Loading...
Specifications dr � CININJ `MINA •INIMINYVIN Gilt • • .111 J J Tigard, OR Project #6060 STRUCTURAL CALCULATIONS CALC PAGES 1 -10 1 °� t 1®," O ' � F P 'S: 6 /30 /FC April 4, 2006 AMD- Hayden Consulting Engineers r ,,, Lt ;C 0/ 6 -I I . I ,� ��/ ( (� U / To Oo:, Nto V t H 1 - pit il g a ra fR.0 R 11/4-kkQ7L o. . isi kw. — Rv -P -tOV i; 4.1, Au. — ?c/.?t,kC, \ U - wit LA 6 6N A fC10 . ?OS TS •®STS ` /17- 1 o " 0 i 4 . iN Pt's or- tf.J14. 0 i i 0. t-, �"F C-n DL fie.. : /� ,,05. I- ra .�, 1Ofs or r /Wf3j- a '2 , Cf 1iQt7,d cAWLk-,rr ltiP i3r �. 3Z F - q9 • `!71.% P - 02t.) . R1-.-. /S-,os °4(2 ) = , /ej W --? Opl1. SITS Ott c.- urF- tZ'oF 8/- 510A-J,, ,2) L. c /L • R - 2.q,i k(c)' I 32-Pt; - z OIL W...A--/-4,T,. . 4..012 pi, ,-a/2 - .,- 233,3 etc ck 1 t`4 C (/.6eti ( ): 5 !) Z} .. 3 $ r. I r 1. '3,?L is ps4 0e i', t (,,F-):- /e ' 1),,d,fr, iitOrar( “.6 'I 14- . W I 0)(ico 011 .1 c r ,N E ecik �c 6 kvieo 4.0 : 6j____344 -0 140- cool-- _ s3' z C i v I BY Am ,0 DATE V.0 / O 1 CHK BY // DATE JOB NO 6 46O Consulting Engineers (503) 968 -9994 p (503) 968 -8444 f SHEET . 1 OF Title : Job # • Dsgnr: Date: 8:07AM, 4 APR 06 Description : Scope: Rev: 580006 • Page 1 User: 5543, Ver5.8.0, 1- Dec -2003 Steel Beam Design (c)1983-2003 ENERCALC Engineering Software framing.ecw:Calculations 4 . bS3 4iL a'£Ntr,KS t\t^ ,,Ste ... .. .^Rl�`aF9 Cf.:, CM. V..:,,,,,,,, \Fb•M C.a14,3 =AG�I^.. ,V,S1ii:�,,,, Description New Typical Beam General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 . r ..acmM .w .va :xwoer w .... i a�.... s .,,,,,,, w. S,, pax ,,,, wi.. crtim'o'VMcaao - ¢. .,,,,,, . �..eas...V144 ,cs Steel Section : W10X19 Fy 50.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. WK.,,,...,. ...... a a..m. c a� t�uwa ,w...^a c mv�vav o �u��.� ca oaoo u,. .. ..,.. .gym... ......� w .......��wa: o aa�a WW`II.,,,. ,�a �.w...m.. • aw.' c $ # 1 #2 #3 #4 #5 #6 #7 DL 0.180 k/ft LL 0.660 k/ft • ST k/ft Start Location ft End Location ft Summary 1 Beam OK Static Load Case Governs Stress Using: W10X19 section, Span = 17.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 31.035 k -ft 51.700 k -ft Max. Deflection -0.578 in fb : Bending Stress 19.809 ksi 33.000 ksi Length /DL Defl 1,522.8 : 1 fb / Fb 0.600:1 Length /(DL +LL Defl) 352.9 : 1 Shear 7.302 k 51.200 k fv : Shear Stress 2.852 ksi 20.000 ksi fv / Fv 0.143: 1 Force & Stress Summary .o..�anw..n..aaati..>...ua.�'tu s. m....w�..nnc�tta�c. aacs. 'vawx.anww+wwaaw...w*v�•ca�..w� xm. in.> awv'. a..... w. caawwa ..w.mwwn�..nw.awe...wnm..,�aw. wow. w.. so ...�w,�.�a..00a.nana�zawcnwaoa` « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only a, Center (a) Center Cants (d). Cants Max. M + 31.03 k -ft 7.19 31.03 k -ft Max. M - k -ft ' Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 7.30 k 1.69 7.30 k Shear © Right 7.30 k 1.69 7.30 k Center Defl. -0.578 in -0.134 -0.578 -0.578 0.000 0.000 in . Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 • 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.30 1.69 7.30 7.30 k Reaction @ Rt 7.30 1.69 7.30 7.30 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 1, Title : Job # ' Dsgnr: Date: 8:07AM, 4 APR 06 Description : Scope: Rev 580006 User: KW-0605543, Ver 5.8.0, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software framing .ecw.Calculations my... .ate. .. .¢.rsasc-a. s.,.: ..:.,,, - is vwc. ac . � ,.. Description New Middle Beam with Point Load from Roof General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W10X26 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 17.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 # # 5 #6 #7 DL 0.180 k/ft LL 0.660 k/ft • ST k/ft Start Location ft • End Location ft Point Loads Note! Short Term Loads Are WIND Loads. # 1 #2 #3 # • #5 # 6 #7 Dead Load 2.489 k Live Load 4.148 k Short Term k Location 12.000 ft Summary Beam OK �� Static Load Case Governs Stress Using: W10X26 section, Span = 17.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 50.072 k -ft 76.725 k -ft Max. Deflection -0.610 in fb : Bending Stress 21.536 ksi 33.000 ksi Length /DL Defl 1,163.0 : 1 fb / Fb 0.653: 1 Length /(DL +LL Defl) 334.4 : 1 • Shear 12.045 k 53.716 k fv : Shear Stress 4.485 ksi 20.000 ksi • fv / Fv 0.224: 1 Force & Stress Summary e ... 1 . ,...M. i.vC il:': Y�i'H.-0,.. .3 ,,,,, ,, . \" WAS .: :2.,V ` 'R�'nb•X 1.•0`:..a 1. W � .`. « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only Center (a. Center a(�. Cants (a Cants Max. M + 50.07 k -ft 14.96 50.07 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 9.31 k 2.48 9.31 k Shear @ Right 12.04 k 3.51 12.04 k Center Defl. -0.610 in -0.175 -0.610 -0.610 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 9.31 2.48 9.31 9.31 k '• Reaction @ Rt 12.04 3.51 12.04 12.04 k Fa calc'd per Eq. E2 -1, K'L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy 3 GAO i' 0 rv4 \• CA) /e•rvo r L9 L u r e lc e 6) V = 3x2 (P t-) 4� 5 L. CI . i 2 -oti v. 9, 5 14- c {o • W -ST- ?,6l f ,._ : ?, 4- 17 r k. (��) (1:? 4- � ; /5<-11 k (aa.) ' COL. 0- �� (G 111 LAU- P` C r E- Z Gikl,■(-- . t)51i : ' 0 x q 9 /0 Z � . /0 eivo c„a P, { ( XL - II BYAMO DATE 5 /30/®G 0 I o A CHK BY /� DATE _ = Consulting Lngineers JOB NO C� © gyp o (503) 968 -9994 p (503) 968 -8444 f SHEET OF Title : Job # F Dsgnr: Date: 7:57AM, 4 APR 06 Description : Scope:. Rev 580008 User: KW- 0605543, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software framing.ecw.Calculations a,,,,, a a vswv ,awa y ao cvsaa,+m .. ,w ��g�aAu : sue r�Vvr� .a � �� �u a •cV Description Typical Col End General, Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS4X4X3 /16 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1:330 Y -Y Sidesway : Restrained Column Height 10.000 ft ' Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 1.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 1.000 ft Kyy 1.000 Loads xi - ,*, \vS ... .\ �. . Navz� *C..... .. ; . .ate x ' ' - ---- ...� ,, � , .. ', ,� 0 Axial Load... Dead Load 1.69 k Ecc. for X -X Axis Moments 4.000 in Live Load 5.61 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary Column Design OK Section : HSS4X4X3 /16, Height = 10.00ft, Axial Loads: DL = 1.69, LL = 5.61, ST = 0.00k, Ecc. = 4.000in Unbraced Lengths: X -X = 1.00ft, Y -Y = 1.00ft . Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0960 0.3186 0.4146 0.3117 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc YY Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc Stresses z "' a.m .a cam. o„,-,- .. *ca „ „.aa. wa. oamW W. , 'w'.s Wo•W .'~.•.. - aw.o . •• c.ay.. . %,‘ ', vw alloe. , •s,,, u ,oaaa, • , Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 27.11 ksi 27.11 ksi 27.11 ksi 36.06 ksi fa : Actual 0.66 ksi 2.17 ksi 2.83 ksi . 2.83 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : xx Actual 2.18 ksi 7.24 ksi 9.42 ksi 9.42 ksi Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values .a il c. -- .i i4 :,t,,., WWWWWw =W.W,.1.o...\ ,,.:,,,., -..Wh- . 'Was,,, .. a...., ,,, W,. W.. ` �a yr . W'vvsv,WWwwW . ,%-ftW , moo .** .WWWv W 'W,' F'ex : DL +LL 2,496,092 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 2,496,092 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 3,319,802 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 3,319,802 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.150 in at 5.800 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft • S • Title : Job # • h, Dsgnr: Date: 7:57AM, 4 APR 06 Description : Scope: Rev: 580008 User: KW -0605543,Ver 58.0, 1- Dec -2003 Steel Column Page 2 (c)1963 -2003 ENERCALC Engineering Software framing .ecw:Calculations aec. a.,:. n. a,-. �?sasc�.- arstr. c�cea. .�°a'ws.�cssa.amm�aexvtircm:.�s. oe ..c�sgvv�+.sc�ee:a�4�?vcaaaasw Description Typical Col End Section Properties HSS4X4X3 /16 A `.,••• :::. ACl4f�Rii ,KRS • Depth 4.000 in Weight 8.76 #/ft Values for LRFD Design.... Web Thick 0.174 in boc 6.210 in4 J 9.960 in4 Width 4.000 in lyy 6.210 in4 Cw 5.07 in6 Flange Thick 0.174 in Sxx 3.100 in3 Zx 3.670 in3 Area 2.58 in2 Syy 3.100 in3 Zy 3.670 in3 Rt 0.000 in Rxx 1.550 in 0.000 Ryy 1.550 in Section Type = HSS- Square • (O Title : Job # Dsgnr: Date: 8:06AM, 4 APR 06 ' Description : Scope: Rev: 580008 Page 1 User: KW- 0605543,Ver5.8.0, 1- Dec -2003 Steel Column (c)1983 -2003 ENERCALC Engineering Software fram . sae. ,:. e v,\w: . ,,..ieS3ca v^,, , ,'Ats V,sc ."3 ? .£ caoav . o" .'wQ 'FM. cwY,,Y,,,, . cb1SIM .. Description Typical Col Interior General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 , X A n `4 Y G 3Y.A'Klm.W ,,..7:3 .X.,,,, b cS.. ila..,cc ,,,,, l`,,,, b nN , imac.v.....w \ :. `Y. S . ft,;`,O%,, Steel Section HSS4X4X3 /16 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 1.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 1.000 ft Kyy 1.000 Loads z � a�,K.VM.04, um< . A ,, ww:war�.: vww mow,, , ,v ra ,,,, ,���m V , veeve , Axial Load... Dead Load 5.20 k Ecc. for X -X Axis Moments 0.000 in Live Load 14.14 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k . Summary Column Design OK Section : HSS4X4X3 /16, Height = 10.00ft, Axial Loads: DL = 5.20, LL = 14.14, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 1.00ft, Y -Y = 1.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2022 0.2765 0.2079 AISC Formula H1 - 2 0.1986 0.2716 0.2042 AISC Formula H1 - 3 0.0743 XX Axis : Fa calc'd per Eq. E2.1, K *Ur < Cc YY Axis : Fa calc'd per Ea. E2 -1, K *L /r < Cc Stresses ;SM..Ri aos ,��o,..... o , as , , ,,,,a,,,,, ,,,,,, $ ,,,,,,, ,,,,,,, ,,,.,,,..Aye .. uww y c .. ,,,,,, w ,,.o�a�vvmvwwv *. o ',vs wry - ww . , Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 27.11 ksi 27.11 ksi 27.11 ksi 36.06 ksi fa : Actual 2.02 ksi 5.48 ksi 7.50 ksi 7.50 ksi Fb:xx : Allow [F3.1] • 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi • • Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values ..---.. �� .- . . y , -, . z: ti ,V.... , , .I rvru ..,,, r� � , ,,,� ,, �,,, ,vim F'ex : DL +LL 2,496,092 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 2,496,092 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 3,319,802 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 3,319,802 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 r Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 1- Title : Job # Dsgnr: Date: 8:06AM, 4 APR 06 Description : Scope: • Rev: 580008 P 2 User: KW- 0605543, Ver 5.8,0, 1- Dec -2003 Steel Column l i (c)1983 -2003 ENERCALC Engineering Software framing.ecw 'Calculations a ?,.\Y0 Description Typical Col Interior Section Properties HSS4X4X3116 • Depth 4.000 in Weight 8.76 #/ft Values for LRFD Design.... Web Thick 0.174 in • Ixx 6.210 in4 J 9.960 in4 Width 4.000 in lyy 6.210 in4 Cw 5.07 in6 Flange Thick 0.174 in Sxx 3.100 in3 Zx 3.670 in3 Area 2.58.in2 Syy 3.100 in3 Zy 3.670 in3 Rt 0.000 in Rxx 1.550 in - 0.000 Ryy 1.550 in Section Type = HSS- Square • U Footing Type: Typical (&,, Roof Load BM • Dead Load: Pdl := 5.2•k Footing Length & Width: W := 4•ft Live Load: Pll := 14.14•k Thickness: t := 10•in Concrete Strength: f := 3•ksi Service Load: Pser := Pd1 + Pll Steel: f := 60 -ksi Ultimate Load: P := 1.4 Pdl + 1 . 7 •Pll Steel Depth: d := t — 3-in — .75•in•1.5 P 31.32k d =5.88 in Soil Bearing: gall := 1500•psf Column Size: c := 4 in Soil Bearing: Pft 150.pcf•W -t Pft = 2k P + Pftg1.4 qu Pser + Pftg 2 q := q = 1.334ksf W 2 gall = 1.5 ksf OK Punching Shear: V := P — (c + d) b :_ (c + d)•4 ibVc := .85•(4• Jf (1)V = 43.22k > V = 29.87k OK Beam Shear: (per 1' width) V W — c — d .q at "d" from column face 2 :_ .85•(2• Jf 1 •ft (1)V = 6.56 k V = 2.87 k OK Flexure: (per 1' width) Mu qu rW — c 1 .1 ft M 3.581k I \ 2 2 Asreq := 1 •in Asreq' f Y Find As : Given M Asreq'fy d 0.59 -.9 f A Find(Asreq) Asreq = 0.14 in Use #4's @ 12" oc A := 0.2•in A s Check Pmin P p = 0.0028 > Pmin = .0018 OK • (1•ft)•d • 1 Footing Type: Typical (ui End Condition Dead Load: P :- 1.69•k Footing Length & Width: r W := 2.5•ft Live Load: P&:= 5.61•k Thickness: := 10•in Concrete Strength: f := 3•ksi Service Load: P := Pdl + Pll Steel: f:= 60•ksi Ultimate Load: 1:= 1.4 •Pdl + 1.7 Pll Steel Depth: d := t - 3-in - .75•in• 1.5 P 11.9k d =5.88 in Soil Bearing: 1500•psf Column Size: c:= 4•in Soil Bearing: Pte:= 150•pcf • W Pftg = 0.78 k P + Pf 1.4 Pser + Pftg 2 := q = 1.293 ksf W W < gall = 1.5 ksf OK Punching Shear: V im : = P - (c. + d) ,:_ (c + d)•4 ty .85. (4• Jf iVc = 43.22k > V = 10.49 k OK Beam Shear: (per I' width) V : _ W - c - dl . qu . 1. ft at "d" from column face 2 hV, .85.2• fcpsi•d)•1•ft 4)V - 6.56k V =1.23k > OK Flexure: (per 1' width) �W - c� 2 1 M ,^ : = q 1•ft M = 1.221k \ 2 2 2 nAF!'w1v -tin Asreq• f y Find As : Given M = Asreq•fy• d - 0.59• •.9 f Find(Asreq) Asreq = 0.05 in Use #4's,@ 12" oc A 0.2•in A -'� Check pmm:= p = 0.0028 > :_ .0018 OK (1•ft)•d