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Specifications (37)
sv() LA-watui nW DY STRUCTURAL CALCULATIONS FOR OREGON ACADEMY OF GENERAL DENTISTRY OPERABLE PARTITIONS 133 SW 68th Parkway RECEIVED Tigard, OR APR 0 8 2019 PROJECT NUMBER: 19060 CITY OF TIGARD BUILDING DIVISION March 22, 2019 -EO PROFFS c� ��G I"�F,�s'o ' .38PE •' OREGON J b " "0 'Pe 13,20,10- '41N TYLER EXPIRES: 12,.�1.2 b l 9 I DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code PARTITION 11.9 psf self-weight pfrx 5 psf LL lateral � >>' IMPORTANCE Is = 1.0 .910* SEISMIC MAPPED RESPONSE Ss = 0.975, Si = 0.422 SITE CLASS D IMPORTANCE IE = 1.00 CONTENTS: COLUMNS C-1 to C-13 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122 •www.wdyi.com FlW D Y Structural . Civil Engineers Job Name: OAGD Partitions Job No: 19060 Sheet No: C-1 Client: LRS Date: Mar2019 By: TB Maximum Considered Earthquake 5 ,, OS PD OAGD Partition Latitude, Longitude:45.422554,-122.745924 1 a) > Q -r, _:ondue ilk The LASIK N- Vision Institute (-, iv uo i - 4 .-4 -Si ® ,0 10 SW Sandbu:;;; o Go 9Ie Q Map data©2019 Google Date 3/18/2019,1:17:55 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description SS 0.975 MCER ground motion.(for 0.2 second period) S1 0.422 MCER ground motion.(for t.Os period) Sus 1.083 Site-modified spectral acceleration value SM1 0.666 Site-modified spectral acceleration value SDS 0.722 Numeric seismic design value at 0.2 second SA SDI 0.444 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category MCER Response Spectrum Fe 1.11 Site amplification factor at 0.2 second 1 Fv 1.578 Site amplification factor at 1.0 second PGA 0.426 MCEG peak ground acceleration 1.0 FPGA 1.074 Site amplification factor at PGA °1 rn PGAM 0.458 Site modified peak ground acceleration 0.5 TL 16 Long-period transition period in seconds SsRT 0.975 Probabilistic risk-targeted ground motion.(0.2 second) 0 r; 5 5 10 SsUH 1.086 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration Posed T(see) SsD 2.552 Factored deterministic acceleration value.(0.2 second) —SaltS S1 RT 0.422 Probabilistic risk-targeted ground motion.(1.0 second) Design Response Spectrum S 1 UH 0.485 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. SID 0.824 Factored deterministic acceleration value (1.0 second) PGAd 0.938 Factored deterministic acceleration value.(Peak Ground Acceleration) 06 CRS 0.898 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s , o c 02 00 0 5 10 15 Penod.T(see) —Salt) FlW D Y Structural . Civil Engineers Job Name: OAGD Partitions Job No: 19060 Sheet No: C-2 Client: LRS Date: Mar2019 By: TB Seismic Demands on Nonstructural Components; ASCE 7; §13.3 Location : Movable partitions Component: Interior Nonstructural Walls and Partitions- all others a = 1.0 component amplification factor t 13.5-1 or 13.6-1 Rp = 2.5 component response modicfication factor t 13.5-1 or 13.6-1 S2o = 2.5 component response modicfication factor t 13.5-1 or 13.6-1 1p = 1.0 component importance factor § 13.1.3 Sips = 0.722 short period design spectral response acceleration z = 10.00 ft height in structure of point of attachment with respect to the base h = 48.00 ft average roof height of structure with respect to the base F _ 0.4*ap*Sps*Wp*(1+2*z/h) eq 13.3-1 P Rp/Ip Fp = 0.164 .\A/p seismic design force Fp,max= 1.6*SpS*Ip*Wp eq 13.3-2 = 1.155 .Wp Fp,min = 0.3*Sps*Ip*Wp eq 13.3-3 = 0.217 .Wp Use Fp = 0.217 •Wp controlling value(LRFD) Fpv= ±0.2*Sps*Wp concurrent vertical force(where applicable) § 13.3.1 = 0.144 .\f%/p (LRFD) W p = 6338 lb component operating weight Fp= 1373 lb seismic design lateral force(LRFD) Fp"= 913 lb concurrent vertical force(LRFD) nW D Y Structural . Civil Engineers ll`/ Job Name: OAGD Partitions Job No: 19060 Sheet No: C-3 Client: LRS Date: Mar 2019 By: TB Operable Partition Support Location: OP-01 limited beam depth to avoid existing plumbing Loading DLroof= 15 psf roof dead load SN = 25 psf roof snow load LLpart,vert= 11.9 psf partition self-weight live load LLpart,iat= 5 psf partition lateral live load OSSC§1607.14 Partition Geometry L = 29.4 ft partition length h = 9.3 ft partition height Beam Geometry L = 33.0 ft span length w= 0.0 ft tributary width S = 11.0 ft brace spacing AT= 0.25 in deflection limit Beam Design AISC360-10, Ch. F,H(ASD) Fy= 50 ksi yield stress Wx = 198.1 plf uniform vertical loading(incl. beam self weight) Mrx = 27 k•ft applied moment about x-axis Wy = 46.7 plf uniform lateral loading Mry= 6.4 k•ft applied moment about y-axis I feq = 729 in4 required moment of inertia about x-axis for deflection limit Beam: W12x87 Wseif= 87 plf beam self weight Mcx= 206 k•ft moment capacity about x-axis Table 3-2 Mcy = 151 k•ft moment capacity about y-axis Table 3-4 Ix= 740 in4 moment of inertia x-x ok ly = 241 in4 moment of inertia y-y A= 0.0022 in lateral deflection Eq H1-1b: 0.17 < 1.0 ok see attached RAM Sbeam output for more information Column Geometry K= 1.0 - effective length factor L = 9.5 ft column length Column Design Pr= 3.3 kip applied axial load Column: HSS 3-1/2x3-1/2x1/4 Po = 46.0 kip axial capacity at KL ok W = 6338 lb total system weight(for FP) nW D Y Structural . Civil Engineers bum/ Job Name: OAGD Partitions Job No: 19060 Sheet No: C-4 Client: LRS Date: Mar 2019 By: TB Operable Partition Support Location: OP-01 alternate lighter, taller section if plumbing is relocated Loading DLroof= 15 psf roof dead load SN = 25 psf roof snow load LLpartvert= 11.9 psf partition self-weight live load LLpart,iat= 5 psf partition lateral live load OSSC§1607.14 Partition Geometry L = 29.4 ft partition length h = 9.3 ft partition height Beam Geometry L = 33.0 ft span length w= 0.0 ft tributary width s = 11.0 ft brace spacing AT= 0.25 in deflection limit Beam Design AISC360-10, Ch. F.H(ASD) Fy = 50 ksi yield stress Wx= 151.1 plf uniform vertical loading(incl. beam self weight) Mrx= 21 k•ft applied moment about x-axis Wy= 46.7 plf uniform lateral loading Mry= 6.4 k•ft applied moment about y-axis Ireq = 556 in4 required moment of inertia about x-axis for deflection limit Beam: W18x40 Wself= 40 plf beam self weight Mcx= 196 k•ft moment capacity about x-axis Table 3-2 Mcy= 25 k•ft moment capacity about y-axis Table 3-4 Ix= 612 in4 moment of inertia x-x ok IY= 19.1 in4 moment of inertia y-y A= 0.0278 in lateral deflection Eq H1-1b: 0.36 < 1.0 ok see attached RAM Sbeam output for more information Column Geometry K= 1.0 - effective length factor L = 9.5 ft column length Column Design Pr= 2.5 kip applied axial load Column: HSS 3-1/2x3-1/2x1/4 Pc = 46.0 kip axial capacity at KL ok W = 4787 lb total system weight(for FP) Gravity Beam Design El RAM SBeam v5.01 OAGD Partitions C-5 RAM Stacked Case - limited depth 03/22/19 10:23:26 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End(0.00,0.00) J-End (33.00,0.00) Maximum Depth Limitation specified= 13.00 in Beam Size (User Selected) = W12X87 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 Mp (kip-ft) = 550.00 Top flange not braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 11.00 Yes No 22.00 Yes No 24.75 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.087 0.000 33.000 0.087 0.000 2 14.708 0.000 0.914 18.292 0.000 0.914 SHEAR: Max Va (DL+LL)=3.07 kips Vn/1.50 = 128.75 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SI Mn/SZ kip-ft ft ft kip-ft Center Max + DL+LL 37.4 16.5 11.0 1.05 1.67 329.34 Controlling DL+LL 37.4 16.5 11.0 1.05 1.67 329.34 REACTIONS (kips): Left Right DL reaction 1.44 1.44 Max +LL reaction 1.64 1.64 Max +total reaction 3.07 3.07 DEFLECTIONS: Dead load(in) at 16.50 ft = -0.108 L/D = 3656 Live load (in) at 16.50 ft = -0.196 L/D = 2017 Net Total load(in) at 16.50 ft = -0.305 L/D = 1300 Gravity Beam Design RAM SBeam v5.01 OAGD Partitions C-6 RAM Extended Case - limited depth 03/22/19 10:22:54 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (33.00,0.00) Maximum Depth Limitation specified= 13.00 in Beam Size (Optimum) = W12X87 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 Mp (kip-ft) = 550.00 Top flange not braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 11.00 Yes No 22.00 Yes No 24.75 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.087 0.000 33.000 0.087 0.000 2 3.000 0.000 0.112 33.000 0.000 0.112 SHEAR: Max Va (DL+LL) = 3.27 kips Vn/1.50 = 128.75 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 52 Mn/S2 kip-ft ft ft kip-ft Center Max + DL+LL 26.9 16.6 11.0 1.01 1.67 329.34 Controlling DL+LL 26.9 16.6 11.0 1.01 1.67 329.34 REACTIONS (kips): Left Right DL reaction 1.44 1.44 Max +LL reaction 1.53 1.83 Max +total reaction 2.96 3.27 DEFLECTIONS: Dead load(in) at 16.50 ft = -0.108 L/D = 3656 Live load (in) at 16.50 ft = -0.137 L/D = 2901 Net Total load (in) at 16.50 ft = -0.245 L/D = 1617 Gravity Beam Design RAM SBeam v5.01 OAGD Partitions C-7 RAMStacked Case -no depth limit 03/22/19 10:22:13 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (33.00,0.00) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 Mp (kip-ft) = 326.67 Top flange not braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist(ft) Top Bottom 11.00 Yes No 22.00 Yes No 24.75 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.040 0.000 33.000 0.040 0.000 2 14.708 0.000 0.914 18.292 0.000 0.914 SHEAR: Max Va (DL+LL) =2.30 kips Vn/1.50 = 112.77 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/S2 kip-ft ft ft kip-ft Center Max + DL+LL 31.0 16.5 11.0 1.05 1.67 145.07 Controlling DL+LL 31.0 16.5 11.0 1.05 1.67 145.07 REACTIONS (kips): Left Right DL reaction 0.66 0.66 Max+LL reaction 1.64 1.64 Max+total reaction 2.30 2.30 DEFLECTIONS: Dead load (in) at 16.50 ft = -0.060 L/D = 6560 Live load(in) at 16.50 ft = -0.237 L/D = 1668 Net Total load (in) at 16.50 ft = -0.298 L/D = 1330 Gravity Beam Design RAM SBeam v5.01 I OAGD Partition C_8 RAMExtended Case -no depth limit 03/22/19 10:18:04 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (33.00,0.00) Beam Size (Optimum) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 33.00 Mp (kip-ft) = 326.67 Top flange not braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 11.00 Yes No 22.00 Yes No 24.75 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.040 0.000 33.000 0.040 0.000 2 3.000 0.000 0.112 33.000 0.000 0.112 SHEAR: Max Va (DL+LL) = 2.50 kips Vn/1.50 = 112.77 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb 52 Mn/S. kip-ft ft ft kip-ft Center Max + DL+LL 20.5 16.6 11.0 1.01 1.67 139.80 Controlling DL+LL 20.5 16.6 11.0 1.01 1.67 139.80 REACTIONS (kips): Left Right DL reaction 0.66 0.66 Max +LL reaction 1.53 1.83 Max+total reaction 2.19 2.50 DEFLECTIONS: Dead load (in) at 16.50 ft = -0.060 L/D = 6560 Live load (in) at 16.50 ft = -0.165 L/D = 2399 Net Total load(in) at 16.50 ft = -0.225 L/D = 1757 • nW D Y Structural . Civil Engineers llama Job Name: OAGD Partitions Job No: 19060 Sheet No: C-9 Client: LRS Date: Mar2019 By: TB Partition Braces Location: Lateral Braces Loading wy= 46.67 plf uniform lateral live loading Wseis = 29.12 plf seismic design lateral force(ASD) s = 11.0 ft lateral brace spacing PH = 513 lb resulting horizontal force(ASD) 0 = 63.435 ° brace slope above horizontal 24 :12 (V:H) Pa = 1148 lb axial load **see attached design check Partition Braces Location: Parallel Braces Loading n = 2 - number of parallel braces per partition PH = 480 lb resulting horizontal force 0 = 63.435 ° brace slope above horizontal 24 :12 (V:H) Pa = 1074 lb axial load **see attached design check Partition Braces Location: Bridging at Lateral Brace Loading I = 4.0 ft span length Pv = 574 lb vertical brace load(ASD) MX = 1148 lb-ft design moment.assuming load applied at mid-span(ASD) = 13.8 kip•in STEEL ANGLE CAPACITY c-io Per AISC Steel Construction Manual (13A Edition) (LRFD &ASD) [AISC 360-05] Job Name: OAGD Partitions Subject: Lateral Part. Brace Date: 3/22/2019 10:45 Job Number: 19060 Originator: TB Checker: SAW Input Data: Angle Size: L3X2X1/4 Fy= 36 ksi Fu= 58 ksi Kx eff•= 1 Pa= -1.148 kips Kyeff•= 1 U= 0.8 LBx•= 4.5 ft 3 IN. MRx= 0 in-kip LBy•= 4.5 ft STRONG XI Vy= 0 kips Cbx= 1.00 MRy= 0 in-kip Cby= 1.00 1/4 IN. VX= 0 kips Angle Case= 3 Load Comb.= ASD 2 IN. Analysis: AXIAL FORCE CAPACITY Pr/Pc= 0.07 Comp.Capacity= 16.10 kips BENDING MOMENT CAPACTIY Mcx= 0.00 in-kips Mcy= 0.00 in-kips SHEAR VRx= 6.47 kips VRY= 9.70 kips VRxNcx= 0.00 VRYNCY= 0.00 COMBINED STRESS RATIO C.S.R.= 0.04 < 1.0 COMMENTS: STEEL ANGLE CAPACITY c-11 rt,, Ai6C • teel t ons iu ti tin Manual (13th Edition) (LRFD &ASD) [AISC 360-05] Job Name: OAGD Partitions Subject: Parallel Part. Brace Date: 3/22/2019 10:45 Job Number: 19060 Originator: TB Checker: SAW Input Data: Angle Size: L3X2X1/4 -m Fy= 36 ksi Fu= 58 ksi Kx eff.= 1 Pa= -1.074 kips Ky eff.= 1 U= 0.8 LBx.= 4.5 ft 3 IN. MRx= 0 in-kip LBy•= 4.5 ft MONA Vy= 0 kips Cbx= 1.00 MRy= 0 in-kip Cby= 1.00 1/4 IN. VX= 0 kips Angle Case= 3 Load Comb.= ASD 2 IN. Analysis: AXIAL FORCE CAPACITY Pr/Pc= 0.07 Comp.Capacity= 16.10 kips BENDING MOMENT CAPACTIY Mcx= 0.00 in-kips Mcy= 0.00 in-kips SHEAR VRx= 6.47 kips VRY= 9.70 kips VRxNcx= 0.00 VRYNCY= 0.00 COMBINED STRESS RATIO C.S.R.= 0.03 < 1.0 COMMENTS: STEEL ANGLE CAPACITY C-12 Per AISC Steel Construction Manua' (lath {;:its : !LRF 3: ASD) [AISC 360-05j Job Name: OAGD Partitions Subject: Briding at Lat. Brace Date: 3/22/2019 10:45 Job Number: 19060 Originator: TB Checker: SAW Input Data: Angle Size: L4X3X1/4 -m Fy= 36 ksi Fu= 58 ksi Kx eff.= 1 Pa= 0.000 kips Ky eff•= 1 U= 0.8 LBx.= 4.5 ft 4 IN. MRx= 13.8 in-kip LBy.= 4.5 ft STROH M( Vy= 0 kips Cbx= 1.00 MRy= 0 in-kip Cby= 1.00 1/4 IN. VX= 0 kips Angle Case= 3 Load Comb.= ASD 3 IN. Analysis: AXIAL FORCE CAPACITY Pr/Pc= 0.00 BENDING MOMENT CAPACTIY Mrx/Mcx= 0.54 < 1.0 Mcx= 25.56 in-kips Mcy= 0.00 in-kips SHEAR VRx= 9.70 kips VRY= 12.93 kips VRx/Vcx= 0.00 VRYNCY= 0.00 COMBINED STRESS RATIO C.S.R.= 0.54 < 1.0 COMMENTS: . FlW D Y Structural . Civil Engineers limaa Job Name: OAGD Partitions Job No: 19060 Sheet No: C-13 Client: IRS Date: Mar2019 By: TB Column Bearing Location: Stack End of Longer Partition (governing case) Loading Peart = 3267 lb weight of stacked partition Pbeam = 1436 lb weight of beam Poi = 99.75 lb weight of column P = 4802 lb total bearing load Design Parameters Quit = 1500 psf allowable soil bearing d = 4 in existing slab thickness(assumed) 0 = 45 ° shear angle Base Plate Geometry a = 12 in plate dimension b = 16 in plate dimension Design Check AQ = 480 i n2 bearing area at soil q = 1441 psf applied soil bearing > 1500 psf ok 9cb