000 - 2.68943 0.00000 0.00000 0.00000 0.00160 15 0.00000 - 2.68427 0.00000 0.00000 0.00000 0.00161 16 0.00000 - 2.70195 0.00000 0.00000 0.00000 0.00155 5 11 0.00000 - 2.24040 0.00000 0.00000 0.00000 0.00687 12 0.00000 - 2.25528 0.00000 0.00000 0.00000 0.00683 13 0.00000 - 2.24288 0.00000 0.00000 0.00000 0.00686 14 0.00000 - 2.23858 0.00000 0.00000 0.00000 0.00688 15 0.00000 - 2.23171 0.00000 0.00000 0.00000 0.00689 16 0.00000 - 2.25528 0.00000 0.00000 0.00000 0.00683 11 11 0.00000 0.22943 0.00000 0.00000 0.00000 - 0.00151 12 0.00000 0.25075 0.00000 0.00000 0.00000 - 0.00144 13 0.00000 0.23298 0.00000 0.00000 0.00000 - 0.00150 14 0.00000 0.22741 0.00000 0.00000 0.00000 - 0.00152 15 0.00000 0.21994 0.00000 0.00000 0.00000 - 0.00152 16 0.00000 0.25075 0.00000 0.00000 0.00000 - 0.00144 12 11 0.00000 0.13537 0.00000 0.00000 0.00000 - 0.00019 12 0.00000 0.16087 0.00000 0.00000 0.00000 - 0.00018 13 0.00000 0.13962 0.00000 0.00000 0.00000 - 0.00019 14 0.00000 0.13342 0.00000 0.00000 0.00000 - 0.00019 15 0.00000 0.12635 0.00000 0.00000 0.00000 - 0.00018 16 0.00000 0.16087 0.00000 0.00000 0.00000 - 0.00018 13 11 0.00000 0.18435 0.00000 0.00000 0.00000 0.00083 12 0.00000 0.20764 0.00000 0.00000 0.00000 0.00077 13 0.00000 0.18823 0.00000 0.00000 0.00000 0.00082 14 0.00000 0.18293 0.00000 0.00000 0.00000 0.00084 15 0.00000 0.17789 0.00000 0.00000 0.00000 0.00087 16 0.00000 0.20764 0.00000 0.00000 0.00000 0.00077 19 11 0.00000 - 2.89497 0.00000 0.00000 0.00000 - 0.01135 12 0.00000 - 2.95206 0.00000 0.00000 0.00000 - 0.01150 13 0.00000 - 2.90949 0.00000 0.00000 0.00000 - 0.01142 14 0.00000 - 2.89420 0.00000 0.00000 0.00000 - 0.01136 15 0.00000 - 2.89335 0.00000 0.00000 0.00000 - 0.01138 16 0.00000 - 2.95206 0.00000 0.00000 0.00000 - 0.01150 20 11 0.00000 - 3.44443 0.00000 0.00000 0.00000 0.00051 12 0.00000 - 3.50616 0.00000 0.00000 0.00000 0.00057 13 0.00000 - 3.46307 0.00000 0.00000 0.00000 0.00050 14 0.00000 - 3.44388 0.00000 0.00000 0.00000 0.00051 15 0.00000 - 3.44446 0.00000 0.00000 0.00000 0.00050 16 0.00000 - 3.50616 0.00000 0.00000 0.00000 0.00057 C:1OEL11 Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 12 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE N0. 1V C JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 21 11 0.00000 - 2.77978 0.00000 0.00000 0.00000 0.01298 12 0.00000 - 2.82648 0.00000 0.00000 0.00000 0.01322 13 0.00000 - 2.79625 0.00000 0.00000 0.00000 0.01304 14 0.00000 - 2.77944 0.00000 0.00000 0.00000 0.01297 15 0.00000 - 2.78043 0.00000 0.00000 0.00000 0.01298 16 0.00000 - 2.82648 0.00000 0.00000 0.00000 0.01322 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 74. LOAD LIST 11 TO 16 75. PRINT SUPPORT REACTION C:\OELI\Evergreen \Hemcon\Staad \Existing Glulam Beams.anl Page 13 of 14 Monday, March 05, 2007, 04:58 PM STAAD SPACE -- PAGE NO. 1/P 4,77 SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 11 0.00 14.34 0.00 0.00 0.00 0.00 12 0.00 14.34 0.00 0.00 0.00 0.00 13 0.00 14.34 0.00 0.00 0.00 0.00 14 0.00 14.34 0.00 0.00 0.00 0.00 15 0.00 14.34 0.00 0.00 0.00 0.00 16 0.00 14.34 0.00 0.00 0.00 0.00 8 11 0.00 54.85 0.00 0.00 0.00 0.00 12 0.00 54.79 0.00 0.00 0.00 0.00 13 0.00 54.84 0.00 0.00 0.00 0.00 14 0.00 54.87 0.00 0.00 0.00 0.00 15 0.00 54.95 0.00 0.00 0.00 0.00 16 0.00 54.79 0.00 0.00 0.00 0.00 15 11 0.00 51.10 0.00 0.00 0.00 0.00 12 0.00 51.46 0.00 0.00 0.00 0.00 13 0.00 51.16 0.00 0.00 0.00 0.00 14 0.00 51.10 0.00 0.00 0.00 0.00 15 0.00 51.13 0.00 0.00 0.00 0.00 16 0.00 51.46 0.00 0.00 0.00 0.00 23 11 0.00 17.43 0.00 0.00 0.00 0.00 12 0.00 17.60 0.00 0.00 0.00 0.00 13 0.00 17.53 0.00 0.00 0.00 0.00 14 0.00 17.43 0.00 0.00 0.00 0.00 15 0.00 17.44 0.00 0.00 0.00 0.00 16 0.00 17.60 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 76. FINISH * * * * * * * * * ** END OF THE STAAD.Pro RUN * * * * * * * * * ** * * ** DATE = MAR 5,2007 TIME= 16:57:30 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD.Pro, please contact : * * By Email - North America : support @reiusa.com * * By Email - International : support @reiworld.com * * Tel. (USA) : 714- 974 -2500 ; Fax (USA) : 714- 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** C:\OEL1\ Evergreen \Hemcon \Staad \Existing Glulam Beams.anl Page 14 of 14 4 � � / Job No Sheet No Rev 1 Software licensed to Oregon Engineers Limited Part i Job Title EXISTING BUILDING GLULAM BEAMS AT GRIDS 8 TO 12 Ref B GK Date28- FEB -07 Chd Client HEMCON File Existing Glulam Beams.s I Date/Time 05- Mar -2007 16:57 e)-A 1/1 S A L.GRJ D 1 t.1Z . 6..) n r;` ;.r 7- X16.33 Al,}, 1 1 ,(II�'I \ ;1\ -mow ', i II' l \64q,s4 1,- IN I f i i r 1257.6C, 1 ' 29,83 K !i1 1 ' 11 j k - lo 7' I I ! II '1''I' { I 1 1 I l 1 1I� . / I I, ` 2t. 6SK "(11 1 1 ''�� 11 ,1' 1 , 1 I' I ' l ' Ili I: 1 ,,�, � I l � I I 1 1 t .1 !II , 1 Il I p'Il�li 1'1'1 ,! 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I ; i 1' .',1IIl 1 14-IN I 1 1 II Ii; iv I I „iii l¢i1'',IhI 11!llllyll!i! . I / 1b 60 �a 1 �I ° ' 1I jI'hlihll' II''IIIIIII'Ij1 — i 1 y lilil, ii 1 ri 1, "111111 1 1 1 K -tr ! 1 1 I' II��IInIlllli111 �1 ,11 i 1, 1 I fil N_ 1125.85 k -10 1717.4 2213, go K -1' Coal, t, 012(1) c l BMDS‹ D Print Time /Date 05/03/2007 17.32 STAAD.Pro for Windows Release 2002 Pnnt Run 1 of 1 • EVERGREEN ENGINEERING # Page -70 of By__IG. Date 31%1 o7 '•:'': r EAC.Or3 yvy.mrAL Tt'.Lii-Oo _uClies ( . G- )4 111)( _257 CZLUTAM ALbNC- ;C -, RIDS e i cl i l t,JC;E 0. _ i & E - ' - _ rr'3 OErI(. :WITH '€OTTo PLATE , = ' ISAX. S.F - 2171 K� A CI'TY 5 h�AM -2t 8o'k o K . _. I __ __ _. 223�,r 3_c • • , . 2. ._ .__ _ . �ItY! .0„6.E 9716_ . _. ; __ _._- ..__.�_ . _. t f r I A d 4 X 2 /z" CLULPrr�l A I72. I..`l02' .5.= i;N � _. ' 1 e , • . { ..- -_ ( . 1 + } - , - �t�t��n ' _. — = 3 2° 000 I7 r.. (_ i I e.. I I70 I ' t 1 I 1 j I, 1 � __ _ r } f ? 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C I - z _ - 3 1 2 _ ' . 1 i ItE Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon EVERGREEN ENGINEERING LLC Project: Cpn1 tvICcic , Te No Lo6,c$ Calc.She t Job No. By: 14_ Date: 3 I $ I r,7 Screw Connection Design ( All values are in inch and pound units) connection: Hold down connection to wood member at shear walls near existing stairs. Screw Size: 0.25 (D) Minimum End Distance: 1.75 Minimum Edge Distance: 1.00 Minimum Spacing in a row = s = 2.00 Minimum Spacing between rows: 2.00 Number of Fasteners in a Row = n = 40 Main Member: DF -L #2 A = 172.1 E = 1700000 Side Member: Steel 3/8" As = 2.25 Es = 29000000 y -- 33750 CD 1.15 U = 1 + / (s /2)( (1 /E + ( /EsAs) ) = 1.0006 Cd = 1.0 m = U - ( 0.965 Ceg = 1.0 E A /E A = 0.223 Em Am /Es As = 4.484 R = 0.223 C = 0.70 Z = 470 lbs Z' = Z(C = 381 lbs • • EVERGREEN ENGINEERING # Page 72 - of . . , . • . • ::: ;,:.. •• By Date > Ig le) ....., .. ..• • f..re Project 4 ( . i _ I. _67iii LAm AM s A GiRtDS 8 se9 , , mooincAtoto!; ous Co LL) MO Ai 61k tD E , , , , , i 1 • CA ITV 24G5 7 II 5 11 , . . 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EVERGREEN ENGINEERING LLC By: Date: 318 l Shear Flow Calculations Wood Beam with Steel Side Plates Beam: 6.75 x 30 glulam Location of Beam: Grids 8 & 9 Plate: 1/2 x 12 1/2 at middle of sides Location: At support E Shear V: 29830 I of Section: 18060 Fastener Row Horizontal Shear per Number A (in2) y (in) f (lbs/in) Spacing of Fastener (Ibs) fasteners (in) 1 19.66 5.75 187 2 373 2 22.31 3.125 115 2 230 3 22.31 0.5 18 4 74 4 22.31 -2.125 -78 4 -313 5 19.66 -4.75 -154 2 -308 1 12 1' k 12 ' Beam: 6.75 x 30 glulam Location of Beam: Grids 8 & 9 Plate: at bottom of sides Location: 1' from support E Shear V: 29830 I of Section: 25895 Fastener Row Horizontal Shear per Number A (in2) y (in) f (lbs/in) Spacing of Fastener (Ibs) fasteners (in) 1 19.66 0.98 22 4 89 2 22.31 , -1.645 -42 4 -169 3 22.31 -4.27 -110 4 -439 4 22.31 -6.695 -172 2 -344 5 19.66 -9.52 -216 2 -431 ,.' • # Page 75 of ,- : •• EVERGREEN ENGINEERING ........ 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J. ..., Eugene, Oregon • (541) 484-4771 • www.evergreenengineering.com • (503) 439-8777 • Portland, Oregon EVERGREEN ENGINEERING LLC Project: Calc.Sheet 7 Job No. By: 6l^ Date: 3;11 Screw Connection Design ( All values are in inch and pound units) Connection: Bottom plate reinforcement for 6 3/4" x 25 1/2" glulam beams at grids 8 & 9 Screw Size: 0.25 (D) Minimum End Distance: 1.75 Minimum Edge Distance. 1.00 Minimum Spacing in a row = s = 2.00 Minimum Spacing between rows: 2.00 Number of Fasteners in a Row = n = 20 Main Member: 6.75 x 25.5 glulam A = 172.1 E = 1700000 Side Member: Steel 3/8" As = 2.25 Es = 29000000 7 = 33750 CD 1.15 u = 1 + / (s /2)( (1 /E + (1 /E ) = 1.0006 Cd — 1.0 m= u- (u` -1) 0.965 Ce = 1.0 E A /E A = 0.223 E Am /Es As = 4.484 R = 0.223 C = 0.90 Z = 470 lbs • Z' = Z(C = 487 lbs • EVERGREEN ENGINEERING # Page 71 of • By 1 Date 13l of • `''':' ' Project 1-I 6'34 x 25'12" 6LOL/ -oil r-%m 15 A1.0o s C-i '►DS 6,8 LE :A eA' L REINF-oRG1ro6 (fi)M -IUL I�Lf't-• t . 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