The URL can be used to link to this page

Home My WebLink AboutStructural Specs - BLD Engineering / Geo-tech Reports - 5/1/2014 Partial Structural Analysis Rr for Nil. Hazy Daze 426 1982 Old Belfair Highway Belfair, WA 98528 RECEIVED MA r 0 1 2014 for 426 W. CEDAR ST, Jamie Foss 5330 Chico Way NW Bremerton, WA 98312 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO #8395-14 Z� �V April-14 Scope of Work: Engineering for retrofit of existing 56'x99' pole building in Mason County The addition of a floor diaphragm and interior shear wall further stiffens the structure, therefore an analysis of the existing structure was not preformed. Analysis was done using the 2012 International Building Code Materials: Framing: HF#2 or better Beams: DF#2 or better Glulam: Douglas Fir 24F-V4 for simple supported and 24F-V8 for continuous or cantilevered beams Concrete: fc = 2500 psi Design Assumptions: Soil Properties: 1500 psf Bearing Capacity, 250 psf/ft lateral capacity(assumed) Design Wind: 110 MPH 3 sec gust Seismic Zone D Ss = 148% S, = 58.8% Snow Load: 30 psf Ground CONTENTS: Page 1 Gravity and Lateral Loads Page 2 Building Layout Page 3-5 Lateral Load Analysis Page 6 Beam and Joist Analysis Page 7-8 Post Analysis Page 9-13 Base Plate and Slab Analysis Page 14-15 wall framing Dead Loads Floor= 25 psf(3 Joists,3 subfloor,4 coverings, 2 GWB,10 mech) Wall = 10 psf(1.5 studs,2.5 sheathing,0.5 insul. 3 paneling) Roof= 15 psf(2 psf truss, 1 insulation, 3 ceiling, 5, roofing) Live Loads Floor, Lf= 50 psf ROOF, Lr= 25 psf Snow Loads Exposure Category C (ASCE 7-10 26.7.3) Risk Category II (ASCE 7-10 1.5-1) Ct= 1.1 (ASCE 7-10 Table 7-3) Ce= 0.9 (ASCE 7-10 Table 7-2) Is= 1 (ASCE 7-10 Table 1.5-2) Cs= 1 (ASCE 7-10 Figure 7-2) Pg= 30 psf (ASCE 7-10 Figure 7-1) Pf=0.7Ce*Ct*ls*Pg Pf= 20.79 psf (ASCE 7-10 7.3-1) Ps =Cs*Pf Ps = 20.79 psf (ASCE 7-10 7.4-1) Use 25 psf for design Wind Loads Vult= 110 mph(3 Sec. Gust) Exposure C Seismic Loads Site Class D (Assumed) Ss = 1.48 (USGS) S1 = 0.588 (USGS) 1 Building Layout AL North(Assumed) 56 99 ft 2 Wind Loads(Simplified Envelope Method)(Per ASCE 7-10 Section 28.2-1) hr= 10 42 F ft h2 = 6 F ft h1 = 9 ft F b = 99.00 ft ht= 15 Case A- East-West Wind hr= 10 F2 ft h2 = 6 F ft h1 = 9 FW ft b= 56.00 ft ht= 15 ft Case B-North-South Wind 3 Roof Angle 4:12 or 18.43 degrees V= 110 mph (ASCE 7-10 Figure 26.5-1) a= 5.6 ft x= 1.35 A= 25.35 psf (ASCE 7-10 Figure 28.6-1) B = -7.5 psf C = 16.85 psf D= -4.3 psf Case A F2= 10705lbs F1= 10036lbs Base Shear= 25759 Ibs Case B F2= 4026lbs F1= 17854lbs Base Shear= 30807 Ibs Components and Cladding Forces(IBC Alternate All Hieghts Method) Kz= 0.94 Kzt= 1 P = 29.12 psf Windward Wall, Pnet= 21.26 psf Leeward Wall, Pnet= -14.85 psf Windward Roof Pnet= -21.26 psf Leeward Roof Pnet= -19.22 psf ASD LOADS Windward Wall, Pnet= 16.46 psf Leeward Wall, Pnet= -11.50 psf Windward Roof Pnet= -16.46 psf Leeward Roof Pnet= -14.89 psf 4 Seismic Loads Site Class D Risk Category II Ss= 1.48 Fa= 1 (ASCE 7-10 Table 11.4-1) Sms = Fa*Ss= 1.48 Sds = (2/3)*Sms = 0.987 ►Design Category D (ASCE 7-10 Table 11.6-1) S 1 = 0.588 Fv= 1.5 (ASCE 7-10 Table 11.4-2) Sm1 =S1*Fv= 0.882 Sell =(2/3)*Sm1 = 0.55 ♦Design Category D (ASCE 7-10 Table 11.6-2) R= 6.5 (ASCE 7-10 Table 12.2-1) O= 3 (ASCE 7-10 Table 12.2-1) Cd= 4 (ASCE 7-10 Table 12.2-1) le= 1 (ASCE 7-10 Table 1.5-2) Approximate period per ASCE 7-10 Section 12.8.2.1 Ct= 0.02 x= 0.75 TL= 6 T= 0.1524 seconds Cs = (Sds)/(R/le)= 0.1518 Csmax= 0.5551 Csmin= 0.0434 Use Cs= 0.152 Weight of the Structure Weight @ Roof= 94785 Ibs Weight @ Floor= 161850 Ibs Wtotal = 256635 Ibs V=CsW = 38956 Ibs Total applied earthquake load K= 1 (ASCE 7-10 12.8.3) Cv2= 0.53943999 Cv1 = 0.46056001 F2 = 21014 Ibs (Includes 1/2 walls and roof) F1= 17942 lbs (Includes 1/2 walls and upper floor) Base Shear= 38956 Ibs 5 NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: • x(I)l Port Orchard,WA 98366 Project Descr: (360)876-2284 Printed:l8 APR 2014,8:02AM File-Ei:WLEVEN l*AMA 1UiAZ`riDA-1.EC6 Multiple Simple BeamENERCALC,INC.1983-2013,`BwId61621,Veri613.7.31=,, 0,00 OLSON&ASSOCIATES Description Wood Beam Design Floor Beam n. BEAM Size : 5.5x12, GLB, Fully Braced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0250, L=0.050 Wit,Trib=10.0 ft Design Summary D 0 25o L 0 50 Max fb/Fb Ratio = 0.434: 1 _ fb:Actual: 1,800.00 psi at 6.000 ft in Span#1 � �': : = � Fb:Allowable: 4,147.20 psi � ei ON _ "" Load Comb: +1.20D+0.50Lr+1.60L+1.60H �1 x ` Max fv/FvRatio= 0.275: 1 fv:Actual: 126.00 psi at 11.040 ft in Span#1 12.0 ft, 5.5x12 Fv:Allowable: 457.92 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.165 in Downward Total 0.247 in Left Support 1.50 3.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.50 3.00 Live Load Defl Ratio 875 >360 Total Defl Ratio 583 >180 Wood Beam Design : Floor Jsts BEAM Size : 2x8,Sawn, Fully Braced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0250, L=0.050 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.824; 1 D 0 03325 L 0 06650 fb:Actual: 1,670.01 psi at 5.000 ft in Span#1 Fb:Allowable: 2,026.94 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio= 0.343: 1 fv:Actual: 88.79 psi at 9.400 ft in Span#1 10.0 ft, 2x6 Fv:Allowable: 259.20 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Deflections Max Reactions (k) 12 L Lr S w E H Downward L+Lr+S 0.243 in Downward Total 0.364 in Left Support 0.17 0.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.33 Live Load Defl Ratio 494>360 Total Defl Ratio 329>180 6 NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: X(i)l (360)876-2284 Pnnted:l8 APR 2014.9:020 File=R:INLEVEN-1UiAM,A-1\IiAVDA-1.EC6 Wood Column ENERCALC,INC.19a3-2013,Bulld6.13.621,VepS.13.7.31 KW-06002029 Licensee:OLSON-&ASSOCIATES Description: Floor Post Code References Load Combinations Used :ASCE 7-10 General Information Analysis Method: Load Resistance Factor Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 n Cf or Cv for Compression 1.0 Fb-Tension 850.0 psi Fv 150.0 psi Area 36.255 in 2 P p p Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 850.0 psi Ft 525.0 psi ly 76.255 inA4 Cm:Wet Use Factor 0.850 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No(--glb only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for X-X Axis buckling:K=1.0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:46,551 Ibs Dead Load Factor AXIAL LOADS. .. Floor:Axial Load at 8.0 ft, D=3.0,L=6.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7661 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 13.256 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc:Allowable 571.98 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.90D+E+0.90H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 0.0 ft LRFD-Format Conversion factor 2.541 2.400 2.700 Applied Design Shear 0.0 psi LRFD-Resistance factor 0.850 0.900 0.800 Allowable Shear 0.0 psi Load Combination`'Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Lambda Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.600 0.2565 PASS 0.01t 0.0 PASS 0.0 ft +1.20D+0.50Lr+1.60L+1.60H 0.800 0.7661 PASS 0.0 it 0.0 PASS 0.0 It +1.20D+1.60L+0.50S+1.60H 0.800 0.7661 PASS 0.0 It 0.0 PASS 0.0 It +1.20D+1.60Lr+0.50L+1.60H 0.800 0.3847 PASS 0.0 It 0.0 PASS 0.0 ft +1.20D+1.60Lr+0.50W+1.60H 1.000 0.2068 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+1.60S+1.60H 0.800 0.3847 PASS 0.0 It 0.0 PASS 0.0 ft +1.20D+1.60S+0.50W+1.60H 1.000 0.2068 PASS 0.0 it 0.0 PASS 0.0 ft +1.20D+0.50Lr+0.50L+W+1.60H 1.000 0.3766 PASS 0.0 it 0.0 PASS 0.0 ft +1.20D+0.50L+0.50S+W+1.60H 1.000 0.3766 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+0.20S+E+1.60H 1.000 0.3766 PASS 0.0 it 0.0 PASS 0.0 ft +0.90D+W+0.90H 1.000 0.1551 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D+E+0.90H 1.000 0.1551 PASS 0.0 ft 0.0 PASS 0.0 ft 7 NIL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: r1 (360)876-2284 Printed:18 APR 2014,8:02PM He=R:WLEVEN-INAZYDA-11HAZYDA-1.EC6 WOOCI ColumnENERCALC,INC.1983-20t3,Build:6.13.6.21,Ver,6.13.7.31 0.00 • • • Description: Floor Post Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination ®Base @ Top 0 Base Top ®Base D Only, k k 3.047 k L Only k k 6.000 k D+L k k 9.047 k Maximum Deflections'for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 ft D+L 0.0000 in 0.000 It 0.000 in 0.000 ft Sketches Y oax } t 3 6r o w _ ffi r 6x6 X mgi 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. 8 NL Olson&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: X!l 2453 Bethel Ave Project Descr: Port Orchard,WA 98366 (360)876-2284 0.00 OLSON&ASSOCIATES ! Description: Post Base Plate Code References Load Combination Set:ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design (D c :LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 2.550 ksi Column&Plate Column Properties Steel Section: HSS6x6x5/8 Depth 6 in Area 11.7 inA2 Width 6 in Ixx inA4 Flange Thickness 0.581 in lyy inA4 Web Thickness in Plate Dimensions Support Dimensions N:Length 12.0 in Width along"X" 12.0 in B:Width 12.0 in Length along"Z' 12.0 in Thickness 0.250 in Column assumed welded to base plate. Applied Loads r w P-Y V-Z M-X D:Dead Load....... 3.0 k k k-ft + •1�y; rf 'fit _. . L:Live....... 6.0 k k k-ft Lr:Roof Live......... k k k-ft S:Snow................ k k k-ft • t 1 W:Wind............... k k k-ft E:Earthquake............. k k k-ft H:Lateral Earth......... k k k-ft a' "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. Shears push plate towards+Z edge. Anchor Bolts i Anchor Bolt or Rod Description 51W Max of Tension or Pullout Capacity........... k Shear Capacity......................................... k Edge distance:bolt to plate................... 6.0 in Number of Bolts in each Row................... 2.0 Number of Bolt Rows........................ 1.0 • z t ivt. •1` IF WASW 7 c WAL 90 916 �S3/O NA L NIL Olson&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: 1 ,� 2453 Bethel Ave Protect Descr: APort Orchard,WA 98366 � (360)876-2284 0.00 OLSON Description: Post Base Plate GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 0.455 k-in Plate Design Summary fb:Max.Bending Stress............... 29.106 ksi Design Method Load Resistance Factor Desiqn Fb:Allowable: 32.400 ksi Governing Load Combination +1.20D+0.50Lr+1.60L+1.60H Fy*Phi Governing Load Case Type Axial Load Only Bending Stress Ratio Design Plate Size 1'-0"x 1'-0"x 0.114" Bending StresssK O OK Pu:Axial......... 13.200 k fu:Max.Plate Bearing Stress.... 0.092 ksi Mu:Moment........ 0.000 k-ft Fp:Allowable: 1,530 ksi min(0.85*fc*sgrt(A2/A1),1.7*fc)*Phi Bearing Stress Ratio 0.060 Bearing Stress OK Load Comb. : +1.40D+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 4.200 k Fp:Allowable ....... 1.530 ksi.......... Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.029 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.019 Will be different from entry if partial bearing used Plate Bending Stresses Al:Plate Area......... 144.000 inA2 Mmax=Fu*LA2 12................... 0.145 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 9.261 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0,286 Distance for Moment Calculation m"..................... 3.150 in n"...............I..... 3.150 in X.............................. 0.000 inA2 Lambda...................... 0.000 n'...........I...................I........ 0.010 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 3.150 in Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 13.200 k Fp:Allowable ..................... 1.530 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.092 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.060 Will be different from entry d partial bearing used Plate Bending Stresses Al:Plate Area......... 144,000 inA2 Mmax=Fu*L12/2................... 0.455 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 29.106 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.898 Distance for Moment Calculation m ..................... 3.150 in n.................I..... 3.150 in X.............................. 0.000 inA2 Lambda...................... 0.000 n'........................................ 1.010 in n'*Lambda................................. 0.000 in L=max(m,n,n") ....................... 3,150 in OIF Irl WAS, a CT ,n 'AA L EN' a`, �S`Sro NA 1.�:�� 10 NL Olson&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: 2453 Bethel Ave Protect Descr: Port Orchard,WA 98366 (360)876-2284 ..__; � a'�ti•iRrA._ �.�L"Lx'?;,� �.a�,:.�,t�.x�aF..4;��. y aF:��. x�J_.;!i2�.. .... .:. ,- ry a � Description: Post Base Plate Load Comb. : +1.20D+1.60L+0.50S+1.60H Axial Load Only,No Moment Loadinq Bearing Stresses Pu:Axial......... 13.200 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.092 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.060 Will be different from entry d partial bearing used Plate Bending Stresses Al:Plate Area......... 144.000 inA2 Mmax=Fu'LA212................... 0.455 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 29.106 ksi sgrt(A21A1) 1.000 Fb:Allowable............................. 32.400 ksi Stress Ratio..................... 0.898 Distance for Moment Calculation "m...................... 3.150 in "n.............I........ 3.150 in X.............................. 0.000 inA2 Lambda...................... 0.000 n................................I........ 1.010 in n''Lambda.................................. 0.000 in L=max(m,n,n")......................... 3.150 in of WAS, � c r� 4 �cTrF0916 ;�4¢ ASS/nni.i 1E 11 NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: r,1 (360)876-2284 l-1 Printed.t8 APR 201a,8.04Ald FIe=R:WLEVEN-l\HAZYDA-1UiAZYDA-1.EC6 III Point Load onSlab _ENERCALC,.I,NC.19834013,Build:6.13.6.21,Ver.6.13.7.31 KW-06002029 OLSON&ASSOCIATES : Description: Post Load Code References Load Combinations Used :ASCE 7-10 Analytical Values d-Slab Thickness 6.0 in Ks-Soil Modulus of Subgrade Reaction 100.0 pci FS-Req'd Factor of Safety 3.0:1 Ec-Concrete Elastic Modulus 3,122.0 ksi fc-Concrete Compressive Strength 2.0 ksi Poisson's Ratio 0.150 LRFD Reduction Factor 0.850 Min.Adjacent Load Distance 41.304 in Analysis Formulas Pn=1.72 [ (Ks R1 /Ec)10,000+3.6]Fr d"2 Min Adjacent Column Distance=1.5*([Ec d"3/(12*(1-u"2)Ks]"1/4) Ks=Soil modulus of subgrade reaction Ec=Concrete elastic modulus R1 =50%plate average dimension=sgrt(PIWid PILen)/2 d-Slab Thickness Ec=Concrete elastic modulus u-Poisson's ratio Fr-Concrete modulus of rupture=7.5*sgrt(fc) Ks=Soil modulus of subgrade reaction d-Slab Thickness Load&Capacity Table Plate (in) R1 Applied Concentrated Load on Plate-(kip) Governing Pu Phi*Pn Load ID Wid Len I (in) D Lr L S W E Ld Comb (kip) (kip) Check Post 12.00 12.00 6.00 3.00 6.00 +1.20D+0.50Lr+1.60L 13.2 97.5 Pass,FS=7.38>=3 12 NIL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: (360)876-2284 Printed:l8 APR 2074,B:OSAM File=R:INLEVEN-1\HAZYDA-11HAZYDA-1.EC6 Point Load On Slab ENERCALC,INC.1983.2013,Build:6.13.6.21,Ver.6.13.7.31 r,rr OLSO OCIATES Description: Offset Code References Load Combinations Used :ASCE 7-10 Analytical Values d-Slab Thickness 6.0 in Ks-Soil Modulus of Subgrade Reaction 100.0 pci FS-Req'd Factor of Safety 3.0:1 Ec-Concrete Elastic Modulus 3,122.0 ksi fc-Concrete Compressive Strength 2.0 ksi Poisson's Ratio 0.150 (p LRFD Reduction Factor 0.850 Min.Adjacent Load Distance 41.304 in Analysis Formulas Pn=1.72 [ (Ks R1/Ec)10,000+3.6]Fr d^2 Min Adjacent Column Distance=1.5*([Ec d^3/(12*(1-u12)Ks]^1/4) Ks=Soil modulus of subgrade reaction Ec=Concrete elastic modulus R1 =50%plate average dimension=sgrt(PIWid*PILen)/2 d-Slab Thickness Ec=Concrete elastic modulus u-Poisson's ratio Fr-Concrete modulus of rupture=7.5*sgrt(fc) Ks=Soil modulus of subgrade reaction d-Slab Thickness Load&Capacity Table Plate (in) R1 Applied Concentrated Load on Plate-(Idp) Governing Pu Phi*Pn Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check Post 5.50 5.50 2.75 1.50 3.00 +1.20D+0.50Lr+1.60L 6.6 79.1 Pass,FS=11.99>=3 13 N.L. OLSON & ASSOCIATES, INC. JOB 2453 Bethel Rd. SE SHEET NO OF P.O. Box 637 CALCULATED BY DATE Port Orchard, Washington 98366 (360) 876-2284 - FAX (360) 876-1487 CHECKED BY DATE o SCALE IAL IN 1 T_ -- --- -- Fv i y - i r 7 T 1 1 , ..-. 1 i 1 i _. ....._ _.._..._ ...._. .__ .. ._ r— i a — — 1 ! 1 i Cam,, rt 1 j 1 t i i V I � T. >30 l � i t I i i ; 1 14 1 44 Beam Design for Use with the 2007 North American Cold-Formed Steel Specification Chart II-2a Nominal Flexural Strength nb = 1.67(ASM SSMA Studs �ty =0.95(LRFD) C-Sections with Lips (Fy = 33 ksi, Ce = 1) OOL78=0.90(LRFD) 60 800S200.54 'Cl �p % 800S162-68 ��14 Is , $ $ 55 a 1000$I 50-43CP a`D� Obb i i ,s�`SO 60OS200-68 - -- 50 P i 1000S200.43 �$ ,• o, , $ E 45 600S162-68 i ��—�;�$' o� �, c -- - -, ° 1 N �1 m C 800S162-54`N, Q 800S200-43 s, ` evl P`, Na 60OS200-54 �$' 6 $ tj L 5 OS162-68 600S16 -54 35 y hw L. 800S162-43 �, ' �a $ •`47 J' �„ Na OO C550S162-54 Z 301 60OS200.43 c'SQ 600S 162-43 80OS200-33 s S9 25 550S162.43 �$ s oO' 800S162.33 SVk 400S162-68 600S200-33 - 20 30 50 70 90 110 130 150 Unbraced Length, KLy = KL,(4 in. increments)