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HomeMy WebLinkAboutRomco-Canopy - COM Engineering / Geo-Tech Reports - 6/12/1998 AFGHAN ASSOCIATES INC. CONSULTING ENGINEERS PROJECT: Romeo-Canopy at Belfair,WA. PROJECT#: 98056 DATE: 06/12/98 Table of Contents: Canopy CPI-CP 15 1i:hcurd\78()0O\9805(3\indesxo l.duc 9320 SW BARSUR BLVD.-SUITE 175-PORTLAND,OREGON 97219-(503)244-2450-FAX(503)244-2887 1 wl C) 7- (/0 GL)rN0 tic --0 Cz�) •1,3 = 7J R I 'co mf �`'1t ` ;:3 (4lix - j _ 7o 7.> 3 t,4 a w 9,r, S 14 7'sNJ11aJ M. _ (oz35?� (���x G) = 471 41.5 (1ST Z� GAGS x 1� x 3 Me-7AL- 'I ecl ---1 R. ems: c j z,/ 0 AFGHAN ASSOCIATES,INC. 7,u co / AT /3f-C / w w DATE CONSULTING ENGINEERS G b �� M20 S.W.BARBUR BWO.,SUITE 175 JOB NO PORTLAND.OREGON 97219 �" j (SMI 244-2450.FAX 244-2887 J y( SHEET r OF -f- Gj fi 7S � T3 FGHAN ASSOCIATES, INC. <<� �,► C U — C A� o I� � ; L�� ► l3� A W A BY F� DATE CONSULTING ENGINEERS ! 9320 S.W.Barbur Blvd.,Suite 175 CHK BY DATE / Portland,Oregon 97Z19 we NO r a ¢ G (503)244-2450,FAX 244-2887 SHEET�_OF ,4w w-+c Ac,easS � GU a✓r3i0<r 6 61kr1 - 3 3 0 / �,, 75 D L ZSS L L- Id Id rt L/..t< AAr•I (3/) (M) �/� = 31 S� -� 7 3 D L � 30 z. Lt— GrRveA— c T 6 � a T ►..r 3v v S' a� �o x -eu ti At( : .Sd.i- f1 L13(F� hl f a X ')v � o = 33o 3 $ �z� 3 (� = G. G2K— Fin (Zs) (ib.o�) N. s"- 3i AFGHAN ASSOCIATES, INC. 2 d NI C b 9Y�DATE CONSULTING ENGINEERS // ' /1 CHK BY GATE ! 9320 S.W.Barbur Blvd.,Suite 175 �Wo Portland,Oregon 97219 JOB No (503)244-2450,FAX 244-2887 SHEET.- __OF W AJ D LO AD z P@ Ca L Z`�� �2 � 5v/2x3lo� = i2.d13 Ca D-r sn�d L = ?s /0 x'/- X �� D t% tip r w 0 IJ PIA = 10. 7 7/ 59 /7.2 r17. � FL,t IZ.'10 k51 USE, �� ,� � � x � T T—_ c, oq`l�` L/ zx. r � 17e 33 k- 2°-R(, 7 -FGHM ASSOCIATK it l.. i( J All C V 1. �d 1 BY A`C/4 DATE CONSULMO ENGINEERS I Q CHK BY DATE 9320 S.W.Barbur Blvd.,Suite 175 �� r Portland,Oregon 97219 roe NO (503)244-2450,FAX 244-2887 SHEET OF k- Use I � ���:� ►.1�.. `7 `— kr.�. U54F_ -ruLL w-f_:;k_D m Lisa I a•,�{ Icy.g I, 1•co °'�- CON 14 C,3Ij PcltiGr�l %5 C,avSS PMe 0 4— ustc (4) �g MrlA ASSOCIATES, INC. 0 Ai 1 0 /-AJ BY DATE CONSULTING ENGINEERS V CHK BY GATE 9320 S.W.Barbur Blvd.,Suite 175 Portland,Oregon 97219 JOB No (503)244-2450,FAX 244-2887 SHEET C Z77 _� .._. ev s/t� Y t--A-Y iX G• Id= /U xf �. 8 t (zst3� �-67) = 31•!� � L /'4 /o = 4S 4 X • 7 S- = 340 HA Cl. .� Z - 3 pRo�!I Df- �Dc.s— stl Fr . 11 G&Ge- x3 TM I(0CA I�t 3xl ZTotR� ' `ZDI;CK +' �I+C3xl '35bl+0, 5592 69771 PDIL D5MINC, M__ `t�4 ' 3 3�s�(1�.79) o. b7 ,� Z 3S z,� o►e- 61?I J Ll5 F 6 Ci A IBC 3 x I � AFGHAN ASSOCIATES, INC. r D ki C u 13 G— L /� !�� �,. aYDATE CONSULTING ENGINEERS 9320 S.W.Harbor Blvd.,Suite 175 CHK 9Y-DATE� o f Portland,Oregon 97219 JOB NO (503)244-2450,FAX 244-2887 X m olny SHEET_ OF OLT) If,)'t- ISM) romco UNIFORM LOAD: UNIFORM LOAD: Dead Load = 75 psf Dead Load = 75 psf Live Load = 255 psf Live Load = 255 psf OC spac'g = 1 ft OC spac'g = 1 ft 14 ft <------> <--- hinge BM-1 I BM- W 12z26 W 6x9 5.04 k 11.46 k 0 k 36 ft 14.01 ft Beam Mark 1 ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 12x26 ------------------------------- ------------------- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M fb = 13.83 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 38 .5 k-ft 3 . Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = -11.63 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -M = -32.36 k-ft 5 . Mod' of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 2.43 ksi 7. Live Load: Deflect'n < L / 240 for V = 6.84 kips 8. D+L Load: Deflect'n < L / 180 9. Unbraced top flange Dead Load Deflection = .305 in y •4 3 in region of +M (ft) : 1 = 8 Live Load Deflection = 1.037 in 10 . Unbraced bottom flange = L / 416 in region of -M (ft) : 1 = 1.333 D+L Load Deflection = 1.342 in / M 11. Bending coefficient: Cb = 1 = L / 321 C. J• 4-7 12. Allowed overstress,%/100 = .01 Allowable betiding stress: for +M: Fb = 22 ksi 13 . MAXIMUM Nominal WF Depth = 12 for -M: Fb = 24 ksi 14. MINIMUM Nominal WF Depth = 12 CANTILEVER DEFLECTIONS ---------------------- RGHT CANT: DL Defl =-.13 in d. 1-L ' G UP Z 6� RGHT CANT: LL Defl =-.44 2 in RGHT CANT: D+L Defl =-.572 in Beam Mark ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 6g9 7 UNIFORM LOAD: UNIFORM LOAD: Dead Load = 75 psf Dead Load = 75 psf Live Load = 0 psf Live Load = 255 psf OC spac'g = 1 ft OC spac'g = 1 ft 14 ft <------> <--- hinge BM-1 I BM- W 12x26 W 6x9 .45 k 6.87 k 0 k I <-------------------->j <----------------------->� 36 ft 14.01 ft Beam Mark 1 ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 12x26 ------------------------------- ------------------- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M fb = .49 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 1.35 k-ft 3 . Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb '= -11.63 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -M = -32.36 k-ft 5 . Mod of Elasticity,ksi: E = 29000 6 . Duration of load factor = 1 Shear Stress: fv = 1.64 ksi 7. Live Load: Deflect'n < L / 180 for V = 4.62 kips 8. D+L Load: Deflect'n < L / 120 9 . Unbraced top flange Dead Load Deflection = .305 in in region of +M (ft) : 1 = 8 Live Load Deflection =-.592 in 10 . Unbraced bottom flange = L /-731 in region of -M (ft) : 1 = 1.333 D+L Load Deflection =-.287 in 11. Bending coefficient: Cb = 1 = L /-1508 12 . Allowed overstress,%/100 = .01 Allowable bending stress: for +M: Fb = 22 ksi 13 . MAXIMUM Nominal WF Depth = 12 for -M: Fb = 24 ksi 14. MINIMUM Nominal WF Depth = 12 CANTILEVER DEFLECTIONS ---------------------- RGHT CANT: DL Defl =-.13 in RGHT CANT: LL Defl = 1.585 in RGHT CANT: D+L Defl = 1.455 in BM-1 BM- W 12x26 W 6x9 5I74 k 7. 19 k 0 k I ----------- I 36 ft 14.01 ft Beam Mark 1 ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 12x26 ------------------------------- ------------------- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M fb = 17.9 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 49.83 k-ft 3. Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = -2.64 ksi 4. Allowable Shear, ksi: Fv = .14.5 for -M = -7.36 k-ft 5. Mod of Elasticity,ksi: E = 29000 6 . Duration of load factor = 1 Shear Stress: fv = 2.19 ksi 7. Live Load: Deflect'n < L / 240 for V = 6.14 kips 8 . D+L Load: Deflect'n < L / 180 9. Unbraced top flange Dead Load Deflection = .305 4n in region of +M (ft) : 1 = 12 Live Load Deflection = 1.629 in 10. Unbraced bottom flange = L / 263 in region of -M (ft) : 1 = 1.333 D+L Load Deflection = 1.934 in ill. Bending coefficient: Cb = 1 = L / 223 12. Allowed overstress,$/100 = .01 Allowable bending stress: for +M: Fb = 18 .06 ksi 13. MAXIMUM Nominal WF Depth = 12 for -M: Fb = 24 ksi 14. MINIMUM Nominal WF Depth = 12 CANTILEVER DEFLECTIONS ---------------------- f - RGHT CANT: DL Defl =-.13 in Kc,its-j a $( >49drL RGHT CANT: LL Defl =-2.027 in RGHT CANT: D+L Defl =-2.157 in Beam Mark ------------------------------- ----------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BE IZE = W 6x9 ------------------------------- --------- - 1. Yield Stress, ksi: Fy = 36 Bendin tress: +M fb = 0 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 0 k-f c 3. Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = 0 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -M = 0 k-ft S. Mod of Elasticity,ksi: E = 29 0 6 . Duration of load factor = Shear Stress: fv = 0 ksi 7. Live Load: Deflect'n < / 360 for V = 0 kips 8 . D+L Load: Deflect'n L / 240 9. Unbraced top flang Dead Load Deflection = 0 in in region of +M t) : 1 = 0 Live Load Deflection = 0 in 10 . Unbraced bottom flange in region of -M (ft) : 1 = 0 D+L Load Deflection = 0 in �, 1 • �QD K UNIFORM LOAD: UNTFORM LOAD: Dead Load = 73 psf Dead Load = 73 psf Live Load = .3 JQ psf' Live Load = 330 psf OC spac'g = 1 ft OC spac'g = 1 ft 14 ft I <------>I<--- hinge BM-1 BM- W 12x26 ^ W 6x9 6 116 k �--- -_. 14 k 0 k I I <------------------->I <-----------------------> 36 ft I 14.01 ft Beam Mark 1 ------------ -------- STEEL WF WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 12x26 ------------------------- -------------=----- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M fb = 16.89 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 47.02 k-ft 3 . Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = -14.2 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -M = -39.52 k-ft 5 . Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 2.97 ksi 7. Live Load: Deflect'n < L / 240 for V = 8.35 kips 8 . D+L Load: DeflectIn < L / 180 9. Unbraced top flange Dead Load Deflection = .297 in in region of +M (ft) : 1 = 1.33 Live Load Deflection = 1.342 in � . Unbraced bottom flange = L / 321 in region of -M (ft) : 1 = 8 D+L Load Deflection = 1.639 in ;.321- Bending coefficient: Cb = 1 = L / 263 e ?. Allowed overstress,$/100 = .01 Allowable bending 71a« Depth = 12 stress: for-: +M: Fb = 24 ksi 3 . MAXIMUM Nominal WF De P for -M: Fb = 22 ksi T. MINIMUM Nominal WF Depth = 0 •R. T Al V to n Z,%& J"1 c 5'I•to , f-7 OL ` CANTILEVER DEFLECTIONS RGHT CANT: DL Def1 =-.127 in RGHT CANT: LL Defi =-.572 in • ��a RGHT CANT: D+L Defl =-.698 in , , 9 Yy 4111a. Beam Mark --------- ----------X STEEL WF BEAM - DESIGN CRITERIA STEEL WF W 6g9 in region of -M (ft) : 1 = 0 D+L Load Det-fiction = 0 in 11. Bending coefficient: Cb = 1 = L / 6.293696E+ll 12. Allowed overstress,$/100 = .O1 Allowable bending stress: for +M: Fb = 24 ksi 13. MAXIMUM Nominal WF Depth = 36 for -M: Fb = 24 ksi 14. MINIMUM Nominal WF Depth = 0 rococo 1 UNIFORM LOAD: UNIFORM LOAD: Dead Load = 73 psf Dead Load = 73 psf Live Load = 0 psf Live Load = psf OC spac'g = 1 ft OC spac'g = 1 ft 14 ft <------> <--- h__nge BM-1 I BM- W 1 0 " W 6x9 .22 k �/0)( 8 106 k 0 k I <-------------------->I <------------------------> I 36 ft 14.01 f Beam Mark 1 ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 12Q30 ------------------------------- ------------------- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M fb = .1 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = .32 ft 3. Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = -12.29 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -M = -39. 52 k-ft 5 . Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 Shear Stress: fv = 1.76 ksi 7. Live Load: Deflect'n < L / 180 for V = 5.64 3:ips 8 . D+L Load: Deflect'n < L / 120 9. Unbraced top flange Dead Load Deflection = .255 fir_ in region of +M (ft) : 1 = 8 Live Load Deflection =-.656 _n 10 . Unbraced bottom flange = L /-L59 in region of -M (ft) : 1 = 1.33 D+L Load Deflection =-.402 in 11. Bending coefficient: Cb = 1 = L /-1 76 12. "Allowed overstress,$/100 = .01 Allowable bending stress: for +M: Fb = 22 ks4 13. ,MAXIMUM Nominal WF Depth = 12 for -M: Fb = 24 ksi 14. MINIMUM Nominal WF Depth = 0 CANTILEVER DEFLECTIONS ---------------------- UNIFORM LOAD: Ur "FORM LOAD: Dead Load = 73 psf Dead Load = 73 psf Live Load = 330 psf Live Load = 0 psi OC spac'g = 1 ft OC spac'g = 1 ft 14 ft I <------>I<--- h-nge BM-1 BM- W 1 6 ^ W 6F.1 7 106 k 8 148 k 0 k I <—------------------>j <------------------- ----->1 36 ft 14.01 ft Beam Mark 1 ----------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 12.-g26 -------------------------- -- ------------------- �� I. Yield Stress, ksi: Fy = 36 Bending Stress: +M fb = 22.18 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 61.72 k-ft 3. Bending(Lc<1<Lu) ,ksi: Fb = 22 -M fb = -2.57 ksi 4. Allowable Shear, ksi: FV = 14.5 for -M = -7.16 k-ft S. Mod of Elasticity,ksi: E = 29000 6 . Duration of load factor = 1 Shear Stress: fv = 2.65 ksi 7. Live Load: DeflectIn < L / 180 for V = 7.45 kips 8. D+L Load: Deflect'n < L / 120 9. Unbraced top flange Dead Load Deflection = .297 in in region of +M (ft) : 1 = 8 Live Load Deflection = 2.106 in 10. Unbraced bottom flange = L / 204 in region of -M (ft) : 1 = 1.333 D+L ' Load Deflection = 2.405 in !I. Bending coefficient: Cb = 1 i, = L 179 _2. Allowed overstress,$/100 = .01 Allowable bending stress: for -+M: Fb = 22 ks= :3. MAXIMUM Nominal WF Depth = 12 for -M: Fb = 24 ksi- 4. MINIMUM Nominal WF Depth = 0 T, Wlo �3 -{�,�( s (pj. 2�� ~ �p�.1 L CANTILEVER DEFLECTIONS --------T------------- 1) I ax 30 RGHT CANT: DL Defl =-.127 in �t RGHT CANT: LL Defl =-2.623 iu RGHT CANT: D+L Defl =-2.75 in Beam Mark ------------------------- ------------------- STEEL WF BEAM -DESIGN CRITERIA STEEL WF BEAM SI W 6x9 /Z romco UNIFORM LOAD: UNIFORM LOAD: Dead Load = 303 psf Dead Lcad = 303 psf Live Load = 0 psf Live Load = 0 psf OC spac'g = 1 ft OC spac'g = 1 ft 14 ft I <------>I <--- hinge BM-1 BM- W 1 2 ^ W 6:t9 4.63 k �,/rof'3a 10.52 k 0 k I I <-------------------->I <----------------------->I 36 ft 1•'.01 f Beam Mark 1 ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10x22 ------------------------------- ------------------- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M fh = 18.29 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 35.35 k-ft 3 . Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = -15.37 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -PI -29.72 k-ft 3 . Mod of Elasticity,ksi: E = 29000 , 5 . Duration of load factor = 1 Shear Stress: fv = 2.57 ksi 7. Live Load: Deflect'n < L / 240 for V = 6.2n kips ` 3 . D+L Load: Deflect'n < L / 180 3 . Unbraced top flange Dead Load Deflection = 2.131 in in region of +M (ft) : 1 = 1.333 Live Load Deflection == 0 in 0 . Unbraced bottom flange in region of -M (ft) : 1 = 8•0 D+L Load Deflection = 2. 13 in 1. Bending coefficient: Cb = 1 = L _6 2 2. Allowed overstress,$/100 = .01 Allowable bending stress: for +M: Fb = 24 k::= 3. MAXIMUM Nominal WF Depth = 36 for -M: Fb = 22 ksi 4. MINIMUM Nominal WF Depth = 0 CANTILEVER DEFLECTIONS ------------------ -- RGHT CANT: DL Defl =-.908 in RGHT CANT: LL Def1 = 0 in RGHT CANT: D+L Defl =-.908 in Beam Mark ------------------------------- ------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 6x�- /3 ------------------------------- --------------- -- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +M W= 0 ks1. 2. Bending (1<Lc) , ksi: Fb = 24 +,,4 = 0 k-f r 3. Bending(Lc<1<Lu) ,ksi: Fb = 22 -M fb = 0 k :� 4. Allowable Shear, ksi: Fv = 14.5 for -M = 0 k--ft 5. Mod of Elasticity,ksi: E = 29000 6. Duration of load factor = 1 S ar Stress: fv = 0 k::i 7. Live Load: Deflect'n < L / 360 for V = 0 k_.ps 8 . D+L Load: Deflect'n < L / 24 9. Unbraced top flange Dead Load Deflection = 0 in in region of +M (ft) : - 0 Live Load Deflection = 0 in 10. 'Unbraced bottom flan in region of -M (ft) : 1 = 0 D+L Load Deflection _ 0 in 11. .Bending coeffic' t: Cb = 1 = L / .370823E+ll 12. Allowed ov stress,$/100 = .01 Allowable bending stress: for +M: Fb = 24 kei 13. MAXI Nominal WF Depth = 36 for -M: Fb = 24 ksi 14. MINI Nominal WF Depth = 0 rococo UNIFORM LOAD: UNIFORM LOAD: uPLcFr Dead Load = 256 psf Dead Load _ 256 :jsf Live Load = 0 psf Live Load = 0 ps OC spac g = 1 ft OC spac'g == 1 ft 14 ft �g vaa, <------> <--- h=.nge Q� BM-1 I I BM- /r! g19 " _ w E:t:9 3I91 k 26 8I89 k 0 k I �. _____________ ------------------------>1 36 ft 14.01 ftE�tRE9• /.'�7 77 7 0 Beam Mark 1 ------------------------------- --------------------- STEEL WF BEAM - DESIGN CRITERIA STEEL WF BEAM SIZE = W 10:4i9 ------------------------------- ------------------- 1. Yield Stress, ksi: Fy = 36 Bending Stress: +11 fb = 19.07 ksi 2. Bending (1<Lc) , ksi: Fb = 24 for +M = 29.8''- k-ft 3 . Bending(Lc<l<Lu) ,ksi: Fb = 22 -M fb = -16.03 ksi 4. Allowable Shear, ksi: Fv = 14.5 for -b? = -25. '.1 k-ft 5. Mod of Elasticity,ksi: E = 29000 6 . Duration of load factor = 1 Shear Stress: fir = 2.07 ksi 7. Live Load: Deflect'n < L / 240 for V = 5.3.. kips 8. D+L Load: Deflect'n < L / 180 9 . Unbraced top flange Dead Load Deflection = 2.20= in /¢ I ?G .ZZ t 3 . lof IN 7 Fl GET' �i•J x fir- X,�2t Ao �— kFGHAN ASSOCIATES,INC. �d�l�_O' C 4AJ 6t) Y AT OEFL A 1IZ ATE�^'� 2 CONSULTING ENGINEERS BY D 6` - 0 6 9320 S.W.BARBUR SLVD..SUaE 17S JOB NO PORTLANO.OREGON 97219 _ (503)244-2450.FAX 244-2887 =?SHE L OF