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Report (31) 4G[{1e.ac - 00.5/2. ^ It2 iCv / 3ScU S 4-0g11t eilrs2'` i 'Square Park Shelter Design Calc's 10/21/16 o File Name: Park Shelter Calcs-IBC2012:xIs PMKI Design template for standard 20'Square park shelters with trusses,rafters&columns LOCATION: Tigard,OR. !<i BLDG CODE: 2014 Oregon Building Code-2012 IBC BLDG RISK CATEGORY: II Shelter Width � �lL., is J .'r _ ��� f�li SW 20.0 ft .; Shelter Length -,6'7 27. , .. Shelter Column Spacing � � SL 20.0 ft CITY��) � ���� a Shelter Column Height 1i��D P AS ColSp 16.0 t j _a NTi p ',l Si . t 't ryGINF� d4► ColHt 10.0 ft Roof Pitch �a0 R "O RP 6112 ROOF DEAD LOAD 85 PE 1. RP Shingles ' `' Roof Deck , ♦ 3.0 psf Giulam Purlins&Rafters 0 4iq REDO,ts A. 5.0 psf 1.0 psf Miscellaneous 1,.,. S A8,L, c)ir C? 11.0 psf RDL 20.0 psf EXPIRES: /20(44- . ROOF LIVE LOAD RLL 20.0 psf GROUND SNOW LOAD GSL 30.0 psf (Snow load design per chap.7,ASCE-7'10) Snow exposure factor (ASCE-7,Table 7-2) Ce 1.0 Snow thermal factor (ASCE-7,Table 7-3) Ct 1.2 Snow importance factor (ASCE-7;Table 1.5-2) Is 1.0 FLAT ROOF SNOW LOAD FRSL 25.2 psf T For sloped roofs: Sloped roof factor(ASCE-7,Sec.7.4&Fig.7-2) Cs 1.0 SLOPED ROOF SNOW LOAD ps 25.2 psf Unbalanced Snow Loads: Windward Side Unbalanced Snow upsw 7.6 psf Leeward Side Unbalanced Snow ups! 25.2 psf Leeward Side Ridge Drift Snow upsld 10.5 psf Width of Leeward Side Ridge Drift • idw 3.1 ft FLOOR LIVE LOAD(4"Slab on Grade) FLL 100.0 psf ALLOWABLE SOIL PRESSURE(Assumed) ASP 2000 psf ALLOWABLE SOIL LATERAL PRESSURE(Assumed ASLP 150 psf/ft WIND LOADS SUMMARY INFORMATION Main Wind Force Resisting System Maximum Combined Wind Wall Pressure(ASD Level) WWP 17.7 psf Maximum Combined Roof Horizontal Pressure(ASD Level) WRHP 13.6 psf Maximum Downward Roof Vertical Pressure(ASD Level) WRVPD 16.3 psf Maximum Uplift Combined Roof Vertical Pressure(ASD Level) WRVP -11.5 psf Net Roof Uplift Force(ASD Level) NRU 0.0 psf 0 LUSflGNT© 120 St.Mary's Street Lfl Raleigh, NC 27605 11 ASSOCIATES I.919. 833 . 0495 structural engineers Firm No. C-0621 FILE NO. LA- 1244 Engineer •J14N .PROJECT Sheet 2 of LOCATION Date Iv/0.t`64'2 Dft 'U S F .6.1z-eA0, R. Giitlib 1-x4s b A%) L- 7-ibe.� KP✓>2 *MC- PI (Z)1::)1 'As vrexr. . � y=(�7�)('4(4 +(,0,1)0)(4) t ( i)(2a) +6 ex))(14: 62) s 7S ' v�r< 05 r-r� To c ' r fog.t.'.t.-,©F I4F rp_pai AYE, tc osr o1J z C� (Zo): = (2o err IIS R F-4,pcie ecir. hvr c.Eay =•6`3 2)(10)64) +G 9;4)-(4) 4- (T..i)T(c) 2 Z + -t +c-r414,;(7.4(z)4-C 3 kz)cz 14.1 ` ()eve. 150 Fr TO pc-c-eokDT roR 1i`tJ,bS Q P 1 s ROop Dt. (Z)$34 TI 6410 , -ft I/J r7 KISS GoLev 0.0)(I•12)(40C) + (tit0.'1)(i4)(Z) +U(2r)(7 ) + (9,�)C o) -ti(IZYc32)+(33)0o)(4,) = U IS©• ro ,p 001.-tr rjo-.4 eL 1 1 3 PITCHED ROOF BLDG WIND ANALYSIS - ASCE 7-10(Chap's 26-30, pp. 241-355) This design method is for buildings classified as open structures. Do not use if building is not open. Calculation of wind pressures will be strength level forces. If using ASD,forces must be factored down in the load combinations to design for allowable stresses. MAIN WIND FORCE RESISTING SYSTEM(MWFRS) Basic Wind Speed(3 sec gust-Fig's 26.5-1A,26.5-1 B,26.5-1C) V 120 mph Mean Roof Height h 15.00 ft Wind Directionality Factor(Table 26.6-1) Kd 0.85 Building Risk Category(Table 1.5-1) II Exposure Category(Section 26.7.3) C Velocity Pressure Exposure Coefficient(Table 27.3-1) Kh 0.85 Topographic Factor(Section 26.8) Kzt 1.0 Gust Effect Factor(Section 26.9) G 0.85 Enclosure Classification OPEN Basic Velocity Pressure(qh=0.00256*Kh*Kzt*Kd*V^2,Eqn 27.3-1) qh 26.6 psf Net Pressure Coefficient(windward vertical surfaces) CN 0.80 Net Pressure Coefficient(leeward vertical surfaces) CN -0.50 Net Pressure Coefficient(side vertical surfaces) CN -0.70 Net Pressure Coefficient(windward roof-CASE A) CNW 1.20 Net Pressure Coefficient(windward roof-CASE B) CNW -0.10 Net Pressure Coefficient(leeward roof-CASE A) CNL 0.20 Net Pressure Coefficient(leeward roof-CASE B) CNL -0.85 Net Pressure Coefficient(roof wind//to ridge, uplift wind) CN -0.80 Net Pressure Coefficient(roof wind II to ridge,downward wind) CN 0.80 DESIGN PRESSURE p=qh *G *CN (Eqn 27.4-3) R..Vi Lots.id ' Wind Pressure(ww wall) 18.1 psf x , Co = IDJR P'i Wind Pressure(1w wall) -11.3 psf _ -(0.8 1t~ Wind Pressure(side walls) -15.8 psf ti - `t•'b Qkgf' Normal to Ridge(ww roof-CASE A) 27.2 psf = ![P.b I'hE- Normal to Ridge(Iw roof-CASE A) 4.5 psf - 2.1 ?'.'c Normal to Ridge(ww roof-CASE B) -2.3 psf -• - I.4 PSF Normal to Ridge(1w roof-CASE B) -19.2 psf c. - i I.2. PSt= Parallel to Ridge(roof, uplift wind) -18.1 psf Z -10.9 phg Parallel to Ridge(roof,downward wind) 18.1 psf y , tom p4P Net Roof Uplift Pressure(worst case) NRU 0.0 psf Building Data Shelter Width 20 ft Shelter Length 20 ft Roof Pitch 6 /12 Column Spacing 16 ft Total#of Columns 3 Height of Columns to Beam Bearing 10.0 ft Depth of Purlins 0.57 ft Width of Columns 0.71 ft Depth of Columns 0.92 ft Avg. Depth of Roof Beams+Roof Deck 1.25 ft 41 WIND BASE SHEAR CALCULATIONS Projected Vertical Surface Area(y-y Wind,perp to ridge) 85 ft^2 Projected Roof Area(y-y Wind, perp to ridge) 120 ftA2 A- , Projected Vertical Surface Area(x-x Wind,parallel to ridge) 150 ftA2 Projected Roof Area(x-x Wind,parallel to ridge) 0 ftA2 _____ Wind Base Shear (y-y Wind,perp to ridge) 5.2 kips xi.as" = 5.13Wind Base Shear (x-x Wind,parallel to ridge) 4.4 kips *.4 : 2.4.,c215- _ oy15- WIND LOAD ANALYSIS FOR COMPONENTS .. Shelter Width B 20.0 It Shelter Length L 20.0 ft Zone Boundary for Roof Components a 3.0 ft COMPONENTS/CLADDING p=qh*G*CN (Eqn 30.8-1) Roof Components, Effective Wind Area<= 9.0 ftA2 r.,-,e-- aR 01. 11-4.1.Tatilt_ Zone 1 CN 1.3 -0.9 . ��zCJ1�-� C"t'�(P,) Zone 2 CN 2.0 -1.4 Zone 3 CN 2.6 -1.8 Wind Pressures(Zone 1) 29.4 psf -20.4 psf Wind Pressures(Zone 2) 45.3 psf -31.7 psf Wind Pressures(Zone 3) 58.9 psf -40.8 psf Roof Components, Effective Wind Area> 9.0 ftA2 & <= 36.0 ftA2 Zone 1 CN 1.3 _0.9 Zone 2 CN 2.0 -1.4 Zone 3 CN 2.0 -1.4 Wind Pressures(Zone 1) 29.4 psf -20.4 psf Wind Pressures(Zone 2) 45.3 psf -31.7 psf Wind Pressures(Zone 3) 45.3 psf -31.7 psf Roof Components, Effective Wind Area> 36.0 ftA2 Zone 1 CN 1.3 -0.9 Zone 2 CN 1.3 -0.9 Zone 3 CN 1.3 -0.9 Wind Pressures(Zone 1) 29.4 psf -20.4 psf Wind Pressures(Zone 2) 29.4 psf -20.4 psf Wind Pressures(Zone 3) 29.4 psf -20.4 psf COLUMN DRIFT CALCULATIONS DUE TO WIND(SERVICE LEVEL LOADING) Type of Building Columns(Wood or Steel) Wood Column Height 10.0 ft Total Number of Columns in Shelter 4 Column Strong Axis Moment of Inertia 942.8 in^4 Column Weak Axis Moment of Inertia 563.0 in^4 Column material Modulus of Elasticity 1600 ksi Approximate drift at top of column due to wind perp to ridge 0.299 in Approximate drift at top of column due to wind parallel to ridge 0.423 in i SEISMIC ANALYSIS - IBC 2012 (Section 1613) &ASCE 7-10 (Sections 11, 12) SEISMIC DATA (NOTE:VALUES IN FIRST SECTION CAN BE OBTAINED FROM USGS SOFTWARE) Short Period Spectral Response Acceleration(maps) Ss 1.000 1-Sec Period Spectral Response Acceleration(maps) S1 0.400 Soil Site Classification(ASCE 7,Table 20.3-1) D Site Coefficient for Adjustment of Ss(ASCE 7,Table 11.4-1) Fa 1.1 Site Coefficient for Adjustment of S1 (ASCE 7,Table 11.4-2) Fv 1.6 Site Adjusted Short Period Response Acceleration Sms 1.100 Site Adjusted 1-Sec Period Response Acceleration Sm1 0.640 Design Short Period Spectral Response Acceleration Sds 0.733 Design 1-Sec Period Spectral Response Acceleration Sd1 0.427 Building Risk Category(ASCE 7,Table 1.5-1) II Seismic Importance Factor, le(ASCE Table 1.5-2) 1.00 Seismic Design Category (ASCE 7 Tables 11.6-1 & 11.6-2) D Analysis Procedure: Equivalent Lateral Force See ASCE Section 12.3.4 for redundancy factor,p,to use in calculating seismic loads. For seismic design categories A, B,C,use p= 1. For seismic design categories D, E, F,use p= 1.3 unless structure complies with ASCE Section 12.3.4.2. Seismic Redundancy Coefficient p 1.3 SEISMIC ANALYSIS -ASCE 7, SECTION 12.8 (EQUIVALENT LATERAL FORCE) Basic Seismic Resisting System CANTILEVERED COLUMN SYSTEM Resisting System Type: WOOD FRAMES Response Modification Factor(ASCE 7,Table 12.2-1) R 1.5 System Overstrength Factor(ASCE 7,Table 12.2-1) Omega-o 1.5 Deflection Amplification Factor(ASCE 7,Table 12.2-1) Cd 1.5 Building Height Limit(ASCE 7,Table 12.2-1) 35 ft BUILDING DATA Number of Stories N 1 Typical column height 10.0 ft Tributary Roof Area for Base Shear Calculation TA 400 ft^2 DETERMINATION OF SEISMIC RESPONSE COEFFICIENT,Cs Building Period Determination: Building Height from base to highest level of structure,hn 16.00 ft Building Period Coefficient,Ct(ASCE 7,Table 12.8-2) Ct 0.020 "x"Coefficient in approximate period eqn(ASCE 7,Table 12.8-2) x 0.75 Approximate Fundamental Period(Ct*hn^x,ASCE 7,eqn 12.8-7) Ta 0.16 sec Actual Building Period from Frequency Analysis Tc 0.82 sec Coeff.for upper limit on Period,Cu(ASCE 7,Table 12.8-1) Cu 1.40 Building Period,T minimum of(Tc, Cu*Ta) T 0.22 sec SEISMIC RESPONSE COEFFICIENT,Cs(ASCE 7, 12.8.1.1) Cs 0.49 BASE SHEAR CALCULATION Roof Load for Base Shear Calculation TRL 15.0 kips Miscellaneous Dead Load to Include in Seismic Calc's 0.0 kips • Total Load for Base Shear Calculation W 15.0 kips SEISMIC BASE SHEAR (V=Cs*W) Vbase 7.3 kips -1 354,Ir- CP SEISMIC BASE SHEAR(Allowable Stress Design-0.7*V) V-asd 5.1 kips Fji 4G744` Maximum Design Horizontal Seismic Load Effects,rho*Qe(ASD design) 6.7 kips Colv$qq` Design Vertical Seismic Load Effects,0.2*Sds*D +/- 2.93 psf DRIFT LIMIT CALCULATIONS(Drift Limits are based on Ultimate Level Forces) Allowable Drift Percentage of Story Height(ASCE 7,Table 12.12-1) 0.025 Maximum Story Drift Allowed at each Floor 3.000 in Maximum Allowable Drift at Each Floor(Elastic Analysis) 2.000 in COLUMN DRIFT CALCULATIONS DUE TO SEISMIC Type of Building Columns(Wood or Steel) Wood Column Height 10.0 ft Total Number of Columns in Shelter 4 Column Strong Axis Moment of Inertia 942.8 in"4 Column Weak Axis Moment of Inertia 563.0 in"4 Column material Modulus of Elasticity 1600 ksi Approximate drift at top of column due to seismic perp to ridge(no p-delta) 0.700 in Approximate drift at top of column due to seismic parallel to ridge(no p-delta) 1.172 in Maximum Design Story Drift due to Seismic 1.759 in Stability Coefficient for Seismic(ASCE Eqn 12.8-16) 0.024 Is P-Delta Analysis for Seismic Required?(ASCE 12.8.7) NO Is Actual Drift Less than Allowable? YES Is Stability Coefficient Less Than Maximum Allowed? YES LYSAGNT© 120 st.Mary's Stree605t L "H Raleigh, NC 27 I'll ASSOCI°TES 919. 833 . 0495 LysaghtAssociates.com structural engineers Firm No. C-0621 FILE NO. Li 11 Z 149 Engineer J144 PROJECT 1 11- PROJECT Sheet 7 of LOCATION Date 1 t7/2 COLOLLO Loam tic izabvi ,. P ec c RCCF � � '-[' 01.1/ft• CAPW IL411:R.1 = r i dXl4 ICAD -i ANi leo i% = 51S CDL. (z .z)(loo) 2c 2.a '(169. )(too) = I Gv3o'* CWS. ..60),A4A. P z z3o'/4 = 7€" "` WL 1. 1Z41)41 2(6,50/4- Q4 4 l 4-5/4 Z /2.8401*' ry IS UL l +T6 r i t�>=GT{©ti.0 0.Ci li2ci: L.L t> -k(..i tl e. .7i 64-L. 1....0.3:14 lI 7R.. t1/44.0 FURL/04; • DL.'-%- LL ._4r(2o)( ! )+.24/1.2* . 1d4.c P' A� + �L ' 1.:224-+ 2�i,21/ 1 41, 4- Fe, 3 CD�+TROL'' za,4--i--C ,z 4- 144,743/i'. : 33,v2 Prize Df.'-# wi. _ LZZ.4--f '10 J /hoc: 24-.2 LUSOGNT■ 120 St Mary's Street ICO Raleigh, NC 27605 ASSOCIATES 919. 833 . 0495 LysaghtAssociates.com structural engineers Firm No. C-0621 FILE NO. 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Y ` coi-5 5r2xl1 1, bL.+ L t,r3 ±S o tit? sf.c..?/$ z, pt.+ 40L+Ll .)14 2r (2l t$ V,q. l 3, I1 tiv 9,4 170*iC440P-1* - SXciVs 3, DL. + WL 4, 10 ±g 1Q•4. 5, 41 /3.15 12.53 `(.Iu1*17 t/0 ✓, — CiX 4. to, S: tic 4.55 -1 ; 0 14.4;- 44,1 4, *4.4 Ia.40 15 0 Km- 1/'421 to1...T if Crk.Lik.0 us/4 . gtb2 fti, z ( 4a6)(I. 1ca)61) = 2moi R. 14 "' i"T10 , 1 ) • PF/CAL 10-21-2016 LOADING COMBINATION # 1 11216TF1 M J Dx Dy Dz V P M P/A M/S 1 1 0.00 0.00 0.00 -0.35 5.32 -14.57 0.06 -0.09 2 -0.01 -0.00 0.00 0.35 -5.32 -14.39 -0.06 -0.08 2 2 -0.01 -0.00 0.00 0.34 4.63 14.39 0.05 0.08 4 -0.01 -0.00 -0.03 -0.34 -4.63 0.00 -0.05 0.00 3 10 0.01 -0.00 0.03 -0.34 4.63 0.00 0.05 0.00 12 0.01 -0.00 -0.00 0.34 -4.63 -14.39 -0.05 -0.08 4 12 0.01 -0.00 -0.00 0.35 5.32 14.39 0.06 0.08 13 0.00 0.00 0.00 -0.35 -5.32 14.57 -0.06 0.09 5 3 -0.01 0.01 -0.03 -0.00 0.00 0.00 0.00 0.00 4 -0.01 -0.00 -0.03 0.89 0.44 -11.88 0.01 -0.15 6 4 -0.01 -0.00 -0.03 1.23 5.84 11.88 0.12 0.15 5 0.00 -0.03 -0.01 0.65 -4.90 4.42 -0.10 0.06 7 5 0.00 -0.03 -0.01 0.38 4.21 -4.42 0.09 -0.06 6 0.00 -0.03 0.00 0.50 -3.76 2.85 -0.08 0.04 8 6 0.00 -0.03 0.00 0.27 3.73 -2.85 0.08 -0.04 TR 7 -0.00 -0.03 0.01 0.51 -3.34 -0.00 -0.07 -0.00 9 7 -0.00 -0.03 0.01 0.51 3.34 0.00 0.07 0.00 8 -0.00 -0.03 -0.00 0.27 -3.73 2.85 -0.08 0.04 10 8 -0.00 -0.03 -0.00 0.50 3.76 -2.85 0.08 -0.04 9 -0.00 -0.03 0.01 0.38 -4.21 4.42 -0.09 0.06 11 9 -0.00 -0.03 0.01 0.65 4.90 -4.42 0.10 -0.06 10 0.01 -0.00 0.03 1.23 -5.84 -11.88 -0.12 -0.15 12 10 0.01 -0.00 0.03 0.89 -0.44 11.88 -0.01 0.15 11 0.01 0.01 0.03 0.00 -0.00 0.00 -0.00 0.00 13 4 -0.01 -0.00 -0.03 -0.08 -5.02 0.00 -0.10 0.00 ��� ,� 14 -0.00 -0.01 -0.02 0.24 5.02 -6.67 0.10 -0.09 t/ '" 14 14 -0.00 -0.01 -0.02 0.45 -4.32 6.67 -0.09 0.09 15 -0.00 -0.03 -0.00 -0.25 4.32 12.20 0.09 0.16 15 15 -0.00 -0.03 -0.00 -0.25 -4.32 -12.20 -0.09 -0.16 16 0.00 -0.01 0.02 0.45 4.32 -6.67 0.09 -0.09 II 16 10 0.01 -0.00 0.03 0.08 -5.02 0.00 -0.10 0.00 16 0.00 -0.01 0.02 -0.24 5.02 6.67 0.10 0.09 17 5 0.00 -0.03 -0.01 0.00 1.24 0.00 0.05 0.00 15 -0.00 -0.03 -0.00 0.00 -1.24 0.00 -0.05 0.00 18 6 0.00 -0.03 0.00 0.00 0.76 0.00 0.03 0.00 15 -0.00 -0.03 -0.00 0.00 -0.76 0.00 -0.03 0.00 19 7 -0.00 -0.03 0.01 0.00 -2.06 0.00 -0.08 0.00 Yq, 15 -0.00 -0.03 -0.00 0.00 2.06 0.00 0.08 0.00 20 8 -0.00 -0.03 -0.00 0.00 0.76 0.00 0.03 0.00 15 -0.00 -0.03 -0.00 0.00 -0.76 0.00 -0.03 0.00 21 9 -0.00 -0.03 0.01 0.00 1.24 0.00 0.05 0.00 15 -0.00 -0.03 -0.00 0.00 -1.24 0.00 -0.05 0.00 22 2 -0.01 -0.00 0.00 0.00 0.98 0.00 0.03 0.00 ei 14 -0.00 -0.01 -0.02 0.00 -0.98 0.00 -0.03 0.00 23 12 0.01 -0.00 -0.00 0.00 0.98 0.00 0.03 0.00 16 0.00 -0.01 0.02 0.00 -0.98 0.00 -0.03 0.00 SUPPORT REACTIONS J Rx Ry Mz 1 0.35 5.32 -14.57 13 -0.35 5.32 14.57 12 PF/CAL LOADING COMBINATION # 2 10-21-2016 11216TF1 M J Dx Dy Dz V P M P/A M/S 1 1 0.00 0.00 0.00 0.19 5.34 20.37 0.06 0.12 2 0.04 -0.00 -0.04 -0.19 -5.34 -4.64 -0.06 -0.03 2 2 0.04 -0.00 -0.04 0.11 5.42 4.64 0.06 0.03 4 0.07 -0.01 -0.03 -0.11 -5.42 0.00 -0.06 0.00 3 10 0.09 -0.00 0.03 -0.57 4.02 0.00 0.04 0.00 12 0.06 -0.00 -0.04 0.57 -4.02 -23.96 -0.04 -0.14 4 12 0.06 -0.00 -0.04 0.88 5.47 23.96 0.06 0.14 13 0.00 0.00 0.00 -0.88 -5.47 49.07 -0.06 0.29 5 3 0.07 0.01 -0.02 0.00 -0.00 0.00 -0.00 0.00 4 0.07 -0.01 -0.03 1.05 0.39 -14.06 0.01 -0.18 6 4 0.07 ' -0.01 -0.03 1.42 6.00 14.06 0.13 0.18 5 0.08 -0.03 -0.01 0.81 -5.18 3.44 -0.11 0.04 7 5 0.08 -0.03 -0.01 0.50 4.31 -3.44 0.09 -0.04 6 0.08 -0.03 0.00 0.55 -3.92 2.73 -0.08 0.04 t 8 6 0.08 -0.03 0.00 0.34 3.88 -2.73 0.08 -0.04 7 0.08 -0.03 0.01 0.58 -3.55 -0.00 -0.07 -0.00 9 7 0.08 -0.03 0.01 0.50 3.58 0.00 0.07 0.00 8 0.08 -0.03 -0.00 0.22 -3.92 3.33 -0.08 0.04 10 8 0.08 -0.03 -0.00 0.45 3.95 -3.33 0.08 -0.04 9 0.08 -0.03 0.01 0.37 -4.34 4.44 -0.09 0.06 11 9 0.08 -0.03 0.01 0.60 4.98 -4.44 0.10 -0.06 10 0.09 -0.00 0.03 1.14 -5.80 -11.00 -0.12 -0.14 12 10 0.09 -0.00 0.03 0.82 -0.39 11.00 -0.01 0.14 11 0.09 0.01 0.03 0.00 0.00 -0.00 0.00 -0.00 13 4 0.07 -0.01 -0.03 0.35 -4.16 0.00 -0.09 0.00 14 0.08 -0.04 -0.03 -0.19 4.16 11.49 0.09 0.15 14 14 0.08 -0.04 -0.03 0.11 -4.24 -11.49 -0.09 -0.15 15 0.08 -0.03 0.05 0.09 4.24 12.05 0.09 0.16 15 15 0.08 -0.03 0.05 -0.58 -3.78 -12.05 -0.08 -0.16 16 0.08 0.01 0.01 0.78 3.78 -24.70 0.08 -0.32 I 13 16 10 0.09 -0.00 0.03 0.51 -5.23 0.00 -0.11 0.00 16 0.08 0.01 0.01 -0.67 5.23 24.70 0.11 0.32 17 5 0.08 -0.03 -0.01 0.00 1.56 0.00 0.06 0.00 15 0.08 -0.03 0.05 0.00 -1.56 0.00 -0.06 0.00 18 6 0.08 -0.03 0.00 0.00 0.88 0.00 0.03 0.00 15 0.08 -0.03 0.05 0.00 -0.88 0.00 -0.03 0.00 19 7 0.08 -0.03 0.01 0.00 -2.21 0.00 -0.08 0.00 15 0.08 -0.03 0.05 0.00 2.21 0.00 0.08 0.00 20 8 0.08 -0.03 -0.00 0.00 0.66 0.00 0.02 0.00 15 0.08 -0.03 0.05 0.00 -0.66 0.00 -0.02 0.00 21 9 0.08 -0.03 0.01 0.00 1.16 0.00 0.04 0.00 15 0.08 -0.03 0.05 0.00 -1.16 0.00 -0.04 0.00 22 2 0.04 -0.00 -0.04 0.00 -0.11 0.00 -0.00 0.00 14 0.08 -0.04 -0.03 0.00 0.11 0.00 0.00 0.00 23 12 0.06 -0.00 -0.04 0.00 2.05 0.00 0.06 0.00 16 0.08 0.01 0.01 0.00 -2.05 0.00 -0.06 0.00 SUPPORT REACTIONS J Rx Ry Mz 1 -0.19 5.34 20.37 13 -0.88 5.47 49.07 141- ¢ PF/CAL 10-21-2016 LOADING COMBINATION # 3 11216TF1 M J Dx Dy Dz V P M P/A M/S 1 1 0.00 0.00 0.00 0.47 3.66 36.06 0.04 0.21 2 0.06 -0.00 -0.06 -0.47 -3.66 2.49 -0.04 0.01 2 2 0.06 -0.00 -0.06 -0.06 4.19 -2.49 0.05 -0.01 4 0.10 -0.00 -0.02 0.06 -4.19 0.00 -0.05 0.00 3 10 0.11 -0.00 0.02 -0.55 2.32 0.00 0.02 0.00 12 0.08 -0.00 -0.06 0.55 -2.32 -23.26 -0.02 -0.14 4 12 0.08 -0.00 -0.06 0.96 3.83 23.26 0.04 0.14 13 0.00 0.00 0.00 -0.96 -3.83 56.50 -0.04 0.33 5 3 0.10 0.00 -0.01 0.00 0.00 -0.00 0.00 -0.00 4 0.10 -0.00 -0.02 0.80 0.22 -10.72 0.00 -0.14 6 4 0.10 -0.00 -0.02 1.07 4.16 10.72 0.09 0.14 5 0.11 -0.02 -0.00 0.63 -3.70 1.76 -0.08 0.02 7 5 0.11 -0.02 -0.00 0.40 3.01 -1.76 0.06 -0.02 6 0.11 -0.02 0.00 0.39 -2.79 1.89 -0.06 0.02 8 6 0.11 -0.02 0.00 0.27 2.76 -1.89 0.06 -0.02 7 0.11 -0.02 0.01 0.43 -2.57 -0.00 -0.05 -0.00 9 7 0.11 -0.02 0.01 0.33 2.62 0.00 0.05 0.00 8 0.10 -0.02 -0.00 0.10 -2.81 2.69 -0.06 0.03 10 8 0.10 -0.02 -0.00 0.26 2.83 -2.69 0.06 -0.03 9 0.10 -0.02 0.01 0.23 -3.05 3.08 -0.06 0.04 11 9 0.10 -0.02 0.01 0.36 3.44 -3.08 0.07 -0.04 10 0.11 -0.00 0.02 0.70 -3.90 -6.64 -0.08 -0.09 12 10 0.11 -0.00 0.02 0.50 -0.22 6.64 -0.00 0.09 11 0.11 0.00 0.02 -0.00 -0.00 -0.00 -0.00 -0.00 13 4 0.10 -0.00 -0.02 0.55 -2.27 0.00 -0.05 0.00 14 0.10 -0.05 -0.02 -0.39 2.27 19.92 0.05 0.26 14 14 0.10 -0.05 -0.02 -0.13 -2.80 -19.92 -0.06 -0.26 15 0.11 -0.02 0.06 0.34 2.80 7.24 0.06 0.09 15 15 0.11 -0.02 0.06 -0.56 -2.18 -7.24 -0.05 -0.09 16 0.11 0.02 0.00 0.76 2.18 -28.33 0.05 -0.37 i1 16 10 0.11 -0.00 0.02 0.59 -3.70 0.00 -0.08 0.00 16 0.11 0.02 0.00 -0.75 3.70 28.33 0.08 0.37 . 17 5 0.11 -0.02 -0.00 0.00 1.24 0.00 0.05 0.00 15 0.11 -0.02 0.06 0.00 -1.24 0.00 -0.05 0.00 18 6 0.11 -0.02 0.00 0.00 0.66 0.00 0.02 0.00 15 0.11 -0.02 0.06 0.00 -0.66 0.00 -0.02 0.00 19 7 0.11 -0.02 0.01 0.00 -1.63 0.00 -0.06 0.00 15 0.11 -0.02 0.06 0.00 1.63 0.00 0.06 0.00 20 8 0.10 -0.02 -0.00 0.00 0.36 0.00 0.01 0.00 15 0.11 -0.02 0.06 0.00 -0.36 0.00 -0.01 0.00 21 9 0.10 -0.02 0.01 0.00 0.70 0.00 0.03 0.00 15 0.11 -0.02 0.06 0.00 -0.70 0.00 -0.03 0.00 22 2 0.06 -0.00 -0.06 0.00 -0.74 0.00 -0.02 0.00 14 0.10 -0.05 -0.02 0.00 0.74 0.00 0.02 0.00 23 12 0.08 -0.00 -0.06 0.00 2.15 0.00 0.06 0.00 16 0.11 0.02 0.00 0.00 -2.15 0.00 -0.06 0.00 SUPPORT REACTIONS ` J Rx Ry Hz 1 -0.47 3.66 36.06 13 -0.96 3.83 56.50 140 PF/CAL 10-21-2016 LOADING COMBINATION # 4 11216TF1 M J Dx Dy Dz V P M P/A M/S 1 1 0.00 0.00 0.00 1.32 -0.80 84.889 -0.01 0.50 2 0.12 0.00 -0.11 -1.32 0.80 24.15 0.01 0.14 2 2 0.12 0.00 -0.11 -0.58 1.09 -24.15 0.01 -0.14 4 0.19 0.00 0.01 0.58 -1.09 0.00 -0.01 0.00 aL, 3 10 0.19 -0.00 -0.00 -0.52 -0.98 0.00 -0.01 0.00 12 0.12 -0.00 -0.11 0.52 0.98 -22.03 0.01 -0.13 4 12 0.12 -0.00 -0.11 1.26 0.80 22.03 0.01 0.13 13 0.00 0.00 0.00 -1.26 -0.80 81.97 -0.01 0.48 5 3 0.19 -0.00 0.01 0.00 0.00 -0.00 0.00 -0.00 4 0.19 0.00 0.01 -0.00 -0.00 0.00 -0.00 0.00 1 6 4 0.19 0.00 0.01 -0.04 0.16 -0.00 0.00 -0.00 5 0.19 0.00 0.00 0.04 -0.16 -2.08 -0.00 -0.03 7 5 0.19 0.00 0.00 0.08 0.08 2.08 0.00 0.03 -1-0? 6 0.19 0.00 -0.00 -0.08 -0.08 0.11 -0.00 0.00 8 6 0.19 0.00 -0.00 -0.00 0.09 -0.11 0.00 -0.00 7 0.19 0.00 -0.00 0.00 -0.09 -0.00 -0.00 -0.00 9 7 0.19 0.00 -0.00 0.01 0.09 0.00 0.00 0.00 8 0.19 0.00 -0.00 -0.01 -0.09 0.14 -0.00 0.00 10 8 0.19 0.00 -0.00 -0.02 0.08 -0.14 0.00 -0.00 9 0.19 0.00 -0.00 0.02 -0.08 -0.38 -0.00 -0.00 11 9 0.19 0.00 -0.00 0.01 0.10 0.38 0.00 0.00 10 0.19 -0.00 -0.00 -0.01 -0.10 -0.00 -0.00 -0.00 12 10 0.19 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 11 0.19 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 13 4 0.19 0.00 0.01 1.05 2.99 0.00 0.06 0.00 ©��� 14 0.19 -0.06 -0.02 -1.05 -2.99 44.07 -0.06 0.57 � C,A" 14 14 0.19 -0.06 -0.02 -0.84 1.10 -44.07 0.02 -0.57 15 0.19 0.00 0.11 0.84 -1.10 -1.44 -0.02 -0.02 15 15 0.19 0.00 0.11 -0.76 1.16 1.44 0.02 0.02 16 0.19 0.06 -0.02 0.76 -1.16 -42.69 -0.02 -0.55 il 16 10 0.19 -0.00 -0.00 1.02 -0.62 0.00 -0.01 0.00 16 0.19 0.06 -0.02 -1.02 0.62 42.69 0.01 0.55 17 5 0.19 0.00 0.00 0.00 0.14 0.00 0.01 0.00 15 0.19 0.00 0.11 0.00 -0.14 0.00 -0.01 0.00 18 6 0.19 0.00 -0.00 0.00 -0.09 0.00 -0.00 0.00 15 0.19 0.00 0.11 0.00 0.09 0.00 0.00 0.00 19 7 0.19 0.00 -0.00 0.00 -0.07 0.00 -0.00 0.00 15 0.19 0.00 0.11 0.00 0.07 0.00 0.00 0.00 20 8 0.19 0.00 -0.00 0.00 -0.03 0.00 -0.00 0.00 15 0.19 0.00 0.11 0.00 0.03 0.00 0.00 0.00 21 9 0.19 0.00 -0.00 0.00 0.03 0.00 0.00 0.00 15 0.19 0.00 0.11 0.00 -0.03 0.00 -0.00 0.00 22 2 0.12 0.00 -0.11 0.00 -2.68 0.00 -0.08 0.00 14 0.19 -0.06 -0.02 0.00 2.68 0.00 0.08 0.00 23 12 0.12 -0.00 -0.11 0.00 2.52 0.00 0.07 0.00 16 0.19 0.06 -0.02 0.00 -2.52 0.00 -0.07 0.00 SUPPORT REACTIONS J Rx Ry Mz 1 -1.32 -0.80 84.89 13 -1.26 0.80 81.97 1 . IS IN.D.S.3.102--FLEXURE and AXIAL COMPRESSION(SOLID OR LAM. MEMBERS) 10/21/2016 FILE NAME:BENDCOMP.XLS DISK: D:\EXCELWKS\WOOD _ Beam Description: TRUSS COLUMN-24F-V5-LOADING#3 Member: b= 8.5000 Allowable Fb= 2400 psi d= 11.0000 Stresses: Fc= 1650 psi E= 1416.1 psi x10^3 Member Forces: L.D.F= 1.6 Mx= 4708 ft-lbs P= 3830 lbs Type of member(1 =Laminated,0=Solid): 1 Column Effect: Lu(x)= 10.40 ft Ke(x)= 2.1 Lu(y)= 0.00 ft Ke(y)= 2.1 Slenderness Adjustment: Lu= 10.40 NOTE:When Lu=0, Le coefficient= 6 select Le coeff. (select) of 3 Le COEFFICIENTS 1.Single span w/conc. load @ CL Le= 236.424 2.Single span w/unif. load Cs= 6.000 3.Single span w/equal end moments Ck= 18.359 4.Cant.w/conc.load @ unsupported end Cf= 1.000 5.Cant.w/unif. load Fb'= 3840 6. Single span or cant.w/any load Allowable Compressive Stress Adjustments: In Plane of Bending: KeUd= 23.825 K= 18.343 Fc'= 1043 J= 1.000 Perpendicular to Plane KeUd= 0.000 K= 18.343 of Bending: Fc'= 2640 J= 0.000 UNITY CHECK IN PLANE OF BENDING: fc fb + Fc' Fb'-Jfc 41 330 1043 + = 0.039 + 0.087 3799 0.126 < 1, 0 OP— UNITY CHECK PERPENDICULAR TO fc fb PLANE OF BENDING: + Fc' Fb'-Jfc 41 330 2640 + = 0.016 + 0.086 3840 = 0.101 4 I. C' ®)G.. ( `1 1'91 NDS-3.9.1 —FLEXURE and AXIAL TENSION(SOLID OR LAM.MEMBERS) 10/21/2016 FILE NAME:BENDTEN2.XLS DISK:D:tEXCELWKS\WOOD I Beam Description: TRUSS COLUMN-24F V5-LOADING#4 Member: b= 8.500 in Allowable Fb= 1920 psi d= 11.000 in Stresses: Ft= 920 psi Member Forces: E= 1416.1 psi x10^3 L.D.F.= 1.6 Moment Mx= 7074 ft-lbs Tension T = 800 lbs Type of member(0=Solid or Built-up, 1 =Glu-iam): 1 For Glu-lam members(used to calculate Cv): Length of bending member between zero moment points 10.4 ft Lumber Species(0=Southern Pine, 1 =all others) 0 Area of bolt holes in wood(for net area calculations) 14.88 In^2 Slenderness Adjustment: Lu= 10.40 ft NOTE:When Lu=0, Le coefficient= 6 select Le coeff. Le COEFFICIENTS (select) of 3 1. Single span w/conc.load @ CL INTERMEDIATE CALC.S 2. Single span w/unif, load 3.Single span w/equal end moments Le= 264.96 in 4. Cant.w/conc.load @ unsupported end RB= 6.351 5. Cant.w/unif. load FbE= 21378 psi 6.Single span or cant.w/any loading(cons.) CL= 0.992 CF= 1.000 Allowable Stress Adjustments: Cv= 1.000 Allow. Tensile Stress Ft' = 1472 psi Allow. Bending Stress (Eq. 3.9-1) Fb* = 3072 psi Allow. Bending Stress(Eq. 3.9-2) Fb**= 3047 psi UNITY CHECK#1 ft fb + 10 Ft' Fb* 495 + = 0.007 + 0.161 1472 3072 UNITY CHECK#2 0.168 'G i•D OIL fb - ft Fb** 495 - 10 3047 = 0.159 L I. a e,14. '91 NDS-3.9.1 --FLEXURE and AXIAL TENSION(SOLID OR LAM.MEMBERS) 10/21/2016 ZQ (FILE NAME:BENDTEN2.XLS DISK: D•\ .EXCELWKS\WOOD I Beam Description: TRUSS BOTTOM CHORD-24F-V3-LOADING#3 Member: b= 5.000 in Allowable Fb= 2400 psi d= 9.625 in Stresses: Ft= 1150 psi Member Forces: E= 1499.4 psi x10"3 L.D.F.= 1.6 Moment Mx= 2361 ft-lbs Tension T = 3700 lbs Type of member(0=Solid or Built-up, 1 =Glu-lam): 1 For Glu-lam members(used to calculate Cv): Length of bending member between zero moment points 16 ft Lumber Species(0=Southern Pine, 1 =all others) 0 Area of bolt holes in wood(for net area calculations) $75 in"2 Slenderness Adjustment: Lu= 16.00 ft NOTE:When Lu=0, Le coefficient= 6 select Le coeff. (select) of 3 Le COEFFICIENTS 1. Single span w/conc. load @ CL INTERMEDIATE CALC.S 2.Single span w/unif. load 3.Single span w/equal end moments Le= 264.96 in 4.Cant.wl conc.load @ unsupported end RE= 10.100 5.Cant.wl unif.load FbE= 8951 psi 6.Single span or cant.w/any loading(cons.) CL= 0.966 CF= 1.000 Allowable Stress Adjustments: Cv= 1.000 Allow.Tensile Stress Ft' = 1840si Allow. Bending Stress(Eq. 3.9-1) p Allow. Bending Stress(Eq.3.9-2) Fb* = 3840 psi Fb**= 3709 psi UNITY CHECK#1 ft lb + 94 Ft' Fb* 367 1840 + = 0.051 + 0.096 3840 UNITY CHECK#2 0.147 +C, I,® ® t .. fb - ft Fb** 367 - 94 3709 = 0.074 <. I. o DV- - . z6 _ N.D.S.3.10.2--FLEXURE and AXIAL COMPRESSION(SOLID OR LAM. MEMBERS) 10/21/2016 FILE NAME:BENDCOMP.XLS DISK:D:IEXCELWKS\WOOD Beam Description: TRUSS BOTTOM CHORD-24F-V3-LOADING#4 Member: b= 5.0000 Allowable Fb= 1920 psi d= 9.6250 Stresses: Fc= 1204.5 psi E= 1499.4 psi x10"3 Member Forces: L.D.F= 1.6 Mx= 3673 ft-lbs P= 2990 lbs Type of member(1 =Laminated,0=Solid): 1 Column Effect: Lu(x)= 16.00 ft Ke(x)= 1.0 Lu(y)= 16.00 ft Ke(y)= 1.0 Slenderness Adjustment: Lu= 16.00 NOTE:When Lu=0, Le coefficient= 6 select Le coeff. (select) of 3 Le COEFFICIENTS 1.Single span w/conc.load @ CL Le= 353.28 2.Single span w/unif. load Cs= 11.662 3.Single span w/equal end moments Ck= 21.121 4.Cant.w/conc.load @ unsupported end Cf= 1.000 5.Cant.w/unif. load Fb'= 2977 6. Single span or cant.w/any load Allowable Compressive Stress Adjustments: In Plane of Bending: KeUd= 19.948 K= 22.091 Fc'= 1500 J= 0.807 Perpendicular to Plane KeL/d= 38.400 K= 22.091 of Bending: Fc'= 425 J= 0.807 UNITY CHECK IN PLANE OF BENDING: fc fb + Fc' Fb'-Jfc 62 571 1500 + = 0.041 + 0.195 2927 0.236 < 1. 0 ©k. UNITY CHECK PERPENDICULAR TO fc fb PLANE OF BENDING: + Fc' Fb'-Jfc 62 571 425 + = 0.146 + 0.195 2927 = 0.341 I• o o14 2z IN.D.S.3.10.2--FLEXURE and AXIAL COMPRESSION(SOLID OR LAM. MEMBERS) 10/21/2016 FILE NAME:BENDCOMP.XLS DISK:D:IEXCELWKS\WOOD Beam Description: T1 TOP CHORD-24F-V3-LOADING#1 Member: b= 5.0000 Allowable Fb= 2400 psi d= 9.6250 Stresses: Fc= 1650 psi E= 1800 psi x10^3 Member Forces: L.D.F= 1.15 Mx= 990 ft-lbs P= 5840 lbs Type of member(1 =Laminated,0=Solid) : 1 Column Effect: Lu(x)= 5.00 ft Ke(x)= 1.0 Lu(y)= 0.00 ft Ke(y)= 1.0 Slenderness Adjustment: Lu= 0.00 NOTE:When Lu=0, Le coefficient= 3 select Le coeff. (select) of 3 Le COEFFICIENTS 1.Single span w/conc. load @ CL Le= 0 , 2.Single span w/unif. load Cs= 0.000 3.Single span w/equal end moments Ck= 24.414 4.Cant.w/conc.load©unsupported end Cf= 1.000 5.Cant.w/unif. load Fb'= 2760 6.Single span or cant.w/any load _ Allowable Compressive Stress Adjustments: In Plane of Bending: KeL/d= 6.234 K= 24.393 Fc'= 1898 J= 0.000 Perpendicular to Plane KeL/d= 0.000 K= 24.393 of Bending: Fc'= 1898 J= 0.000 UNITY CHECK IN PLANE OF BENDING: fc fb + Fc' Fb'-Jfc 121 154 1898 + 0.064 + 0.056 2760 0.120 4 1, 0 dle- UNITY CHECK PERPENDICULAR TO fc fb PLANE OF BENDING: + Fc' Fb'-Jfc 121 154 + = 0.064 + 0.056 1898 2760 = 0.120 < I,O Ok, y LUSRGNT© 120 St.Mary's Street L fl Raleigh, NC 27605 II OSSOCIOTES 1 . Lysag99ht8Assoc33iates04.com95 structural engineers Firm No. C-0621 FILE NO. 1-46-- 112-I Co Engineer ...)V41-1 PROJECT Sheet 2' of LOCATION Date 1021//(o .Rb foe V//1/41I Z) Poi=643)(10) +0-0(6) + 20) C:4 C=l.yw Y.-d.pk w\4-• uL7 ;` 1 4701-- -� '3 4 01). 7 335' 2 l 8 CRAG(r 1; Jr k Y cower, -- i2 ;S S 6.9x 9 / h4 — 5 .g 4j(, . t:¢;5 /0.4 24 PF/CAL 10-21-2016 LOADING COMBINATION # 1 11216F2 M J Dx Dy Dz V P M P/A M/S 1 1 0.00 0.00 0.00 0.60 5.10 36.77 0.05 0.28 2 0.09 -0.00 -0.07 -0.60 -5.10 13.07 -0.05 0.10 2 2 0.09 -0.00 -0.07 -0.31 6.01 -13.07 0.06 -0.10 3 0.13 -0.01 -0.07 0.31 -6.01 0.00 -0.06 0.00 3 3 0.13 -0.01 -0.07 0.59 1.64 0.00 0.03 0.00 4 0.13 -0.04 -0.01 -0.53 -1.64 23.70 -0.03 0.31 4 4 0.13 -0.04 -0.01 -0.38 0.72 -23.70 0.02 -0.31 5 0.13 -0.01 0.06 0.46 -0.72 1.19 -0.02 0.02 5 5 0.13 -0.01 0.06 -0.46 0.72 -1.19 0.02 -0.02 6 0.13 0.03 -0.01 0.53 -0.72 -25.45 -0.02 -0.33 6 6 0.13 0.03 -0.01 0.64 -0.44 25.45 -0.01 0.33 7 0.13 -0.01 -0.07 -0.58 0.44 0.00 0.01 0.00 7 7 0.13 -0.01 -0.07 -0.44 4.84 0.00 0.05 0.00 8 0.09 -0.00 -0.07 0.44 -4.84 -18.66 -0.05 -0.14 8 8 0.09 -0.00 -0.07 0.72 6.01 18.66 0.06 0.14 9 0.00 0.00 0.00 -0.72 -6.01 41.21 -0.06 0.31 9 2 0.09 -0.00 -0.07 0.00 -1.29 0.00 -0.04 0.00 4 0.13 -0.04 -0.01 0.00 1.2,9 0.00 0.04 0.00 10 6 0.13 0.03 -0.01 0.00 1.65 0.00 0.05 0.00 8 0.09 -0.00 -0.07 0.00 -1.65 0.00 -0.05 0.00 SUPPORT REACTIONS J Rx Ry Mz 1 -0.60 5.10 36.77 9 -0.72 6.01 41.21 26- PF/CAL 10-21-2016 LOADING COMBINATION # 2 11216F2 M J Dx Dy Dz V P M P/A MIS 1 1 0.00 0.00 0.00 1.68 -1.15 98.80 -0.01 0.75 2 0.23 0.00 -0.18 -1.68 1.15 39.94 0.01 0.30 601*. 2 2 0.23 0.00 -0.18 -0.95 1.48 -39.94 0.02 -0.30 3 0.33 0.00 -0.17 0.95 -1.48 0.00 -0.02 0.00 3 3 0.33 0.00 -0.17 1.48 4.30 -0.00 0.09 -0.00 4 0.32 -0.09 -0.03 -1.48 -4.30 62.06 -0.09 0.81 4 4 0.32 -0.09 -0.03 -1.15 1.67 -62.06 0.03 -0.81 5 0.32 -0.00 0.16 1.15 -1.67 0.02 -0.03 0.00 5 5 0.32 -0.00 0.16 -1.15 1.67 -0.02 0.03 -0.00 6 0.32 0.09 -0.03 1.15 -1.67 -62.02 -0.03 -0.81 6 6 0.32 0.09 -0.03 1.48 -0.96 62.02 -0.02 0.81 7 0.32 -0.00 -0.17 -1.48 0.96 0.00 0.02 0.00 7 7 0.32 -0.00 -0.17 -0.96 -1.48 0.00 -0.02 0.00 8 0.22 -0.00 -0.17 0.96 1.48 -40.16 0.02 -0.30 _ GpL 8 8 0.22 -0.00 -0.17 1.67 1.15 40.16 0.01 0.30 9 0.00 0.00 0.00 -1.67 -1.15 98.06 -0.01 0.74 9 2 0.23 0.00 -0.18 0.00 -3.71 0.00 -0.11 0.00 4 0.32 -0.09 -0.03 0.00 3.71 0.00 0.11 0.00 o� 6 0.32 0.09 -0.03 0.00 3.71 0.00 0.11 0.00 8 0.22 -0.00 -0.17 0.00 -3.71 0.00 -0.11 0.00 SUPPORT REACTIONS J Rx Ry Mz 1 -1.68 -1.15 98.80 9 -1.67 1.15 98.06 • Za, '91 NDS-3.9.1 --FLEXURE and AXIAL TENSION(SOLID OR LAM.MEMBERS) 10/21/2016 FILE NAME:BENDTEN2.XLS DISK:D:IEXCELWKS\WOOD Beam Description: FRAME COLUMM - 2045 - L04171144ik�j Member: b= 11.000 in Allowable Fb= 1400 psi d = 8.500 in Stresses: Ft= 920 psi E= 1249.5 psi x10^3 Member Forces: L.D.F.= 1.6 Moment Mx= 8233 ft-lbs Tension T = 1150 lbs Type of member(0=Solid or Built-up, 1 =Glu-lam): 1 For Glu-lam members(used to calculate Cv): Length of bending member between zero moment points 10.4 ft Lumber Species(0=Southern Pine, 1 =all others) 0 Area of bolt holes in wood(for net area calculations) 14.88 in^2 Slenderness Adjustment: Lu= 10.40 ft NOTE:When Lu=0, Le coefficient= 6 select Le coeff. (select) of 3 Le COEFFICIENTS 1.Single span w/conc.load @ CL INTERMEDIATE CALC.S 2.Single span w/unif. load 3.Single span w/equal end moments Le= 264.96 in 4:Cant.w/conc. load @ unsupported end RB= 4.314 - 5. Cant.w/unif, load FbE= 40883 psi 6.Single span or cant.w/any loading(cons.) CL= 1.000 CF= 1.000 Cv= 1.000 Allowable Stress Adjustments: Allow.Tensile Stress Ft' = 1472 psi Allow. Bending Stress(Eq.3.9-1) Fb* = 2240 psi . Allow.Bending Stress(Eq.3.9-2) Fb**= 2240 psi UNITY CHECK#1 ft fb Ft' Fb* 15 746 + = 0.010 + 0.333 1472 2240 0.343 <•LO 0g. UNITY CHECK#2 fb - ft Fb** 746 - 15 2240 = 0.326 &. .I.© • L1 S 11 G H T H 120 St.Mary's Street IJ- 11 Raleigh, NC 27605 ASSOCIATES 919 I; 8330 . 495 LysagtAssociates.com structural engineers Firm No. C-0621 FILE NO. LA- 11 2 I Co Engineer -1v4t4- PROJECT Sheet 27 of LOCATION Date 1 f 27//la CK Kek„„ v( 1.4:74-b I&let + Z --- (97.:95/81 AZ B 5x =77, 576 Ivyx 422.000ttl1+. ? = 300 # C-tp colo , Z4F-V 4) .4 cr '_t ( r�®,sc, .s� 4 -(!,04)&7)62-) ft Ili �J ` I�i,S' �W K- 45-s-v-7) JQe r a )00—X4 t 4 a �� Rb ; 'C z C 42)(1, 4) y; b = 1;2a ,ZQ>C83r o)( 833) 6 ('215 P iZ 0t.Gi)1* 2( 4a )(1s)(1, ) Pyr 14- Pb / ,'4) I +4221//0i2..: 1,a) I C ' 1 (001 (I:taobZ--; ee273' a, •tici8 f' (( 072)(.4152,) = 2 ?4 P4l L _ (3072.)(.1*) 1Z� L 1.0G ,82 Z; Mu,A _(,SZz)(83©seo (e33) ktit (04646.%)7- 6.1e tt,z7 r'i► /5,26)- i �gz7 = (044 Z� (;)e •1) C _ tele? 4 (00040-61- 385 = (1127)(.332)_ <'4o Ph1 Vizo40.9/1-r ev fr. � � 43a14s � `to Pyl I f 1 (*(C./ 414 ; L 'fl {- eo et, b,o z -1- -k ,1258 Z ;Zi toR < 1. 0 ow- 4141v 29436--:4t3/3gy�) 01 `Vs) 24'F-V°2