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OFFICE COPY Sherman Enineerin, Inc. 420 NW I I th Ave. #5 I I , Portland, OR 97209 (503) 230 -8876 Ph (503) 274-2612 Fax 6 01 . 24)e , L 1.- ef)0 & SPECTRUM 67t BLDG Portland, Oregon AeD PRDr EN January 26, 2004 4\ 1e / cioN For: David Bassett $ Associates o 322 NW 5 Ave., Ste 301 Hp SHE Portland, OR 97209 EXPIRES: 6130/ ((""t" Subject Sheet No. Framing FR I -FR4 Lateral Load LL I -LL4 F wiiv►Oo w FR SHERMAN ENGINEERING, INC. 420 NW 1 1 TtI AVE (503) 230 -8876 67th SPECTRUM BLDG Prepared by: DPS Date: 1/2 1/04 BeamChek 2.2 Choice 5- I/8x 1 5 GLB 24F -V4 DF /DF BASE Fb = 2400 ADJ Fb = 27607 Conditions Min Bearing Area RI = 13.0 irik2= 1 3.0 in DL Defl 0.23 in Suggested Camber 0.35 in • Data Beam Span 16.0 ft Reaction I 8469 # Reaction 1 LL 5200 # Beam Wt per ft 1 8.68 # Reaction 2 8469 # Reaction 2 LL 5200 # Beam Weight 299 # Maximum V 8469 # Max Moment 33878'# Max V (Reduced) 71 46 # TL Max Defl L / 240 TL Actual Defl L / 320 LL Max Defl L / 360 LL Actual Defl L / 52 1 Attributes Section (1n Shear (in TL Defl (in) LL Defl Actual 192.19 76.88 0.60 0.37 Critical 147.29 49.06 0.80 0.53 Status OK OK OK OK Ratio 77% 64% 75% 69% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Values Base Values 2400 190 1 .8 650 Base Adjusted 2760 2 19 I .8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self - weight into the calculations. Loads Uniform TL: 1 040 = A Uniform LL: 650 Uniform Load A / \ Q R I = 5469 R2 = 8469 SPAN = 1 FT Uniform and partial uniform loads are Ibs per lineal ft. 1 1 (T w1N0 0 w 1 r9Z2 SHERMAN ENGINEERING, INC. 420 NW 1 I TH AVE (503) 230 -8876 67th SPECTRUM BLDG Prepared by: DP5 Date: 1/21/04 BeamChek 2.2 Choice 4x 12 DF -L #2 BASE Fb = 875 ADJ Fb = 1 1 07 Conditions 91 N DS Min Bearing Area R I = 5.5 in R2 = 5.5 in DL Deft 0.02 in Data Beam Span 6.5 ft Reaction 1 3411 # Reaction 1 LL 21 13 # Beam Wt per ft 9.57 # Reaction 2 3411 # Reaction 2 LL 2 1 1 3 # Beam Weight 62 # Maximum V 3411 # Max Moment 5543 '# Max V (Reduced) 2427 # TL Max Defl L / 240 TL Actual Defl L / > 1 000 LL Max Defl L / 360 LL Actual Defl L / > 1 000 Attributes Section (n Shear (in TL Defl (in) LL Defl Actual 73.83 39.38 0.06 0.04 Critical 60.09 33.32 0.32 0.22 Status OK OK OK OK Ratio 81% 85% 19% 18% FP (psi) Fv (psi) E (psi x mil) Fc.1 (psi) Values Base Values 875 95 1 .6 625 Base Adjusted 1 1 07 109 I .6 625 Adjustments CF Size Factor I .100 Cd Duration 1.15 1.15 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self - weight into the calculations. Loads Uniform TL: 1 040 = A Uniform LL: 650 Uniform 1 oad A /\ RI = 34 1 1 R2 = 34 1 1 SPAN =6.5FT Uniform and partial uniform loads are Ibs per lineal ft. c - LE (JTEL t FRO • SHERMAN ENGINEERING, INC. 420 NW I I TH AVE (503) 230 -8876 67th SPECTRUM BLDG Prepared by: DPS Date: I /2 '104 BeamChek 2.2 Choice C 3x 5 A36 Steel Channel Lateral Support at: Lu = 6.3 ft max. Conditions Actual Size is I - 1/2 x 3 in., Min Bearing Length KI = 0.7 in. R2= 0.7 in. Data Beam Span 6.5 ft Reaction 1 848 # Beam Wt per ft 5.0 # Reaction 2 848 # Beam Weight 33 # Maximum V 848 # Max Moment 1 378'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 400 Attributes Section (m Shear (m TL Defl (in) Actual 1.24 0.77 0.20 Critical 0.77 0.06 0.32 Status OK OK OK Ratio 62% 8% 60% Fb (psi) Fv (psi) E (psi x mil) Values Base Value Fy 36000 36000 29.0 Base Adjusted 2 1600 1 4400 29.0 Adjustments yP Factor, Lu 0.60 0.40 BeamChek has automatically added the beam self - weight into the calculations. Loads Uniform TL: 256 = A = (24 Z 1.85 UUE L4 4ti 3 /6 s_I 5z z =4.4 Uniform I oad A R I = 848 R2 = 848 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. t ORTh w 4 SHERMAN ENGINEERING, INC. 420 NW I I TH AVE (503) 230 -8876 67th SPECTRUM BLDG Prepared by: DPS Date: 1121104 BeamChek 2.2 Choice Gx 8 DF -L # I BASE Fb = 1 200 ADJ Fb = 1 596 Conditions '91 NDS Min Bearing Area R I = I .4 m R2 = I .3 m DL Defl 0.03 in Data Seam Span 1 3.75 ft Reaction I 848 # Reaction I LL 779 # Beam Wt per ft 1 0.02 # Reaction 2 81 3 # Reaction 2 LL 744 # Beam Weight 138 # Maximum V 848 # Max Moment 2859 '# Max V (Reduced) 823 # TL Max Defl L / 160 TL Actual Defl L / 398 LL Max Defl L / 240 LL Actual Defl L / 425 Attributes Section (in Shear (in TL Defl (in) LL Defl Actual 5 L56 4 L25 0.4 I 0.39 Critical 2 1 .49 1 0.92 0.92 0.69 Status OK OK OK OK Ratio 42% 26% 45% 56% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Base Values 1 200 55 I .6 G25 Base Adjusted 1 596 113 I .6 625 Adjustments CF Size Factor I .000 Cd Duration I.33 1.33 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self - weight into the calculations. Loads Uniform TL: 30 = A Uniform LL: 30 Point LI Point TL Distance 530 B = 530 3.0 580 C = 580 10.0 itO L9 1� �A''" D = 2_1.510 T 1'75 4 \ ?'S ( CF70 6 113 u Uniform Load A Pt loads: _L 0 R I = 848 R2 = 81 3 SPAN = 13.75 FT Uniform and partial uniform loads are Ibs per lineal ft. 1_ L A. 512 — uX i - _ I,A. _ 1, ---P/CD L-C I NIa VOiNn.< 8d Mpg 5P _b _. �� 1(o <I- (1 _z) z 13 F S1► IC., ; -... 2,506. 6)...' 1 •2011Op.. .. _ R,01:-. . Vs = 15# (40')( )-x- /0(05)] ..”. T5`` _ s . vaNE-T2_. ..40 - .1,51e IA. k / ) - , ( %T3 � 8K N). v2 114 1400 (9 �, _ 54 C, 20,E 620) ES IA - E5 . 7" 1-0 di 40 (J o) X 5 4 0 2 ( -i-14'1 X50') 1' 12• *�) 14' L w oV li'� I� r .- = 6.2 �1 Z i r ; _ � i Vin. et6s- NO,1 (AT= /2. ,- /50' = z-1--5 VA, ..b -24 `00) -' _ x T' -. 1.= _ 4'(24) Z - 3 V� - 7. Y-2 = +14(g = - / , .... . , z)-' - ( 6 i./9 11T -. 4 /1.7 22. 5S1 .4. i) Of77 - 5.- m! Loaf) oor- t)0F 4- 7 0 z 13.2 65 /z) (' 71 - 9 61-i ) VA, 7.gYz (61.5 . . _ V16' 2IT /( o} Vs = 4 ( 0 - 6 z 4 Vaal = I (0 (.(62 4 OVERTURNING - SPECTRUM G7th BLDG ON .667 SNEAK 5t1EAQ/ DEAD DEAD WIND .85 LOAD NET GRID LINE LEVEL LENGTH FT HT TRIG LOAD M,resist 5E15M M,ot ABOVE UPLIFT LINE 1 V -1 24 0.358 14 4 15 49.54 SEISMIC 120.3 0.00 3.63 Use S11HDa!4:::.._.... :::::1 LINE 2 V -1 5 0.539 14 5 15 2.34 SEISMIC 37.7 0.00 7.23 IUseiHP8A , I LINE A V -1 4 0.53 14 25 15 3.90 SEISMIC 29.7 0.00 6.77 Use hD8A V -1 7 0.53 14 25 15 11.93 SEISMIC 51.9 0.00 6.28 Use 1D8 . . LINE e V -1 12.5 0.662 14 25 15 38.05 SEISMIC 115.9 0.00 7.23 tUse:HDBA N 7 Overturning calc Gj LL4 ShEARWALL SCHEDULE ALLPANELEDGESMUST BE BLOCKED UNLESS NOTED OTHERWISE @ PANEL INTERM. SOLE PLATE MARK WALL COVER FASTENERS EDGES STUDS CONN (TYF' REMARKS TOP * BOT) 7/1 G" A.P.A.- 0.131"x2-1/2" 1 GD @ 4" O.C. 86 COMMON NAIL OK RATED SHT'G FULL ROUND- 4" O.C. 12" O.C. I /2 "X 10" A.B.'S SUBSTITUTE FOR ANY HEAD P -NAIL @ 24" O.C. 0. 131"— (9 GA.) P -NAIL © 7/ I G" A.P.A.- 0. 131"x2-1/2" 2" O.C. ALL FULL ROUND- 1 2" O.C. 3/4"X10" A.B.'S PANEL @ DBL RAT ShT'G HEAD P NAIL STAGRD. @ 24" O.C. 2X SOLE PLATE © 7/ I G" A.P.A. 0. 131"x2-I/2" 4" O.C. A35 @ 5" O.C. 3x REQUIRED @ ALL PANEL RATED ShT'G FULL ROUND- STAGRD. 12" O.C. 3/4 "X 10" A.B.'S JNTS $ SOLE PL - OFFSET EACH SIDE hEAD E -NAIL @ 24" O.C. JOINTS EA. SIDE OF WALL hOLDOWN SCHEDULE MARK hOLDOWN FASTENERS MARK hOLDOWN FASTENERS NO SPECIAL CONNECT BTM. PL TO (32) I Gd SINKERS \ 0/ HOEDOWN FLR J5T /BM /BLK'G NY "HTT22" 5/8" THRD ROD REQUIRED W/ 1 @ 4" O.C. (MIN 1 2" EMBED) (3) 7/8" A307 BOLTS Npr "STHD 14" (38) 1 Gd SINKERS \8/ "HD8A" $ 7/8" ThRD ROD (MIN 24" EMBED) ** -USE MIN. GX STUD EA. END SHEAR PANEL FOR hOLDOWN BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. N pr -INDICATES SPECIAL HOLDOWN CONDITION (SEE DETAIL OF CORRESPONDING NUMBER) Sherman EnIneerin.s, Inc. (503) 230 -8876 Ph 420 NW I I t Ave. #5 I I , Portland, OR 97209 (503) 274 -26 12 Fax MEMORANDUM FILE TO: Mr. David Bissett & Associates, Inc. 322 NW Davis Ave., Ste. 301 RECEIVED Portland, OR 97209 (503) 224 -2311 fax APR 0 2 2004 DATE: March 31, 2004 CITY OF TIGARD BUILDING DIVISION FROM: Don Sherman, PE Principal RE: Spectrum Bldg Tigard, Oregon NOTE: This memo is in response to the plan review items from Mr. Brian. Blalock, City of Tigard dated March 3, 2004. Our response is as follows: 9. Please note the revised calculations on sheet PR2 for covered entry lateral design. 10. Note additional details showing the lintel and roof framing at the existing main building. 11. Please note the east wall of the electrical room is not an opening but a different finish material at the recessed veneer. Note the detail in item 10 showing the veneer support where the electrical room is attached to the main building. The lintel detail also applies at the covered entry. 12. Note the new awning calculations, AW 1 and AW2. 14. Note the additional roof sheathing notes on sheet S2. If you have any questions please give me a call. f., I ` o SHE#m, CC: File- BIS033004.doc mss: 6/301. N/ -5; (3x0,.61 ( +a17z _ +2 Iv/ �� �y (S1) 9 ,(111)io-Vz = vN I ll I xpv _(o) + Q-17 = 1 GYt�� r9c (93Cr) C2 # Ziz ` (Z /, )( ) �Sy! Ni' 7I9 Sj J Z z s`L� 2 - �2)*OF 1001 ziGbA _ N[7NNciN ; a�1� ��d If, it ki • F ►5 (>.i!)(►i) .- . - . �� )( _are � �� ����: � .�� � 4 )..] _ IZ P .. 4m70172- I • • • C J il) • 5 i 0 2 V ■1-1X2 • 6 ' • V = • " / � ± _5 - q- s' - 104 ia4 g f • • : i • . . . . . . . . . . . • • .- . . . . . . . , • . . . s . . . . . . . 5 L)O4/ . , 7 »/c 1,?71 (4) ?h (13 o( 1 x'01 ) 1 � s � (V civoi . 17O - frj a (k) ('96) � : .11°4L /01‘ 0 _ 4),i 4- < *Or.� - +/ (')(5 'e = -k2 J' -41 I12 = 2/ i ±) i 0 -G1 - IA! o G 1 ,4_ 11 .0A1 - 9 / 1G'Q) 40 - (Al vaw - 314 441 1_,0 coal NNE :3 (ji t Al) , 43 ,GL, c 11 ; Q = ; 9Nia7 • -• • Ivi e),-()* • 311' : , • I S, � C .1401,4 rrrJq. . � a ,¢if _ • , moo • • . v"?. . . I Y l ' • 24 6, 59 C s05/ �. q584-'/1 2 z O2rN3 .' —�— • 65.)4/0) � • pp 1 Tz - e z4" o. C• 12F-2 .A SHERMAN ENGINEERING, INC. 420 NW 11TH AVE (503) 230 -8876 SPECTRUM BUILDING ENTRY FRAMING Prepared by: DP5 Date: .3/1 6104 BeamChek 2.2 Choice (2) 2x 8 DF -L #2 BASE Fb ® 875 ADJ Fb 1050 Conditions '9 1 NO5 Min Bearing Area R I ■ 1.3 in R2 = 0.9 In DL Defl 0.08 in Data Beam Span 11.0 ft Reaction 1 827 # Reaction l LL 633 # • Beam Wt per ft 5.29 # Reaction 2 561 # Reaction 2 LL 367 # Beam Weight 58 # Maximum V 827 # Max Moment 1849'# Max V (Reduced) 715 # TL Max Defl L / 240 TL Actual Defl L / 503 LL Max Defl L/ 360 LL Actual Defl L./ 709 Attributes Section m S hear Gn TL Def ( in ) LL Defl Actual 26.28 21.75 0.26 0.19 Critical 21. 1 1 1 .29 0.55 0.37 Status OK OK OK OK Ratio 80% 52% 48% 51% Fb (psi) Fv (psi) E (psi x mil) Fc 1 (vsi) deg Base Values 875 95 1 .6 625 Base Adlusted 1050 95 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self - weight into the calculations. /..,co40 Uniform TL: @ m A Uniform LL 50 Par_ uf LL Par UM TL Start End 1 100 H = 100 0 4.5 I 11 I I Jnrform l na4 A A R I m 827 R2 = 561 SPAN 11 FT Uniform and partial uniform bads are lbs per lineal ft. Le mcoi°0 (A7 8 2 z_ z 418 ( n , ? u% (4)4.6d El u0 .011v1 1 C/or 5M 12z,2-13 SHERMAN ENGINEERING, INC. 420 NW 1 I TH AVE (503) 230 -8876 SPECTRUM BUILDING ENTRY FRAMING Prepared by DP5 Date: 3/16/04 BeamChek 2.2 Choice 3- I /Qx Q GLB 24F -V4 DF/DF BASE F = 2400 AD.) Fb 2760 CondGonz Min Bearing Area RI = 4.4 m 3. I in2 DL Defl 0.17 in Sugiested Camber 0.25 in Dora Beam Span I 1 .0 ft Reaction 1 2870 # Reaction I LL 1 809 # • Beam Wt per ft 6.83 # Reaction 2 2005 # Reaction 2 LL 1 249 # Beam Weight 75 # Maximum V 2870 # Max Moment 72G8'# Max V (Reduced) 2445 # TL Max Deft L / 240 TL Actual Defl L / 295 LL Max Defl L / 36Q LL Actual Defl Li 469 A u Section (ins) Shear (1n TL Defl (p) LL Defl Actual 42.19 28.13 0.45 0.28 Critical 31.60 1 6.79 0.55 0.37 Status OK OK OK OK Ratio 75% 60% 81 77% Fb (vsi) Fv fps�l E (ysi x mil) F c1(psi) Vales Base Values 2400 190 1 .8 G50 Base Adjusted 2760 219 1.8 650 gd/ustments Cv Volume 1 .000 Cd Duration 1, 1 5 1 .1 5 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self- weight into the calculations. Loads n Ungszrm TL: 220 = A Uniform LL: I $8 Par linif 1 L Par IJnif TL Start End I 220 H =340 0 7.0 H lJ qrm I oad A R I = 2870 R2 = 2005 SPAN = 1 I FT Uniform and partial uniform bads are Ibs per lineal ft. _ _ . M:: tg 4 (17- - - - ft50 1- F 1 . 0'3)(1 1 5) _ } 5 (00) (I70 ,, z 4 .... 064 . CI-/ o ' 12 = CST) 1100*` /d az) /5z H re, = (1 I -t .2 ' - • (64 0)7 3 1751 G - IIC0 //. 5 c5<5) - 133 Z &500Z).456. =/C / . 00M1,M512 Sil?E9S : + 101 x /.,I < /, 13g56,5) /2' oec, . .