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Specifications (3) :•. S e =__ A VLMK Consulting Engineers 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 - (503) 222 -4453 / FAX (503) 248 -9263 STRUCTURAL CALCULATIONS for TOC MANAGEMENT SERVICES B UIL D/ NG REVISED A TRIU M TIGARD, OREGON for ANKROM MOISAN ASSOCIATED ARCHITECTS 6720 S.W. MACADAM, SUITE 100 PORTLAND, OREGON JANUARY 4, 2001 0" F FILE COPY vso!wc, • ate P 0oI VLMK Job Number 200180 F:\200180\200180 Rev Calc Cover.Doc . _ __ _ VLMK Consulting Engineers Job - "��� G. - :_- -__ �- - __= 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 client d M l-�A► =-_ = 7=:.: = Job No. C 8O By -- - - (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk @vlmk.com • Date , 1 t Z 1 c=t10 Sheet No. I 1; I;It;; I I t l - ,- t -- - i i ;� L • 1(V � r J H ' ° - - - — r - ` r ; i� - } . _ �- ii I �- � - � -- -- I -- - . .ice j - __ ._-,_ ___ — - - -, -1 - 711-":!=±111_. - - i - � { . ;— - -- • - - - - 1_1-7' - - --1 - - - - — _ . { t H z T 4 - -16, - --- - q. - � � - -�--r r - - - - i , I - f -- ,- - - -- - - - - - -' -- ._. -. - • --: » 1/\j-- ;-!(25 t-2aX -__a 'I s - -PL-F! - -• = ' -4,---- , -- - -' = • - - -- - - • F -- = T , . - - - - _- ,-- �._ -�._ _ _ T_ _- - - - - - - r -;- - -� r - - . -- - t - ' t - , M; = T�� - � ;s -2. � 4� f_ �;._3, -�, �� . s :C �- c; 31 -� , i .el .� �_. 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By k-wA L- Date t `I 1 .2- l C3 Sheet No. C _ 2 i I - -I r - - I ' }c t,_,_A ��- - At - rat - 4 _r_h_ - r► C c. o�Tl; - -- -- -- • _77_77_ - - -- , -_T 1 1 1 _- 1 ._ - , -, -_ - -- -.- X--- -1 • r 1 I � (y` ' -i _..;____H____-__._7 — I I ; ; '-- * tt4`11ty�U M R� E A M SS - I Z S , � _ r -, , , i , -- ; -- , , ! . -. 1 I ______L__ __I__ - -� - - — - a - - j-+- -- 1 1 I' ,' 1 _� __ � 3 1 , f 1 - - M -oMe - - --- S- x --- 4 ! - 11-S- . -- -"Al-r.--,2..;.,,-,--1.4, _ - - -z i- b .� -1 .._;_:, ■ - -- i . 7 _ _, --�-{ _ T , h -,�� - . , . /+ x t� �� S)C T -172 . 1- (2 q1- ■ . 5 � ;d�"Ac= I -t_e4. _ �OMi(�_�'ir Z ,_pra�::r►J o - - - - - - - - J - - -- - - - - - - - • I j - h 1 i -�- -- "�- .-- ' -- -- -- i -7TH 1 - - - i ' 1 , : -' 1 i 1 - -1� ^, � r- -- 111 -1- - r - - - -��- -� -- 1 7 -11 --- !- ---r -- — 1 1 1 I - -�� .- -- -� -T-`- �;- -- 1 ■ 1 1 1 ! - i 1 , - - - -i 1-, T- I . I - - y - - - - r— -- - --- -- - i L - - -- y - - L - -•-- } I _._ .- I • 1 1 -77- - - •-- --- 7, - I = - I + 1 , 1 • 1 _ ! i • ‘Y VLMK Consulting Engineers Title : Job # 3933 SW Kelly Ave. Dsgnr. Date: 2:28PM, 4 JAN 01 . Portland, OR 97201 Description . C C- ? (503) 222-4453 / Fax 248 -9263 J Scope: Rev. 510002 • User K 0002744, Vet 5.1.2, 13Jw.1999,Wbe2 General Timber Beam ( C) 185349 ENERCALC ascription TOC Office Addition - Atrium Glulam Beam • • General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 8.75x15.0 Center Span 32.00 ft Lu 0.00 ft q Beam Width 8.875 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi L rapezoidal Loads #1 DL @ Left 140.00 #/ft LL @ Left 175.00 #/ft Start Loc 8.000 ft DL @ Right 140.00 #/ft LL @ Right 175.00 #/ft End Loc 24.000 ft Point Loads Uead Load tidU.0 lbs dt3U.0 IDs bUU.0 10s bUU.0 lbs lbs lbs lbs Live Load 1,100.0 lbs 1,100.0 lbs 750.0 lbs 750.0 lbs lbs lbs lbs ...distance 4.000 ft 28.000 ft 8.000 ft 24.000 ft 0.000 ft 0.000 ft 0.000ft Summary i Beam Design OK Span= 32.00ft, Beam Width = 8.875in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.897 : 1 Maximum Moment 53.0 k -ft Maximum Shear * 1 :5 9.5 k Allowable 59.1 k-ft Allowable 22.0 k Max. Positive Moment 52.98 k -ft at 16.000 ft Shear: @ Left 6.35 k Max. Negative Moment 0.00 k -ft at 32.000 ft @ Right 6.35 k Max @ Left Support 0.00 k -ft . Camber: © Left 0.000 in Max @ Right Support 0.00 k -ft © Center 1.613 in Max. M allow 59.07 Reactions... © Right 0.000 in fb 1,910.36 psi fv 71.17 psi Left DL 3.10 k Max 6.35 k Fb 2,130.00 psi Fv 165.00 psi Right DL 3.10 k Max 6.35k • Deflections Center Span... Dead Load Total Load Left Cantilever... Uead Load I otal Load Deflection -1.075 in -2.213 in Deflection 0.000 in 0.000 in ...Location 16.000 ft 16.000 ft ...Length/Defl 0.0 0.0 ... Length/Defl 357.2 173.55 Right Cantilever... Deflection 0.000 in 0.000 in ... Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 332.813 in3 Area 133.125 in2 Cv 0.888 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb © Center 52.98 k -ft 298.49 in3 2,130.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,130.00 psi © Right Support 0.00 k -ft 0.00 in3 2,130.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.48 k . 9.48 k Area Required 57.425 in2 57.425 in2 Fv: Allowable 165.00 psi 165.00 psi - Bearing @ Supports Max. Left Reaction 6.35 k Bearing Length Req'd 1.278 in Max. Right Reaction 6.35 k Bearing Length Req'd 1.278 in • • VLMK Consulting Engineers Title : Job # 3933 SW Kelly Ave. Dsgnr. Date: 2:28PM, 4 JAN 01 Portland, OR 97201 Description : (503) 222-4453 / Fax 248 -9263 t C i Scope: . [ Rev. 510002 • Wet KW0802744. Vet 5.13, 13H AuBB9. General Timber Beam • (e 108349 ENERCALC escription TOC Office Addition Atrium Glulam Beam Query Values II M, V, 8 D @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00 k -ft 6.35 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Sketch & Diagram . „ iiiii l 1 1111 II I!V i6imii1� '' ��' �•" 1° t� +350835 +3500e +980ms IIIIIIIGIIIII!IIIII...... sli+iiiiiiiiiiiiiitii l! 3151 mli� IIII111111111f111111111111III 11111 i III � aii11111I1111111111111IIIIIII11 .1 1 i u� Al. d 111!1111111111111111111 11911111111111111i1J111 i+�� ' " 11111111111111111I111111111111�1111' 111111 @111111i1911IIII I111111011 ' , I i 1iii iiiI11111111iii111 .11: 111111111111'11111IIIIl1111 01 1111111111911111111111111 :111111111111111111111111111 d - � � b : I11111I1111111111111111 `"1°" • 2T74) shear Load ,,,ion Amp Meter (ti 11,11111111. Ca Rmea • e.4k Rmax • 5.4k • a!!�I!1111�:1111111111 Ilidliii:111118111 iiii.1 iali4r� .00 vmaa ® bn. e.4k ,,,,,a„ ®,,*13.411 iiiii•li•IIIMP i 11111 II1111111111!II I! 11111111111111111111111111911111111111111111IIIIII , 1III111•�- rti llMill 1111111 1111In1111111111111111 11111111111 911111II11II11'1111111111111 i1!I#�� i4'�I� 111111111111111i11111111111111111 11111111:If,11111111111 1 11I11111111111 . II1111111111111111111111111!11'II1111111111111111111111I•- iQ`INE111111111111 11111111111 19 1 11! IIII11I11111111III1111II111111111 ;111 IIIII1IIIII! 111111111111111111111111111111 :11'I1111111CII IIIIIII11I11111111i1�� iiimrIIli1Iiui mll' 11 11111111111111111111111111111111111' 1111111' IIIII1I11111111! I1111II1II111111111111111111111111111111111IIIIIIII111111IIIIIII1l11dlllllll1111i11 - iil'I T IIi1111111111111111111111111111111111111111111i !11'111111111114,11.1111'!1• • 511!1.11111111111fI1111'11f11 11111111111 ' 1111' 1111' 11111111111111111111111111111i1111111111 'IIIIII1111111111 11111111111111111111111111911 III!11111111111I1111111 i� i i11�IIII111I111 if11111111111111111i1111111. 11111111111111111111111111' 111111111! 1111111111111111' IIBIIIII1111' 111111111111III111111111111IIIIII 111111111111111111111Hllllllllllllll !IIIIIIII1111111IIIIll■ � II: II�I1111 IIIIII11V111.11 11111! 11111111111FI1111WIIJIJ11111111V11111111W1 ';11111II1V!111111 U11 80111 1111�I111WWI10 1 1'11111111irmii1111111111[ idiilid111111 'iilioimllflll1111111I ll611111111f11idlidi11I1111111iililiilll111111miiiiii !id111I1 imiiimlid1111111imi1iiiiidll m 00 111111111111111111' 111111111111! 11111111111i11111111111111111111111111111111111111011111111111I11111111111111! 1111111111111111111l111111III11111111111111II1111111II1I :lI III111111111 • ii ' ilI1111II11111111PIIiII lid 1111111I111111111111IIIJ11111I111111: 11111111111111 !111111111111II111111111111IllI I111111111111111JII111111I11111111111111111111IIII11111 !1111 • iiiiiii2111111111111 11111 !11'11111111:1'' 11111111111111111111111111 1111111111111111111111111111111111111111111111111111111! II' IIIIIIII11 1111IIIIII11111 1I11111111I111'L' iiiii1111•01111111111111111110111111 ialammo o1f11I1111I11111IIIlllllllll! Ililllllll 111111111111111111111111i111111111111111111111111111111111111111111i11i1111111111VV1 • IIIMINIIM111111.1111111111111111111111111111111111 : 11111111111111IIIVI111111111111111111III1111I111111011111111111111111111i d Ilki =11=11 111111111111191; 111111! 1111111! 11111111111 !11IIIIIIIII1111111111I II1111111111111111'1111111{WIE111MM 111/11/N 1 1111: 11111111111111111111111111 !IIIIIIIIIIII11111111111 i'' �-- 1111 IIIIIIIi1111111111E' ii V -- • G —S j 1980.00 lbs 1350.1 lbs 1350.00 lbs 1980.00 lbs 315.00#/R j l 11 l u l l 11111 l 11 1 1 1 111 315.00#/ft 32.00 ft - 0 Mmax = 52.98 k -ft Dmax =- 2.2126 in Rmax = 6.352 k Rmax = 6.352 k Vmax ©left = 6.352k Vmax©rt= 6.352k • • • • 4 c l 0.0 -• -0.221 -0.442 -0.663 -0.885 -1.106 -1.327 -1.548 -1.770 -1.991 0.00 3.20 8.40 9.60 12.80 19.20 22.40 25.60 28.80 32.00 Local y Deflection (in) Location Along Member (fl) 52.982 47.684 42.386 37.087 31.789 • 28.491 21.193 15.894 10.596 5.298 3.20 b.4U 9.30 12.80 113.1111 19.20 22.40 25190 28.80 3 Bending Moment (k-11) Location Along Member (fl) 6.352 5.082 3.811 2.541 1.270 0.0 -1.269 -2.539 - 3.809 -5.079 0.00 3.20 8.40 9.60 12.80 16.00 19.20 22.40 25.60 28.80 32.00 Shear Load (k) Location Along Member (fl) • • • .. k A B O D 32'-0 - 8' -0" ' 16' -0" 8' -0 " 5' -4 1/4't 6 6' -3 3/8' 4 3/8" 4 3/8" 6' - 3/8' .• 5' -4 1/4 "t AS REVD ±1' -4 1/4" CUT FROM 1' -4 1/4"j AS REO'0 AS RE0•D GL 8 3/4'x45' AS REVD - _� -- -- . _ • �' - -- _ IC" - J CUT FROM G ©%4x4gR"� ©/4'x45' 12' -1 5 /8 "t FALL DOWN 19' -5 5/16" FALL DOWN 12' -1 5/8 "± AS REVD 43' -8 9/16• AS REQ D • 0 TAPERED ATRIUM GLULAM ELEVATION S51- 02A.dwg 1/4" - 1 • n -J