Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
. . , end view to be Inst ; on West f2 ��. _ - � r � ... _ �. _ �.. • • t IN�CTI�N page I of 3 REQUIRE .. State of Ore on Structural S • = dal C .. . ; RECEIVED 0 Concrete and • einforcing Stool x vio l 8' -2" o.a. _ �,� 8' MAY 0 5 20 S . = .. . . • nom. -ei / I O' - u er illuminated to o unit CITY OF DNA SION Ii.. 0 0 PP 8 C1 S pecial r�:nen - Reis a Frame BUILDING REG ❑ Re; I b cing Ste: Pirostr+ossln9 steel nrio . Structeral Weld ng o ❑ High„tre r citing 4. 2" x 2" x 3/ 16" CLIENT: ❑ Structural Mesa . steel framework AEROTEK a� lexan face � L 0 � i Reinforced Gy . fi rst surf a _ O Insulating Con = , I vi nyl DATE: 1 /06 i . 0 (Ti 00 S pray Applied ; , r , ; 1ty�, i ' ateri a ts DESIGNER: r V' MW CI Pilings, Drilled 1 ns co ,i • f,-„sso a' 0 Shotcrete ® . Approved CITY OF TI tek Lr2�1 - I channel ' ' C onditionally Approved i L f c PE R MIT NO work as descritrreldcieG u ® l ett er s�,� -c-he m s `�raG�tflyto: Foll 1 u — I Attach .... --._ Job Address: Q O>O Sw wi>�S ht �k x . 3 1 0 - t) i 9 %z �. By: s - T e Date: _ sici ° This drawing, including the 17' -0" lower illuminated logo unit incorporated design principles, is the property of Meyer Sign Co, and is to be returned when Ws intended ' : purpose has been served. It is to _ be used for evaluative purposes 4, solely by the client to whom it was r net .; . loaned. Furnishing this drawing ,� .., ., : :, II" -;_ _ does not convey any w 0S' reproductions, use , or Manufacture and install one (I) internaly illuminated set of channel letters on exposed raceway c. �,� '" \ manufacturing rights. It, or any and one (I) two piece logo units to be installed above and below channel letters on exposed raceway � ; , d portion of ifs contents, may not be i ; I 1 .. ..•••• ! ` - ' • disclosed to others, used or I =- ' + I 1 ! ' published for any purpose, without I .1____. , y 4 as t- - • written permission from Meyer Sign top logo unit: lower logo unit: i AE �.]TE 101111 Co. In case suite or action is aluminum construction � , internally illuminsted aluminum construction translucent vinyl ?I 11111111111611t . brought to enforce any of these dtt designer white neon internally illuminsted • *� e terms, Meyer Sign Company shall 4111111 transformer quantity and ampage as requir2d d/T designer white neon #230 -5 I ' •�«;- a l be entitled to reasonable attorne Y conceal inside raceway conceal transformer inside raceway f x le fees. white lexan triangle shape white lexan face 3m silver grey oI _ - ; - r first suface decorate first suface decorate t a is s -: PRODUCTION APPROVAL translucent vinyl # (3m #230 -51 silver grey) translucent vinyl ?*• +•- a''' . ` '� • white returns translucent vinyl #(3m #230 -51 silver grey) .H- ` ' - t, white trim ca p white return s', white trim cap r` - APPROVED SY: q - channel letters: .. .�r aluminum individual channel letters - io' exposed raceway I w.r { . P. DATE: paint raceway 50% grey (same color as vinyl) I + ,- + ' 'a white Alex faces in channel letters attachment method. ^` eY .' • i'` / tr first suface decorate please see detailed additional drawings on - �' white lexan faces attachment method that are on page 3 , _ t 5205 SW 74th Ave., Portland Or 97224 r black trim cap phone: 503.620.8200 black returns '� ' fax: 503. 620.7074 woof mail: roles @meyerrsiyeco.com I scale is approximate 10" - Z M PROFF 1y E Q EQ ?. 5 o, • t 69022PE = ? o N w u CC / TO SS ;� IAY 5 200 Z . v a rt, OREGON 1 I J • `ITY O TI C- 3 / BUILDING DIVISION Q� > ° ° M v�'� //�. i S.° 4 SECTION A -A L II J E- co 4 ` S y � � N EXPIRES: 12 - 31 - 07 HSS 4' -6" HSS R W/ (4) G 1 a °' ' = N Q HSS HSS PER ELEV ' A - 1 3/4 "O BOLTS DR ILL LL SJ o Q ( MBED =5 N D EPDXY In 2' -6" 2' -0" E tr) 01 1/4 I � 1/1 III Q HSS/ BRACKET •=. HSS6x6x 1/2 ' (E) CO NC ill T P % ' R OOF SLAB S _ - -, - -- S / ARAPET 0 z N � " 1 ° AND REINF HSS3x3x / x x / - . rl CO A N � _ T/ (E) ROOF 0 ° • .. Q '. • . : - • 1 ri + _ / / \ \ = SIGN BY I L —, NOTE; OTHERS CONTRACTOR TO INSTALL ANCHORS BETWEEN (E) SLAB / \ �►I REINFORCEMENT. x / \ I 2 too HSS / / o \ 1 s1.1 DETAIL J 1 BRACKET / HSS3x3x / \ 1/2"=1'-0" m C TYP HSS SCALE: 1 Z / \\ 1 ` ) w O W r - - - L— - ° i - - - - - -� - - -7 71 —(E., BUILDING Q 0 QN I i I 0 =c L �- , - H SS3x3x 1 / J LJ / Z O n o --, A [4- 0 � c2i- HSS/ 0) N 1 - \— BRACKET 2' -6" _. 2' -6" ... SIGN BY 3 �, o L. d q. OTHERS S OTHERS HSS PER H LL1 W SIGN BY BRACKET .... SECTION A -A ELEV o w 5' -0" HSS/ HSS/ - BRACKET BRACKET A Q BRACKET BRACKET J L -1 jj al El T -I 1/ 3 L2x2x 3 / 16 x0' -3" 1 4 PROJECT NO: A [. W/ (1) 1/2"93 / 3 06 -062 BOLT (6) LOC'S BY: PER ELEV EJP SECTION A -A DATE: 05 -04 -06 ELEVATION DETAIL SHEET NO: SCALE: 1 / 4 " =1' -0" SCALE: 1 " =1' -0" S 1 , 1 1on I • 6, 2v7)6 -o© Sfa SFA Design Croup, LLC STRUCTURAL I CIV L j LAND USE PLANNING STRUCTURAL CALCULATIONS Aerotek Sign Assembly Portland, Oregon Meyer Sign Co. of Oregon THESE CALCULATIONS ARE VOID IF SEAL • ‘v d pa go- gee 6� ', lf�T 9 •; L ExP[REs: AND SIGNATURE ARE NOT ORIGINAL LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND /OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. 06 -062 May 4, 2006 ti CLIENT: Meyer Sign Co. of Oregon PROJECT: Aerotek Sign Assembly PROJECT NUMBER: 06 -062 DATE: 5/4/06 BY: SFA Design Group Desien Criteria General c tiv2 1 1 - s ji Building Department Building Code/Year 1997 UBC Roof Loads Dead Load 1000 lbs Wind Loads (Used 1998 OSSC) Basic Wind Speed 80 mph Exposure B Seismic Loads Not Applicable Soil Parameters Not Applicable Additional Ordinances/Notes: None • • , ' Project No. Sheet No. sfa SFA Design Group ux t STRUCTURAL CIVIL � LAND USE PLANNING c7) c:DL,2 / Project Date A e v k c i` Pss c v-t LT S(3 106 ` Subject By °R- uf:c3 W i vld E--x P , g 1-t - GO lo &' U A P Gt c et S w Ge. = o . °cS C = 1 . 4- ,1 l w 'P — 0 , 9. C I . 4> Cc 6 - ec) (k . > = 21 . b Ts--F — 22 rs-F I I I I — A _. 2( 18 I 2 >Cia(0) 1 I -f-+_2. p a tI - - z(Z2rs -c) 2002 lbs - e 2ooa( { i 2 ! p, FZ ' 100016 Z ED 4 9 , , .. 5FA Design Group LLC ProjeO Q6 Sheet No. STRUCTURAL UC U RAL I CIVIL I LAND USE PLANNING NNING / Project Date SI3I Subject g t Y Ei? '¢j•` G . Z v � e 1 . 0 k Pt Pi o. G k ,1" -A _. 0 -. f. (Z(°> -- %.ok(6, r(o/ — o.sk C 2 'G ) P 2 = a-, co ZS - L. _ 40!o3 1 b s 2 ( P t = 3 5 - G?) t N1 O = ?Z(z- -- l,o(G' ` / -o.s (Z.S) P- = 2, 8 l 3 l bs P = 3 313 1 b s Ap, vs 2 `O cok.vapc+ dc_s65to, vci.G.4c 1 SFA Design Group, LLC Project No. Sheet No. sfa ©6O • e1e2,. STRUCTURAL CIVIL LAND USE PLANNING Project Date (3(0Cp Subject - By EJ Lam- 1 P= 0.5k Pk c 4 i.o k Ca'kc) _ s.833 -f •k 4 3 ,, `l ( C- I 4063 . bs — 2-- vs2 SS 3 �c 3 sc 1�4- ✓cam ce .c (ne ci c.i.-{-? 4 .014) gases P� 100o (Z C. ,4) -- 3 63 ( '6) 2 ■ Q2' — ÷ 4063 4 i°°° ?s� p't (6 — Pz (a o GAS C PZ — = 1000 P2 = k 0 0-}- '� ' 4111 SFA Design Group, tic 'Project No. Sheet No. sfa . +7 STRUCTURAL I CIVIL I LAND USE PLANNING �� 0 �' Project Date (S1dC Subject By (ar ) P( — I It LO — c1. I l g t -- 141- -- ct ( f 1 Pt tt9t6 1?3 = t O p 1 . 4 O O G ei — 1 4 C A vLC ln.c. A trxt . ca�o. e. L-2)‹2. l000 l6s 16s/ U• l�- r<, by C L7 sc. Z " (ac t4s t cd -FAA S S 3zc SFA Design Group, LLC Project No. Sheet No. s fa STRUCTURAL I CIVIL I LAND USE PLANNING Project Date Subject By G • 2. et tt(6 �t tZ _ < >' c>00 tL Hss 4k4 3( 0 .° 4a O . u S G x}5 5 6 x C. �, Z Title : Aerotek Sign Assembly Job # 06 -062 Dsgnr: Eric J Pfau EIT Date: 9:58AM, 4 MAY 06 Description : Scope : Rev: 580008 User: KW -0605923, Ver5.8.0, 1- Dec -2003 Steel Column Page 1 (01983 -2003 ENERCALC Engineering Software sign.ecw:Calculations Description C -1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Steel Section HSS3X3X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 2.250 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 2.250 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 2.250 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc. for X -X Axis Moments 0.000 in Live Load 4.06 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary 1 Column Design OK Section : HSS3X3X1 /4, Height = 2.25ft, Axial Loads: DL = 0.00, LL = 4.06, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 2.25ft, Y -Y = 2.25ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0648 0.0648 0.0487 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Fa calc'd Der Ea. E2 -1, K *Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 25.71 ksi 25.71 ksi 25.71 ksi 34.19 ksi fa : Actual 0.00 ksi 1.67 ksi 1.67 ksi 1.67 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 II F'ex : DL +LL 253,537 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 253,537 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 337,204 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 337,204 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Aerotek Sign Assembly Job # 06-062 Dsgnr: Eric J Pfau EIT Date: 9:58AM, 4 MAY 06 Description : Scope: Rev: 580008 Page 2 User: KW -0605923, Ver 5.8.0, 1- Dec -2003 Steel Column (c)1983 -2003 ENERCALC Engineering Software sign.ecw:Calculations Description C -1 Section Properties HSS3X3X1 /4 Depth 3.000 in Weight 8.29 #/ft Values for LRFD Design.... Web Thick 0.233 in lxx 3.020 in4 J 5.080 in4 Width 3.000 in lyy 3.020 in4 Cw 3.52 in6 Flange Thick 0.233 in Sxx 2.010 in3 Zx 2.480 in3 Area 2.44 in2 Syy 2.010 in3 Zy 2.480 in3 Rt 0.000 in Rxx 1.110 in 0.000 Ryy 1.110 in Section Type = HSS- Square Title : Aerotek Sign Assembly Job # 06-062 • Dsgnr: Eric J Pfau EIT Date: 2:02PM, 4 MAY 06 Description : Scope: Rev: 580008 User: KW- 0605923, Ver5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software sign.ecw.Calculations Description C -2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Steel Section HSS6X6X1 /2 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 14.167 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 14.167 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.167 ft Kyy 1.000 Loads II Axial Load... Dead Load 0.50 k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.000 k 11.625 ft Along X -X ( y moments) k ft I Summary 1 Column Design OK Section : HSS6X6X1 /2, Height = 14.17ft, Axial Loads: DL = 0.50, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 14.17ft, Y -Y = 14.17ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0027 0.3139 0.3167 0.2381 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Fa calc'd per Ea. E2 -1, K *LIr < Cc _ Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 18.71 ksi 18.71 ksi 18.71 ksi 24.88 ksi fa : Actual 0.05 ksi 0.00 ksi 0.05 ksi 0.05 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb : xx Actual 0.00 ksi 8.66 ksi 8.66 ksi 8.66 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL +LL 25,622 psi Cm:x DL +LL 1.00 Cb:x DL +LL 1.00 F'ey : DL +LL 25,622 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 34,078 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 34,078 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.858 in at 14.167 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Aerotek Sign Assembly Job # 06 -062 Dsgnr: Eric J Pfau EIT Date: 2:02PM, 4 MAY 06 Description : Scope: Rev: 580008 User: KW -0605923, Ver 5.8.0, 1- Dec -2003 Steel Column Page 2 _ (c)1983 -2003 ENERCALC Engineering Software sign. ecw:Calculations Description C -2 Section Properties HSS6X6X1 /2 Depth 6.000 in Weight 33.08 #/ft Values for LRFD Design.... Web Thick 0.465 in boc 48.300 in4 J 81.100 in4 Width 6.000 in lyy 48.300 in4 Cw 28.10 in6 Flange Thick 0.465 in Sxx 16.100 in3 Zx 19.800 in3 Area 9.74 in2 Syy 16.100 in3 Zy 19.800 in3 Rt 0.000 in Rxx 2.230 in 0.000 Ryy 2.230 in Section Type = HSS- Square • Title : Aerotek Sign Assembly Job # 06 -062 Dsgnr: Eric J Pfau EIT Date: 9:58AM, 4 MAY 06 Description : Scope: Rev: 580006 User: KW- 0605923, Ver 5.8.0, 1 -Dec -2003 Steel Beam Design Page 1 _!c)1983 -2003 ENERCALC Engineering Software n sign.ecw:Calwlations Description B -1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II Steel Section : HSS4X3X1 /4 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 2.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 2.50 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft [point Loads Note! Short Term Loads Are WIND Loads. ll #1 #2 #3 #4 #5 #6 #7 Dead Load 0.500 k Live Load k Short Term k Location -2.500 ft Moments Note! Short Term Loads Are WIND Loads. II #1 # 2 #3 #4 #5 #6 #7 Dead Load -8.830 k -ft Live Load k -ft Short Term k -ft Location -2.500 ft L Summary Beam OK Static Load Case Governs Stress Using: HSS4X3X1 /4 section, Span = 2.00ft, Fy = 46.0ksi, Left Cant. = 2.50ft, Right Cant. = 0.00ft End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 7.549 k -ft 7.767 k -ft Max. Deflection 0.363 in fb : Bending Stress 29.508 ksi 30.360 ksi fb I Fb 0.972:1 Length /DL Defl 165.3 : 1 Length /(DL +LL Defl) 165.3 : 1 Shear 3.784 k 34.298 k fv : Shear Stress 2.030 ksi 18.400 ksi fv /Fv 0.110:1 Force & Stress Summary il «- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only Center an. Center (off Cants (a Cants Max. M + 7.55 k -ft 7.55 k -ft Max. M - k -ft Max. M @ Left 7.55 k -ft Max. M @ Right k -ft Shear @ Left 3.76 k 3.76 k Shear @ Right 3.78 k 3.78 k Center Defl. -0.019 in -0.019 0.000 -0.019 0.000 -0.019 in Left Cant Defl 0.363 in 0.363 0.000 0.363 0.000 0.363 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 -3.24 -3.24 -3.24 -3.24 k Reaction @ Rt 3.78 3.78 3.78 3.78 k Fa calc'd per Eq. E2 -1, K *Ur < Cc Title : Aerotek Sign Assembly Job # 06-062 Dsgnr: Eric J Pfau EIT Date: 9:58AM, 4 MAY 06 Description : Scope : Rev: 580006 User: KW -0605923, Ver 5.8.0, 1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software g sign.ecw:Calculations Description B -1 Section Properties HSS4X3X1 /4 Depth 4.000 in Weight 9.88 #/ft Web Thick 0.233 in lxx 6.150 in4 Width 3.000 in lyy 3.910 in4 Flange Thick 0.233 in Sxx 3.070 in3 Area 2.91 in2 Syy 2.610 in3 Rt 1.500 in R -xx 1.450 in Values for LRFD Design.... R 1.160 in J 7.960 in4 Zx 3.810 in3 Cw 4.81 in6 Zy 3.120 in3 ''' VI .. 1 ' Title : Aerotek Sign Assembly Job # 06 -062 Dsgnr: Eric J Pfau EIT Date: 9:58AM, 4 MAY 06 Description : Scope : Rev: 580000 User, KW-0605923, Ver 5.8.0, 1- Dec -2003 Steel Column Base Plate (c)1983 -2003 ENERCALC Engineering Software 1 sign.ecw:Calculations Description BASE PL [General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Loads Steel Section HSS3x3x1 /4 Axial Load 3.78 k Section Length 3.000 in X -X Axis Moment 4.00 k -ft Section Width 3.000 in Flange Thickness 0.233 in Plate Dimensions Web Thickness 3.000 in Plate Length 10.000 in Allowable Stresses Plate Width 6.000 in Concrete fc 3,000.0 psi Plate Thickness 0.813 in Base Plate Fy 27.00 ksi Support Pier Size Load Duration Factor 1.330 Pier Length 12.000 in Anchor Bolt Data Pier Width 12.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 ' Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 707.0 psi Allow per ACI318 -95, A3.1 Partial Bearing : Bolts in Tension = 0.3 • f'c • Sgrt(A2 /A1) * LDF 1,514.1 psi Allow per AISC J9 1,766.4 psi Plate Bending Stress Thickness OK Actual fb 24,618.7 psi Max Allow Plate Fb 26,932.5 psi • Tension Bolt Force Bolt Tension OK Actual Tension 2.617 k Allowable 5.500 k . 0E./1.0/2006 15:35 5036437905 SFA: . Renv � PAGE 01 V - MA Y 1 2flnr CIT - , y OF rl ; G FAX L''`bVER SHEET SFA Design Group, LLC 51 STRUCTURAL I CIVIL I LAND USE PLANNING 9020 SW Washington Square Dr. • Suite 350 • Portland, Oregon 97223 y }� �, M M` 5/10/06 n � 4 . r ' . 1 I . 5 1? , r '� g • I- 4t a r � . 1 06 -062 ' . J Z . . � r +1 ;I v v � 7 3r 6 r Il 6 t xrnf fi . � , .'� . � �A d :i.' 1, #+ Val it ' • ( , Washington Co Building Dept J Pfa 4 ._.._.. _ .m...,...._ 503- 624 -368? ' y t x - Eric _ '-' 1 it * ' Aerotek Sign Cabs .. w._ .................. .� ..,,, -w ,_ f� -Val, _ r i� ; �i: ' {� Please find enclosed the Seismic design check for the Aerotek sign ; ;f � ( 1 , ; assembly. Note I have numbered (2) sheets as "1.B" and "1,C ". Please insert these sheets after pp. 1 of my previous talc set. The seismic design parameters can go to the back of the package. Sincerely, f i ll t ,H- l r,4, 1 , , :i:,1,, it , h I SFA Design Group i ;1,; „..._, (-- i____...... .,,,,,,,,,,,., ),.„,,,:, , , i. Eric J Pfau E1T ; .ii (, , ,{ ....._ ..... _ 1 f. _..... l',(31:7/.,i :41 , c„.. , .„•,g ,,,.,,,,,,,,,. ,. L — After Faxing, please: i Q File ❑ Return to Sender ❑ Mail n Discard * PLEASE CONTACT THE SENDER IF YOU DO NOT RECEIVE ALL PAGES * Phone: 503.641.8311 • Fax: 503.643.7905 • • 05/10/2006 15:35 5036437905 SFA: PAGE 02 . • C 5FA Design Group, u_L , Project No. Sfr;eet No. - G C t.:■/ STRUCTURAL I CIVIL I LAND USE PLANNING Project bate '43 v-a • Subject By . ... ' 3 ? ......;.,<Z• ( > Vol, t G ; f, :.--- I 0 J ■) -- ..- = - 4 \f r '- = ( l et- _44 7:: S p ( , , ( . VG. -z.-- —?-- S 7 : - ( 0 1- - -- 3-...ev ....3 ici,s ( ±- 2 ,.' "\'`) ( v t - 6 . i . '3 -•- k --- • F r 7- -4. • C. S p -lip k.."—) r ( 1 -cc—■ - "?.;-;.) Fr, ?-- 6 - S Sp .1 t.,...1 s P r ,-.-7 r = 2 - z , (P — • 05/10/2006 15:35 5036437905 SFA: PAGE 03 si 5FA, Design Group, LLB Projece No. Sheet No, STRUCTURAL I CIVIL I LAND USE PLANNING - aG. t. Project pate • Subject By Pc o . q-- (-z , a (U -4~ I 4 2.) ,.o o, t(9.5 W� F — 1. (o•7 - 6 •c;) V-'P = I 22Z F '—' o. G8 W ate, 3 = O . (0 ,a'To 4 ) (k • G� W o. 2 i2 0 , °l t(o t ion ti,$) _ 100 9 Lh s Et, 100 41 b3 e 2I Wow � � Gdr� �� ti -Led s • 05/10/2006 15:35 5036437905 SPA: PAGE 04 MCE Ground Motion - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 pp rr Period MCE Sa 1'lEl.� 0 (sec) Mg) 0.2 106.1 MCE Value of Ss, Site Class B MAY 1.0 037.2 MCE Value of Si, Site Class B Spectral Parameters for Site Class D CITY OF 0.2 114.6 Sa = FaSs, Fa = 1.08 BUILDING [) 1.0 061.7 Sa = FvS1, Fv = 1.66 Spectrum for Site Class D Period MCE Sa (sec) ( %g) 0.000 045.9 T = 0.0, Sa = 0.4FaSs 0.108 114.6 T = To, Sa = FaSs 0.200 114.6 T = 0.2, Sa = FaSs 0.538 114.6 T = Ts, Sa = FaSs 0.600 102.8 0.700 088.1 0.800 077.1 0.900 068.5 1.000 061.7 T = 1.0, Sa = FvS1 1.100 056.1 1.200 051.4 1.300 047.5 1.400 044.1 1.500 041.1 1.600 038.6 1.700 036.3 1.800 034.3 1.900 032.5 2.000 030.8 _. e5k10/20E16 15:35 5036437905 SFQ: PAGE 05 !Peric7d sec h#Cr Sa. q 0.00 _ 0.450 Maximum Considered Earthquake Ground Motion ± 0.11 1.146 Site Class D Fa = 1.08 Fv = 1.66 ' Zip Code = 97223 . O2i 1.140 Central Lat. = 45.44033 deg Central Long. = - 122.776223 deg 0.541 1.144 0.60 1.023 1.6 __±= - 1�__ -1_2:±_____ ' _ .. 0.70 0.181 _... Of .O 0.671 1,2 C ._ ... . E . --_ r, 1.00 0.617 0,561 la 1 u — —� - I I _ .. ! . _._.._...j.. i I.ro 0.51 4 Q -- - i --t -- - -� 1 ......_...i -�-4�-1 __.: __ ....._ ._- : :::W � 1.30 0.475 1.40 0.441 Til I -1- t 0 . :1 .1.50 0.4 w 380 ; I I . .. I . ,.. 0.3G3 7 0.2 4. --. E .... ... u.. 1.80 4.343 LL 1 . O ...... ... .. .. . .... . .. - �.t-' - -- .a.__.__.— ....._.... ..... ......_. I ... -- 444 I -- '.1 1 OQ 0.304 0 0.5 1 1.5 2 Period, sec ,; 70fih Bl