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Specifications TOFtt City of Tigard Ap row���d Plans / r PERLO CONSTRUCTION B l iL Date perlo construction managers y " " - 7 44 Ho &z I OFFICE COPY Charter Mechanical Ti. Subcontractor: Aloha Welding Submittal # 17A Job #1057 Todays Date: 5/16/11 Item: Revised Steel Stair Drawings and Calcs PROJECT SITE: Charter Mechanical T.I. PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITTAL 7940 SW Hunziker Street Tigard, OR 97223 DATE: 5/16/11 SIGNED: CG REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO SATISFY OWNER: ANY OBLIGATIONS OF CONTRACTOR TO OWNER AND DOES NOT IN ANY WAY RELIEVE SUBCONTRACTOR FROM HIS OBLIGATION FULLY Charter Mechanical Contractors Inc. TO PERFORM ALL SUBCONTRACT REQUIREMENTS, NOR SHALL 9636 SW Herman Rd. SUCH REVIEW GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN Tualatin, Oregon 97062 FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST CONTRACTOR. REVIEW DOES NOT EXTEND TO CONSIDERATION FOR STRUCTURAL INTEGRITY, SAFETY, DETAILED COMPLIANCE GENERAL CONTRACTOR: WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. SUBCONTRACTOR IS FULLY RESPONSIBLE Perlo Construction FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; Construction Managers FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING 7190 SW Sandburg St. HIS WORK WITH THAT OF ALL OTHER TRADES; AND THE Portland, Oregon 97223 SATISFACTORY PERFORMANCE OF HIS ENTIRE WORK IN STRICT ACCORDANCE WITH THE CONTRACT DOCUMENTS. Accepted by Charter Mechanical Chris G. Gregg project manager C: 503.929.6263 +_) E: cgregg•perlo.biz Richard Smoke Date PERLO CONSTRUCTION construction managers 7190 S.W. Sandburg St. Portland, Oregon 97223 P: 503.624.2090 • F: 503.639.4134 W:perlo.biz Oregon 189245 Washington PERLOC •9056N Calitornia 886831 I Nevada 0063253 , Arizona R0C234075 Hawaii CT29845 NO EXCEPTIONS NOTED'MAe CORRECTIONS NOTED -a REJECTED 0 REVISE AND RESUBMIT THIS REVIEW IS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATIO'R FROM PLANS OR SPECIFICATIONS NOT CLEARLY NOTED 3Y THE CONTRACTOR R S NOT SEEN REVIEWED. REVIEW SH. LL NOT CONSTITUTE • A C .CLETE CHECK OF ALL DETAILED C? , N "_IONS OR COUNT OR SERE TO RELIVE THE CONTRACTOR OF CONTRACTUAL RESPONSIBILITY FOR ANY ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. CIDA, INC. COGS ERC1AL INDUSTRIAL DESIGN ARCHITECTURE, P.C. PORTLAND, OREGON QATE i BY li7s� tl 7 I t• MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Stair for Charter Mechanical Portland, OR Aloha Welding, Inc May 12, 2011 Project No. 110353 13 pages Principal Checked: ' THESE CALCULATIONS ARE VOID IF SEAL PR 4 e Jff I / :.r► ✓ 7�' . r� AND SI � A� �► `�G�,, 'Volk ' GINAL 0 G. VPN" * EMS �T! ' ENGINEER WAS RETAINED IN A LI r .1= = CITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 Engineering Practical, Diverse, Structural Solutions Since 1978 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone 15031 246 -1250 Fax (503) 246 -1395 www.miller- se.com Building '£ode: 2010 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure (active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Non - building Structure Vertical System: Lateral Sys: Element Floor Load Type Dead Basic Design Value (PSF) 15 Loads: Load Type Floor Live Value (PSF) 100 Deflection Criteria L/360 Lateral Design Parameters: Wind Design: ASCE 7 -05 Wind Speed (3 sec Gust): 95 MPH Exposure B Importance Factors l = 1.00 I = 1.00 I = 1.00 I = 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (lw = 1.0 with wind concurrent with ice) Seismic Design Seismic Design Parameters based on USGS Seismic Hazard Curves for: Conterminous 48 States 2003 NEHRP Seismic Design Provisions 2% PE in 50 years, 0.2 sec SA = Ss Latitude = 45.5234515 2% PE in 50 years, 1.0 sec SA = Si Longitude = - 122.67620709999998 Spectral Response Accelerations Ss and 51 (Site class B parameters are indicated on this page, for actual site class Ss and 51 = Mapped Spectral Acceleration Values used in design, refer to seismic design summary) Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.983 (Ss, Site Class B) 1.0 0.345 (51, Site Class B) Design Summary: The following calculations are for the design of steel stairs with an intermediate landing. The ends of the stringers will be anchored to concrete. The landing will be supported by vertical steel tubes. H rAlk 9570 SW Barbur Blvd. Project Name: Stair for Charter Mechanical Project #: 110353 Suite One Hundred Portland, OR 97219 Location: Portland, OR MILLER (503)246 -1250 Client: Aloha Welding, Inc Consulting FAX: 246 -1395 Engineers BY: CJM Ck'd: Date: 05/12/11 Page 1 of 13', Steel Column /Beam Design - AISC 13th Addition r = ( 29 '11+ (C-121 M3) �, I Shape: C Shape Capacity = 0.96 < 1.0 ;I-WA- Size: 12x20.7 w/ FIP.1c E 2 f M o OE 0 ASD Pr = 0.00 k, axial compression load Flexural Capacity, Chapter F Mr = 4.88 ft -k, strong axis moment Strong Axis: Mr = 0.00 ft -k, weak axis moment Max. compression at toe Vr = 1.50 k, strong axis shear Mnx = 8.46 Ift -k Vr = 0.00 k, weak axis shear Weak Axis: Tr = 0.00 in -k, torsion Max. compression at toe Vt = 0.00 k, shear due to torsion Mny =I 2.48 Ift -k i K = 1.00 (Table C - C2.2, pg 16.1 - 240) Shear Capacity, Chapter G Lb = 5.08 ft Cv = 1 Lb = 5.08 ft Awx = 0.92 in E = 29000 ksi Awy = 2.42 in 4 Fy = 36 ksi kv = 1.2 Fu = 58 ksi Vnx = 19.86 k equation G2 -1 Ag = 3.49 in Vny = 52.31 k Z ' gN lx = 21.5895 in Allowable Capacties Rn / 0 (ASD); Rn * 4 (LRFD) ly = 1.9792 in (LRFD) Mc, ft-k Vc, k r = 2.4877 in x -axis 5.06 11.9 I r = 0.7532 in y -axis 1.49 31.3 Interaction Equations: b = 2.942 in Shear capacity = 0.13 < 1.0 OK d = 7.75 in Pr /Pc = 0.00 < 0.2, Equation H1-lb controls tw = 0.3125 in 0.96 < 1.0 OK tf = 0.5 in Equation Hl-lb, ASSC 13 ed., pg 16.1 -70 S = 4.1348106 in Use C12x20.7 with upper flange removed bl = 7.75 in bs = 2.942 in I bl /bs = 2.63 leg length ratio GEC . G2&OJC I�ELD A7` S'rR.CF- 3d r TrON bl/tw = 24.80 bs/s /tf= 5. 5.88 IZ M @ScO�' = L ppQQ CJ3 / k = 1.67 (Section El, pg 16.1 -32) c O i �' x 122 6 3 C = 1.67 (Section Fl, pg 16.1 -46) _ WELf� [� 0, = 1.67 (Section Fl, pg 16.1 -46) n �� t1�� = 21400 K 3�j2 e J © �c = 0.9 (Section E1, pg 16.1 -32) 35 52. so ' l6 > l $ gty - h 1' = 0.9 (Section Fl, pg 16.1 -46) (1) = 0.9 (Section Fl, pg 16.1 -46) (,1E GROOVE WE LD Section is Compact in the leg for flexure . Section is Noncompaci in the long leg for compression Section is Compact in the short leg for compression W k ' J/ il Iz 11,25' - ,g = 3,3/ Pia s,091 :!$$Q("1) L/ SS-o oK (2- 5 x5 ?°.--- -----.....\ ---- /S AQALYS =S 9570 SW Barbur Blvd Project Name Stair for Charter Mechanical Project # 110353 0 Suite One Hundred Portland, OR 97219 -5412 Location Portland, OR MILLER Client Aloha Weld' ' , Inc CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd lll��wvv Date 5/12/11 Page gel of 13 Wiriaeam Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in ^4 X = 0; E = 29000; I = 21.59; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 14.25; Disp = 0; Springs - X = feet, VSpring = kip /inch, RSpring = kip in /rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip /ft XStart = 0; XEnd = 14.25; UStart = -.210; UEnd = -.210; WinBeam 3.30 - Registered to Miler consulting Engrs. Pia, 7136 P C9/77 Project: L By: Date: Checked: Date: Page: Reactions - kips, kip ft T T Shear - kips 1.496250 - 1.4962 (- Moment - kip ft '391 - u.uuuuuu Rotation - radians I '$5823 - 0.I• ; - 5 *Deflection - inches ,n nnnnnn -v. 79 WinBeam 3.30 - Registered to Miller Consulting Engrs. 2� SEISMIC: IBC LOADING USING ALLOWABLE STRESS DESIGN Non - Building Structures per ASCE Chapter 15 (Page 161) Copyright © 2010, Miller Consulting Engineers, Inc. Site Class D IBC2009 Table1613.5.2 page 341 (ASCE 7 Table 20.3 -1. pg 205) Seismic Design Category D 1802009 Table 1613.5.6(1)/1613.5.6(2) pg 343 (ASCE 7 Table 11.6 - 1/11.6 -2 pg 116) Occupancy Use Category II IBC2009 Table 1604.5 pg. 307 Ss = 98.30 %" ` . _' , Figure 1613.5(1) (0.2 sec response), 2009 IBC pg 348 -365 Si = ! 3450 °% "' Figure 1613. (1. sec response), 2009 IBC pg 348 -365 Fa= 1.11 IBC2009 Table 1613.5.3(1), pg 341 (ASCE 7 Table 11.4 -1, pg 115) Fv= 1.71 IBC2009 Table 1613.5.3(2), pg 341 (ASCE 7 Table 11.4 -2, pg 115) SMS = 1.09 I8C2009 eqn. 16 -37, pg 340 (ASCE 7 Eq. 11.4 -1, pg 115) SMi = 0.59 IBC2009 eqn. 16 -38, pg 340 (ASCE 7 Eq. 11.4 -2, pg 115) Sips = 0.73 IBC2009 eqn. 16 -39, pg 342 (ASCE 7 Eq. 11.4 -3, pg 115) SD1 = 0.39 IBC2009 eqn. 16-40, pg 342 (ASCE 7 Eq. 11.4 -4, pg 115) T= 1= 1 0C. ASCE 7 Table 11.5.1, pg 116 Omega= 3 0 R " "' ASCE 7 Table 15.4 -1, pg 162 R= - ,3 r ASCE 7 Table 15.4 -1, pg 163 Cs= 0.207 * W ASCE 7 Eq. 12.8 -2, pg 129 CS 0.218 *W ASCE 7 Eq. 15.4 -1, 15.4 -2, pg 162 V= 0.218 * W 0.2 SDS = 0.145 * W 9570 SW Barbur Blvd Stair for Charter Mechanical 110353 Suite One Hundred Project Name Project # Portland, OR 97219 -5412 Location Portland, OR MILLER Aloha Weldin, Inc Client / CONSULTING (503)246-1250 CJM /)'V� / 5/12/11 3 of ENGINEERS Fax: 246 -1395 B y Ck'd ` �/ Date Page e Steel Column /Beam Design - AISC 13th Addition Shape: HSS Shape Capacity = 0.47 < 1.0 Size: 2-1/2X2-1/2X3/16 ASD Axial Capacity, Chapter E Pr = 3.53 k, axial compression load Aeff = 1.11 in i RANSr €(Mr = 0.51 ft-k, strong axis moment Qa = 1 (Section E7, pg 16.1 -42) LATER /Mr = 0.00 ft -k, weak axis moment Fe = 13.57 (Sect E3 16.1 -33 �,pgp�MG v = x = ksi, pg 16.1-33) VI" = 0.09 k, strong axis shear Fe = 13.57 ksi, (Section E3 pg 16.1 -33) Vr = 0.00 k, weak axis shear Fcr = 11.90 ksi, (Section E3 pg 16.1 -33) Tr = 0.00 ft-k, torsional load Fcr = 11.90 ksi, (Section E3 pg 16.1 -33) K = 2.00 (Table C - C2.2, pg 16.1 -240) Pn = 18 k, (Section E3 pg 16.1 -33) Ky = 2.00 (Table C -C2.2, pg 16.1 -240) Pn = 18 k, (Section E3 pg 16.1 -33) L = 5.67 ft Moment Capacity, Chapter F L = 5.67 ft Seff = 0.893012 in' Lv = N/A ft, (for round shapes) Seff = 0.89 in' KUr x = 145.23 Mn, = 5.06 ft-k, (Section F7 pgs 16.1 - 55,56) KUr y = 145.23 Mn = 5.06 ft-k, (Section F7 pgs 16.1 - 55,56) E = 29000 ksi Shear Capacity: Chapter G Fy = 46 ksi kv = 5 (Section G5, pg 16.1 -68) Ag = 1.54 in Cv = 1.00 (Section G2, pg 16.1 -65) t = 0.174 in Cv = 1.00 (Section G2, pg 16.1 -65) Z = 1.32 in Aw = 0 in (Section G5, pg 16.1 -68) Z = 1.32 in Aw y = 0.69 in (Section G5, pg 16.1 -68) S = 1.08 in' Fcr = N/A ksi, (Section G6, pg 16.1 -68) I S y = 1.08 in Vn = 19.1 k, (Section G2, pg 16.1 -65) I Ix = 1.35 in Vn = 19.1 k, (Section G2, pg 16.1 -65) I = 1.35 in Torsional Capacity: Chapter H r = 0.937 in Fcr = 27.60 ksi, (Section H3 pg 16.1 -75) r = 0.937 in C = 1.86 torsional shear constant Section is Compact in the strong axis (x) Tn = 4.3 ft -k, (Section H3 pg 16.1 -74) Section is Compact in the weak axis (y) Allowable Capacties: Rn / Q (ASD); Rn * 4 (LRFD) (ASD) Pc, k Mc, ft -k Vc, k Tc, ft -k P = 14.25/2 *8.25/2 *(0.020 +0.10) x -axis 11.0 3.0 11.4 2.6 M = 5.67 * 14 .25/2 *8.25/2 *0.020 *(0.218 *0.7) y -axis 3.0 11.4 V = 14 .25/2 *8.25/2 *0.020 *(0.218 *0.7) Interaction Equations: Pr /Pc = 0.32 Tr/Tc = 0.47 < 1.0 OK Equation H1 -1a, AISC 13 ed., pg 16.1 -70 Use HSS 2- 1/2X2- 1/2X3/16 \ OF tJEL = Z2.2 ' -a, 3, 0 - TUBE CztJ17Z-lst_s LATER., tE.S1 - I- I dr 9570 SW Barbur Blvd Stair for Charter Mechanical 110353 Suite One Hundred Project Name Project # Mb Portland, OR 97219 -5412 Portland, OR Location MILLER Client Aloha Weld' g, Inc CONSULTING (503)246 -1250 CJM 5/1 2/1 1 (4 of ENGINEERS Fax: 246 -1395 By Ck'd Date Page ' -14- VA-0 ■AA. c.® r• ti , C_ TdP o F c.QLu.• -�N I ` ks2 ws � - c. Q V- 9 , vi._.' ,1 = . Sl - k x ri 4 _ 1 mac, . tjELO G- •R.AF3E Sc I, I3:4 Ve (4 2gO '7 27 "- 04. Mme= I c17 '- L 120 16 o - 80% -a 3 /L' Fr t<X-T' WE t12) -- M= 2623 x 1,7S %Li s,o/L ib Z =o 6752 = 0 2 93 j M = 3 00° ko.Z93 /a•C.07 - 631'6_ " - I6 '( 0e ` 7-3id tpLT Clic_cK 3 7= 5 / X5 = 24,23# V- e /4) Li s xn= 135 T G‘1.to >2 &23 v Vim= 3 ,8O > r3s og- u6F vs " $ eoL_rs FL-AL4E_ B gNarNC 7 n' c. -C--- 2 2 x C 3/y' 54. ") = 3 16 Z= O. S 6. * /y= a,s75 M3 3/, Grp- &o» 377( oK CILx2.6, ni'AaNF7:r CA�10E oe. dr 9570 SW Bl Suite One Hundred Barbur v Ma Portland, OR 97219 -5412 Project Name Stair for Charter Mechanical Project # l 10353 Location Portland, OR MILLER Client Aloha Weld' g, Inc CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd Date 5/12/11 Page 5 of • • (--01 L- 11T12_41_ LoAOrNG SErsMs�. mss = X4.25 x 7_0p4.4 x g, 2s' 235 L.ArekA L LAD PER. eoNN, = 26 O. 2443 x0, 7/04). q Vvi= LJ fc) —)ER r Po ►„}E -e- ST1tO * S0 2 3 /8 " X 3/8 4, E ti413.0 - Ti\JTO C�yNJGR.ErE 0\1E frt€ 4 c_ . DE C.< — SE FOLc,6 ii — &6 p, -c,Es Fo 9570 SW Barbur Blvd Suite One Hundred Project Name Stair for Charter Mechanical Project # 111353 Portland, OR 97219 -5412 Location Portland, OR MILLER Client Aloha Weld' g, Inc CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd Date 5/12/11 Page of Company name: PDL Pow ers Design Assist `° Project: No.: project.' Date: 5/10/2011 Version: V 1.1.1 Project Page: 1/5 Geometry and load Geometry (not full - scale) [in.] � z View A View B z x U h =4.000 het = 2. 000 �.y 4 CO e t � " :m • o 0 ui 4 "i` :' - `` � " -�+ , r `` : :41- ,, 5 O 0 a 0 0 5.000 5.000 ■ View A Load [Ib], [ft z Y ■ Factore design loads N 0 Vux 126 V 0 Mux 0.000 M 0.000 Vux x M 0.000 Ecc entric profile e = 0.000 in.; e = 0.000 in. Input data and results must be checked for agreement with the existing conditions, with national standards /guidelines and for plaus Powe Fasteners 2 Powers Lane, Brewster, NY 10509, http: / /www.pow 3/ Company name: PDh Powers Design Assist' Project: Project 1 Date: 5/10/2011 Version: V 1.1.1 Project No.: Page: 2/5 Calculations • Selected anchor: Power -Stud+ SD2 3/8" (2.00) �A ;g .�� rr _ Effective embedment depth: h = 2.000 in. �'� - F='"`° - • • Nominal embedment depth: hnom = 2.375 in. Approval: ESR -2502 (9/1/2008) Design basis: Design method: ACI 318 -05 (Appendix D) Concrete: Sand - lightweight concrete, cracked, fc = 3000 psi Loading combination: taken from section 9.2 Seismic loading: yes, yield of ductile attachment: no Reinforcement: no supplementary reinforcement to control splitting present no longitudinal edge reinforcement or <= #4 bar Condition B (D.4.4 / D.4.5) Stand -off installation: no stand -off Load distribution / resultant factored loads Anchor No. Tensile force Shear force #1 0 lb 126 lb Compression load Tension load O Max concrete compressive strain: 0.00 roc] Max concrete compressive stress: 0 psi Resulting tension load: 0 lb Resulting compression load: 0 lb Summary: Verification Demand Capacity Status Tensile force: - - - Shear force: 126 lb 201 lb 0.63 < 1.0 OK Interaction: - - - Anchor plate: Material: Custom f = 36000 psi Length xwidth: 0.000 in. x0.000 in. • Input plate thickness: 0.000 in. Calculated plate thickness: not calculated Strength reduction factors: Reference Steel strength: Tensile force: 4)= 0.75 D.4.4a Shear force: (I)= 0.60 Concrete breakout/ pullout: Tensile force: 4) = 0.65 D.4.4c Shear force: 4)= 0.70 Seismic: Tensile / shear force: ( I ) seis = 0.75, 4) duct = 0.40 D.3.3.3 - .5 Input data and results must be checked for agreement with the existing conditions, with national standards /guidelines and for plausibility! Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, http: / /www.powers.com Ql Company name: P Powers Design Assist' Project: Project 1 Date: 5/10/2011 Version: V 1.1.1 Project No.: Page: 3/5 Tensile strength determination Reference Pullout strength: N p = N/A D.5.3.2 (fc12500)0.33° = N/A pn = ( Oduct * Oseis * * (f0'12500) * N p = N/A Check: Nua /pn=N/A Input data and results must be checked for agreement with the existing conditions, with national standards /guidelines and for plausibility! Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, http: / /www.powers.com 9/ L Company name: PD/► Powers Design Assist' Project: Project 1 Date: 5/10/2011 Version: V 1.1.1 Project No.: Page: 4/5 Shear strength determination Reference Steel strength (w /o lever arm): V = 1955 lb D.6.1 Veq = °duct * 4 seis * °* Veq = 0.400 * 0.750 * 0.600 * 1955 lb = 352 lb D.6.1.2 Check: Vua / 4V = 126 lb / 352 lb = 0.36 < 1.0 Concrete breakout strength, dir. x +: i = 2.000 in. D.6.2 d = 0.375 in. c = 3.333 in. Vb = 0.60* 7 *(le / do)0.2 *4.5 *fc,0.5 *ca15 =0.60* 7 * 1.398 * 0.612 * 54.77 *6.086 = 1198 lb D.6.2.2 Avco = 50.000 in. Avc = 39.999 in. Wec,V = 1 D.6.2.5 W = 1 D.6.2.1c Wed,v = 1 D.6.2.6 Wc,v = 1 D.6.2.7 ° = °duct * Oseis * °* ( / A vco) * W ec,V * W a,V * W ed,V * W c,V * Vb = 0.400 * 0.750 * 0.700 * (39.999 in. / 50.000 in. * 1 * 1 * 1* 1* 1198 lb = 201 lb D.6.2.1 Check: V / IV = 126 lb / 201 lb = 0.63 < 1.0 Input data and results must be checked for agreement with the existing conditions, with national standards /guidelines and for plausibility! Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, http: /Iwww.powers.com to/ _ I " Company name: PDL Powers Design Assist Project: Project 1 Date: 5/10/2011 • Version: V 1.1.1 Project No.: Page: 5/5 Concrete pryout strength: h = 2.000 in. D.6.3 k = 0.60 *17 =10.2 N = ice *fc,0.5 * hey =10.2 *54.77 *2.828 =1580 lb D.6.3.1 ANc0 = 36.000 in. AN = 36.000 in. Wed,N = 1 D.5.2.5 W c,N = 1 D.5.2.6 c a,min = 5.000 in. W = 1 D.5.2.7 k = 1 D.6.3.1 4 Vcp =4 tduct * 4 seis *( I )* ( A Nc /A Nc0) * Wed,N * Wc,N * Wcp,N * N b *k /n D.6.3.1 = 0.400 * 0.750 * 0.700 * (36.000 in. / 36.000 in. * 1* 1 * 1* 1580 lb * 1 / 1 = 332 lb Check: V /(1)\/, = 126 lb / 332 lb = 0.38 < 1.0 Fastening OK! Warnings/Notes • Steel baseplate not calculated /designed! Input data and results must be checked for agreement with the existing conditions, with national standards /guidelines and for plausibility! Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, http: / /www.powers.com 11/ Steel Column /Beam Design - AISC 13th Addition Shape: PIPE Shape Capacity = 0.99 < 1.0 Size: 1 -1/4 SCH40 ASD Axial Capacity, Chapter E Pr = 0.00 k, axial compression load Aeff = _ N/A in Mr, = 0.70 ft-k, strong axis moment Oa = 1 (Section E7, pg 16.1 -43) • Mr = 0.00 ft-k, weak axis moment Fe, = 11.96 ksi, (Section E3 pg 16.1 -33) Vr = 0.20 k, strong axis shear Fe = 11.96 ksi, (Section E3 pg 16.1 -33) Vr = 0.00 k, weak axis shear Fcr, = 10.49 ksi, (Section E3 pg 16.1 -33) Tr = 0.00 ft-k, torsional load Fcr = 10.49 ksi, (Section E3 pg 16.1 -33) K = 2.00 (Table C -C2.2, pg 16.1 -240) Pn = 7 k, (Section E3 pg 16.1 -33) Ky = 2.00 (Table C -C2.2, pg 16.1 -240) Pn = 7 k, (Section E3 pg 16.1 -33) L = 3.50 ft Moment Capacity, Chapter F L = 3.50 ft Seff, = N/A in Lv = 3.50 ft, (for round shapes) Seff = N/A in' KL/r x = 154.70 Mn = 0.89 ft-k, (Section F8 pgs 16.1 -56) KL /r y = 154.70 Mn = 0.89 (ft -k, Section F8 pgs 16.1 -56) E = 29000 ksi Shear Capacity: Chapter G Fy = 35 ksi kv = N/A (Section G5, pg 16.1 -68) Ag = 0.62 in Cv = N/A (Section G2, pg 16.1 -65) t = 0.13 in Cv = N/A (Section G2, pg 16.1 -65) Z. = 0.305 in' Aw = N/A in (Section G5, pg 16.1 -68) Z = 0.305 in Aw = N/A in (Section G5, pg 16.1 -68) S = 0.222 in Fcr = 21.00 ksi, (Section G6, pg 16.1 -68) S = 0.222 in Vn = 6.5 k, (Section G6, pg 16.1 -68) I = 0.184 in Vn = 6.5 k, (Section G6, pg 16.1 -68) l = 0.184 in Torsional Capacity: Chapter H r = 0.543 in Fcr = 21.00 ksi, (Section H3 pg 16.1 -74) r = 0.543 in C = 0.48 torsional shear constant Section is Compact for uniform compression Tn = 0.8 ft-k, (Section H3 pg 16.1 -74) Section is Compact for flexure Allowable Capacties: Rn / 0 (ASD); Rn * 4 (LRFD) (ASD) Pc, k _ Mc, ft -k Vc, k Tc, ft -k ! I M = 0.2 *42/12 x -axis 3.9 0.7 3.9 0.5 y -axis 0.5 3.9 Interaction Equations: L • v■ctKC'i5 1 /3 increase Pr /Pc= 0.00 4r juareera,'(5 Tr/Tc = 0.99 < 1.0 OK Equation H1 -1b, AISC 13 ed., pg 16.1 -70 Use PIPE 1 -1/4 SCH40 HOLLOW CIRCLE (weld all around) Material: Steel ly Weld Strength 70000 `.. lidialr4*/* ft-lb Vy = 200 (asd) Mx = 700 - lb( (asd) I '' Vx = lb (asd) My = in ft-lb (asd) X i - - , Weld size (w) = 0.1875 in = 3/16 "weld -I - 0 x dl Diameter (d1)= 1.66 in Outside Diameter of pipe or rod it d = 1.93 in Outer diameter of weld (d = d1 +2'w'.707] I / A = 0.76 in' = 3.14'(1.93 ^ 2 - 1.66 ^2) /4 ' I = 0.31 in = 3.14 ^ 4 - 1.66 ^4)/64 S = 0.32 in = 0.31/(1.93/2) � Y F = 21000 psi l Y Vc = 21227 lb = 21000'0.76'1.33 Mc = 745 ft -lb = 21000'0.32/12'1.33 I Capacity = 0.95 , 1.00 OK Use 0.1875" fillet weld 1 9570 SW Barbur Blvd Stair for Charter Mechanical 110353 Suite One Hundred Project Name Project # la Portland, OR 97219 -5412 Portland, OR Location MILLER Aloha Welding Inc Client CONSULTING (503)246-1250 CJM 5/12/11 of ENGINEERS Fax: 246 -1395 By Ck'd Date Page 12 ClaFc .a't- P • gril Dom.- CGt LZPA5 = b L= \Op & Nor r , 4 = , 3 „-13,--x. t d, (r yr� ,'�t 3,5 M, = tox 3.5 + too 3,51/4 = IBS' - 16 t / + 3OZ 3,574 = 2 74 = l b e�o,s3TeAL s 2= x(tl. "/y M� 36cxx:) lc. o. lg - S /t. 4 /0 1 {Z /( 337 >27-8 OK u. % c- k Sri FFEN! R-3 1/22 „ F L br 1 C L = z�S LII , Mc 2"?'81- o� D ��� a .soor(t2F3,S)3 _ o, O� j > L �-t �� y-2�ooaxa. 4 ��F�Oo� drAll 9570 SW Barbur Blvd Stair for Charter Mechanical Suite One Hundred Project Name Project # 110353 Portland, OR 97219 -5412 Location Portland, OR MILLER Client Aloha Weld' g, Inc CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd Date 5/12/11 Page 1 3 of 13 F 1 . —I. ._ =.. �,, - — _ ! —� __.__ -- __ -- -... . _ . _ _._ _ - .. �..__. _ NO �SCcrT'.v ^ ..° 7�. E f'1 L� - U DC — F n ED 0 R A D -s 1 A fE T .,. n rw ' !S `1,^� C. e ,. r i - t 3 r . f J 1 111 Y � ,' f' r _` 31 .L - -- r . 1 i — — .,.tiAC! Fi� . - ZN,a. t '� y 1 E o c.ti a Rc l . c_ s ;H,T cT�t�. �.c. �"� PERLO CChSTRL1CTi0N HA5 RE1/iENiEO TH15 5u3tit1 T TAL /rT _ --- — , IGNE - `'�. 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