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Plans f r! f Q EU P,IFE J 3 i ' \j . I ' , , r A i g ,. , / ti r ... ,/ _,, _CE) . a.E.esc-m° ._. _ I A . 1 F _ „..,..: 9+ °uc ,„P 41 0.1 .. • .. .• i E 0 • XPIRES: 6 -30- c • • • g 0 . : , I 3_ 14SS _ I Sx5 >e 1/4- CoNIC SL46 o►4 0 ''._ ' I • 2 o CiA, - ryPE ' , I" 7 S1L DECK : _ ' 2 -J rROVJ1E � G i � :� � ey 'eA- le4Ay -4 ..- -: kji �U E 73 • i.4/ slg) 4 Fu pDt— . A e_L ® of 7 '0 , , �y� x - .0 � 19 4- L--ri p ' \ li :# ' - . ' • - 0 : : - .0 . :: : _ V-I . D 4 t f, oc a Decx.. J 1 E Del' E, ),\13 f A- �F / vp 7 ©cz p ity of Ti fd F J C9a S PE- CA P L- I � � P �`ri ot.3 6 o ' '� d Plans n / � eta D F-0 ' J r4--1 it o t v 2g► - Date I. . OP A-L-L- 4r4 C't+e9r-5, i lq extIC c=?Dg.t) (,(91kS14- * iffyha,-otiNip-.2y .. MU COPY • By MY Protect C Job No Associated J• l• - Na.... y 1-raga ® 7 -��� ff IC Consultants Location '��/I ( / — // /� f/J�'� Dale 'Ark sue(/ I nc. Structural Engineers �� I' " °�V 5�° t / //2 / � Client Sheet Nb 1340 SW Bertha Boulevard • Sutte 200 • Portland, Oregon 97219 I t ♦ . t 4-T 1 0 i ' Phone' (503)384 -0460 • Fax (503) 384 -0459 ,�, �V 11 )57•(� �.o�/ r L r. ,,- SI 4 x ILi; 3 Ib IC 2 `' c 24o_ —pa .D 4 " 11-) ( $7 AT- a () SL . AVE?:= �/ EA- AA/ P ' , . / V. / r ! / ...„ p • i F ,.'" IR_ , ■ ■ • ■ • ■ ;' 1 Al (.) , ►� 51-A-5 L � /4 _� i l / `' L x)2 x I /4 7 /Ie! ' II ,' ; W/ 4 tpox LLB f (-13 e2,, cam-' �,-- 5.m i ( (e) o 11 4 d ( t..., P Or 4 , e ) id p A ,_ 11 M6 , r1 , /z@ I2 15 11 ,11 1 4r Air — 1' h ln L x xV 4- I /4 • ► x geCto ft 11411111ma v — U∎X PA p _ vuo 0 E. HE BY MY Project � Job No Associated . J -G t feNNe 01`�-�- g (Ze 0 7-110A i L i Consultants, �calwn ` Dale Inc. Structural Engineers �S ` {� ° ^ �� ®N (/!�Ajf 4 Client. Sheet No 2.. 1340 SW Bertha Boulevard • Sune 200 • P) Oregon 97219 A` /* W5�/r•� / ' Ur ` Phone: (503) 384 -0460 •Fax (503) 784.0484.04 59 / f f!�(.,� Associated Consultants, Inc. Title : Job # 1340 SW Bertha Blbd Suite 200 Dsgnr: Date: 3:58PM, 29 JUL 07 r- Portland, Oregon 97221 Description Tel (503) 384 -0460 Scope: Fax (503) 384 -0459 Rev 560100 user KW-0603830,Ver561,25 -Oct -2002 Steel Beam Design (c)1983 -2002 ENERCALC Engineering Software \\aci- srvl\pro,ects12007- fobs \07 -115 -1 c pe Description NEW JOISTS AT FLOOR INFILL ps- ;,- fT. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ��- ...,tea =.6;13.x,, Steel Section : HSS5X5X1 /4 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 6.50 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 0.00 ft Distributed Loads # # 2 #3 #4 #5 #6 #7 DL 0.600 k/ft LL 0.750 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: HSS5X5X1 /4 section, Span = 6.50ft, Fy = 46 Oksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 7.207 k -ft 16.192 k -ft Max. Deflection -0.118 in 4, g fb : Bending Stress 13.513 ksi 30.360 ksi fb / Fb 0.445:1 Length /DL Defl 1,466.2: 1 ' -L Length /(DL +LL Defl) 660.4 : 1 Shear 4.435 k 21.436 k fv : Shear Strew 1.903 ksi 18.400 ksi fv / Fv 0.103: 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only 0. Center a(7. Center as Cants on. Cants Max. M + 7.21 k -ft 3.25 7.21 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 4.43 k 2.00 4.43 k Shear © Right 4.43 k 2.00 4.43 k Center Defl. -0.118 in -0.053 -0.118 -0.118 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 4.43 2.00 4.43 4.43 k Reaction © Rt 4.43 2.00 4.43 4.43 k Fa calc'd per Eq. E2 -1, K *Ur < Cc Section Properties HSS5X5X1 /4 ( Depth 5.000 in Weight 14.61 #/ft r -xx 1.929 in Width 5.000in I -xx 16.00 in4 r -yy 1.929 in Web Thick 0.233 in I -yy 16.00 in4 Rt 0.000 in Flange Thickness 0.233 in S -xx 6.400 in3 Area 4.30 in2 S -yy 6.400 in3 3