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Specifications /kg.C2012- 00 VS' e 5— St%) ?-21c,erke lçpff June 1, 2017 Ms. Kate Logan Whitney-Architects RECEIVED 700 Commerce Drive,Suite 350 Oak Brook, II 60523 JUN 2 0 2017 Re: Option Care CITY OF TIGARD Portland,OR BUILDING DIVISION Dear Kate: Attached please find calculation sheets 1 through 8, dated June 1, 2017, which verify the structural adequacy of the Option Care Portland project, as shown on drawings S1 through S6 dated June 6, 2017. Design is based on the requirements of the 2014 Oregon Structural Specialty Code, based on the 2012 International Building Code. • If you have any questions or need further information, please call me. Sincerely, Neil Schweitzer NS/bd 11104, �/ 44.1: Attachments ver N A 44 q�r 47° 1° o °V 'A. IMG EXpri 6-30.1 2017-06-01 Option Care_Caic Letter 10021700686.doc 111 Sw Fifth Avenue,Suite 2500 Portland,OR 97204 503 227-3251 kpff.com 1 1 Sheet ' Project OPTION CARE PORTLAND By NMS No. F ' 1 1 griFf Location TIGARD OREGON Date 6/2/17 i Client WHITNEY-ARCHITECTS Revised Job No, 21700686 Rolland Oregon ! I 21700686 1 1 Date 1 1 .. 1 0 , , I ,e) ty16 30ISIS -14- 311 0.6. Ulf I'MFty I i , 1 4 JoISTS , Po5ritoN Et) ONVe a vu )4. tu w 1 Hur, la 014 —N bakk 4tbes ViR ,,,, 002ic 6 EA& i: ' -4----- Srt o X W. toPP. wi M 1 rtm ettps EMI rip. CN) Pk) ,Di.)1 iloNEb i 106 of two(Nip 1 ?eF 1:/ /1 o ve?, (t) iilcii,, 3orsTs.tAtti4 foz EYAct t,ocivrtoto oF RTUS , g.00c- ii?E mot •C‘i?. , ... r-- t : / , ...4,—... JIM ,411.. 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DE1- II� o _ ID4eqk 00.2z- 10.1. ix "4'a. iPG 1 RFs: 6.30. 2 J . i j I Protect OPTION CARE PORTLAND 1 By NMS Sheet No. e 1Location TIGARD OREGON Date 6/2/17 <l± , Client WHITNEY-ARCHITECTS Revised Job No. 1 PxNana,Oregon �. ... _ _.. 21700686 1 Dote M 51St PIN W COI) V I C 7; ( 1Z e�� Lt 9) M.10 v‘C. 1 Ili / \ I f Y 2" TyP (2) I17,1'6 P30 - i rtQouc,q DIA 0 t'L /1 0,C. 1°P PA 0 &orfg,4 f 1 3 I m itvo (t) 4olo V► 'Dal SIDE I 01ST gle% �VD7,6e GNC aTAif.- 1 0 i j :0.11 PIO, f 1� o Allr 4. Y 10 S 44,A. INGI4 E7 RES: 6.30-,1 „--s-J 1 Project OPTION CARE PORTLAND By NMS Sheet No. Location TIGARD OREGON Dote 6/2/17 S _ Client WHITNEY-ARCHITECTS Revised j Job No, Portion.Oregon . 21700686 Data (14) 17" ikCK. 6fA1. To cz, FAQ W105 I2 'O.L. 0 f ' - WAY 1461 sloe 'no" > 10►b Marc Mot W I 10 iliat K.w,1G 0.134, E? 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IWG' EXFIRES: I 1 l<13ff Project: Option Care Portland By: NMS Sheet No. Location: Tigard,Oregon Date:06/01/17 Client: Whitney Architecture Revised: Job No. Subject: Structural analysis under RTU Date: 21700686 Existing Roof Structure Analysis The following calculations are for the existing members under the new mechanical units on the roof kpff Project: Option Care Portland By: NMS Sheet No. Location: Tigard,Oregon Date:06/01/17 Client: Whitney Architecture Revised: Job No. Subject: Structural analysis under RTU Date: 21700686 Dimension lumber b 4 in Width of the beam d 16 in Height of the beam bn 3.5 in Nominal width do 15.25 in Nominal height A 53.375 in2 Area of the beam Sxx 135.66 in3 Section Modulus in the x axis Syy 31.14 in3 Section Modulus in they axis lxx 1034.42 in4 Moment of inertia in the x axis lyy 54.49 in4 Moment of inertia in they axis m 0 % Moisture Content(use 20%if unknown,use 0 if it will be lower than 19%) Used flat? No T 100 F Temperature Incised? No Snow Load Typical Design Load Douglas Fir-larch Species No.1 Commercial Grade Fb Ft Fv Fct Fc E Emin G psi psi psi psi psi psi psi 1000 675 180 625 1500 1700000 620000 _ 0.5 Cd 1.15 1.15 1.15 - 1.15 - - Load Duration Factor(Table 2.3.2) Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Wet Service Factor(Table 4c) Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Temperature Factor(Table 2.3.3) CI 1.00 - - - - Beam Stability Factor Cf 1.00 0.90 - - 1.05 - - Size Factor(4.3.6,Table 4A,Table 48) Cfu 1.00 - - - - - - Flat Use Factor(Table 4c) Ci 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incising Factor(4.3.8) Cr 1.00 - - - - - - Repetitive Member Factor(4.3.9) Cp - - - - 1.00 - - Column Stability Factor CT - - - - - - 1.00 Buckling Stiffness Factor Cb - - 1.00 - - - Bearing Area Factor F'b rt F'v F'ct F'c E' E'min 1265 698.625 207 625 1811.25 1700000 620000 Loading DL 5 psf Dead load LL 25 psf Live Load U01 1500 lb Mechanical unit dead load Load Combinations M01 3021.7 lb-ft Moment due to dead load MIL 15108.5 lb-ft Moment due to live load Muo1 1684.3 lb-ft Moment due to mechanical unit dead load Moot 19814.5 lb-ft Moment due to unit Tw 8.0 ft Tributary width I 2.5 ft Distance from the edge of the support that mechanical dead load acts on L 24.6 ft Length of the beam n 2.0 Number of joists the mechanical unit acts upon M 19814.5 lb-ft Applied moment in the beam V 3700.0 lb Applied Shear in the beam Shear check fv 104.0 psi Shear Stress DCR 0.50 Demand Capacity ratio Bending check fb 1752.7 psi Bending stress DCR 1.39 Demand Capacity ratio Project: Option Care Portland By: NMS Sheet No. 1<ljff Location: Tigard,Oregon Date:06/01/17 Client: Whitney Architecture Revised: Job No. Subject: Structural analysis under RTU Date: 21700686 Member fails in flexure,sister on member each side of 4x16 for reinforcement b 4 in Width of the beam d 10 in Height of the beam bn 3.5 in Nominal width do 9.3 in Nominal height Sxx 49.9 in3 Section Modulus in the x axis A 118.1 in2 Area of the section B 10.5 in Width of the flange h 9.25 in Height of the flange H 6 in Height of the web b 3.5 in Width of the web y 9.3 in Distance from top of section to centroid of composite member lxx 1759.4 in4 Moment of inertia of the composite section Sxx 189.8 in3 Section modulus of the composite section Bending check fb 1252.7 psi Bending stress DCR 0.99 Demand Capacity ratio Shear connectors Vu 17945.2 lb Shear in the connection db 0S in Diameter of the bolt Ab 0.20 in Area of the bolt Fv 27 ksi n 5 OVn 19880.4 lb DCR 0.90 / COMPANY PROJECT COMPANY PROJECT iii i WoodWorks3 i i WoodWorks° June 1,201711:01 Beenl.ow. Jaw 1,201711:03 80.4,5 wwe Design Check Celculatian Sheet Design Check Cekuletion Sheet Sger 7.0 - Sax LD LOADS I lbs,pet,or of): LOADS(0M,pus,or Of)t Iced Type Distribution Magnitude Location Ifs) Pat- Load Typo Distribution Magnitude Location left) Pat- Start Em Start EMn Start End Smart End Dead Wad Full OIL 250.0 teeDead Dead 1111 0DL 250.0 Srn Lice Live Full VDL 626.0 Yea Live Live Full VOL 626.0 Yes Paint3 Dead Point 400 12.00 Co Point) Wad Point 400 12.00 No Point4 Wad Point 1600 45.00 Mc Po1654 Wad Point 1500 46.00 Sc Canso Dew Point 4876 0.00 No Canto Wad Point 4875 0.00 Se Cash Live Point 12187 0.00 Yes Clint Live Paint 12187 0.00 Ya Poincl Wad Pains 2 48.00 No Points Wad Point 1300 48.00 No PoSnt2 Wad Point 1 18.00 No Paint2 Wad Point 1100 18.00 No MAXIMUM REACTIONS(lbs)end BEARING LENGTHS)In): MAXIMUM REACTIONS(lbs)end BEARING LENGTHS(In): 11 I 11' Si 3 /1' 01 Wad 15031 7124 Dead 19446 4267 Live 38124 16626 Live 98124 16626 Total 66156 22749 Total 67611 22892 Nearing: Bearing: Load Cdeb $0 e2 04 toad Cob $0 32 24 Length 0.00 12.80 5.19 Length 0.00 13.11 6.46 Glulam.Bel.,West Species,24F.V8 DF,6.314x33" Glulem.Bal.,West Specks,24F.V8 OF,6.3/143" Self-weight of 6123 plf included n beds; SeN-wa hl of 5128 MItel dad in boas: Lateral edpfo,t tope cul.bottom•N euppgb. latent**port:top.N9,toga.M seaports: This section FAILS the design check Thls section FAILS Bre design check WARNING.This section violates the following design croerla:Bending and deflection WARNING:This section violates the following design criteria:Bending and deflection WARNING:Meeber length exceeds typbol stock loop of 60.0185 WORNMO:Narver length exceeds typical stock brut 0180.0[ft] Analysis vs.Allowable Stress)psi)and Deflection(In)using Nos was: Analysis vs.Allowable Stress)psi)end Deflection(in)wing NDS 2006: Criterion Analyst•Value Design Value Analysis/Design Criterion Analysis Value Design Value Analysis/Design Shear fv. 176 Iv'. 265 fv/Fv'. 0.66 Shear fv,. 186 Iv'. 265 fv4/Fv'. 0.70 Bending(4) fb.2622 En'a 1947 fb/Flo'a 1.26 Deoding(4) ft.2752 FCC-1946 fh/Flo'. 1.41 0andingt-r fb.2387 fb..1862 fbilb'• 1.29 Sending(-) fb.2387 Pb'.1955 fb/Flo'. 1.22 Deflection: Deflection: Interior Live 2.42. L/248 1.67 a L/360 1.45 Interior Live 2.42. L/248 1.67. L/260 1.45 Total 3.60. 1/166 2.50. 2/240 1.44 Tonal 3.87. L/166 2.60. 1./240 1.66 - .acrd. Live 1.81= 2/73 0.71. L/180 2.44 Cantil. Live 1.81. 2/73 0.79- L/180 2.46 Ieta1 1.56. L/84 1.10. L/120 1.42 Total 1.37. L/96 1.10. 1/120 1.24 'The effect of point loads Within a distance d of the support The effect of point loam Within•distance d of the support has been included as per NDS 3.4.3.1 has been included a per Nos 9.4.3.1 4.96 % Percent of load added to the system By inspection added load within 5%difference,no reinforcement needed Project: Option Care Portland By: NMS Sheet No. 1<ljff Location: Tigard,Oregon Date:06/01/17 Client: Whitney Architecture Revised: Job No. Subject: Structural analysis under RTU Date: 21700686 Check new 2x blocking b 4 in Width of the beam • d 8 in Height of the beam bn 3.5 in Nominal width do 7.25 in Nominal height A 25.375 in2 Area of the beam Sxx 30.66 in3 Section Modulus in the x axis Syy 14.80 in3 Section Modulus in the y axis lxx 111.15 in4 Moment of inertia in the x axis lyy 25.90 in4 Moment of inertia in they axis m 0 % Moisture Content(use 20%if unknown,use 0 if it will be lower than 19%) Used flat? No T 100 F Temperature Incised? No Snow Load Typical Design Load Douglas Fir Larch Species No.1 Commercial Grade Fb Ft Fv Fct Fc E Emin G psi psi psi psi psi psi psi 1000 675 180 625 1500 1700000 620000 #N/A Cd 1.15 1.15 1.15 - 1.15 - - Load Duration Factor(Table 2.3.2) Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Wet Service Factor(Table 4c) Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Temperature Factor(Table 2.3.3) CI 1.00 - - - - - - Beam Stability Factor Cf 1.30 1.20 - - 1.05 - - Size Factor(4.3.6,Table 4A,Table 4B) Cfu 1.00 - - - - - - Flat Use Factor(Table 4c) Ci 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incising Factor(4.3.8) Cr 1.00 - - - - - Repetitive Member Factor(4.3.9) Cp - - - - 1.00 - - Column Stability Factor CT - - - - - - 1.00 Buckling Stiffness Factor Cb - - - 1.00 - - - Bearing Area Factor F'b rt F'v F'ct F'c E' E'min 1644.5 931.5 207 625 1811.25 1700000 620000 - Loading DL 5 psf Dead load LL 25 psf Live Load U51 750 lb Mechanical unit dead load Load Combinations MDL 320.0 lb-ft Moment due to dead load Mcg 1600.0 lb-ft Moment due to live load M„oi 644.5 lb-ft Moment due to mechanical unit dead load Mum 2564.5 lb-ft Moment due to unit Tw 8.0 ft Tributary width I 2.5 ft Distance from the edge of the support that mechanical dead load acts on L 8.0 ft Length of the beam n 2.0 Number of joists the mechanical unit acts upon M 2564.5 lb-ft Applied moment in the beam V 1335.0 lb Applied Shear in the beam Shear check fv 78.9 psi Shear Stress DCR 0.38 Demand Capacity ratio Bending check fb 1003.7 psi Bending stress - DCR 0.61 Demand Capacity ratio