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Specifications 1.1/ v4/ cuua 14;14 rise aua«tttzrra GROUP MACRENZIE 001 /003 1 0575 ski 2° v Pao -cro60 7 G 011 P mmum +121 . A . C_Kilaili o690 SW Boncrott street I PO BOx 69039 OR 97239 FAX COVER r ■ www.groupmackenae.com I infoegrpmock.com ■ tel: 503.224.9560 I 360.695.7879 I fax: 503.228.1285 PROJECT NUMBER: 2030275 DATE: November 4, 2003 • PROJECT NAME: Cascade Business Park- FROM: Alison Dooley Panel Opening COMPANY: City of Tigard TOTAL # of pages (Including this cover 3 ATTENTION: Brian Blalock sheet): FAX NO.: 503 - 684 - 7297 NOTE If you do not receive all pages, please call our Records Department at 503- 224-9560. • SUBJECT: • .: . In response to your plan check, the attached structural calculations show that the existing panel can span across the ten foot opening without the additional #5 bars required in 1914.3.7. If there are further questions or concerns please call. Thank you. - Alison Dooley • C: by FAX to: FAX #: CONMENTIALTTY NOTICE: The information contained in this rocsimle transmission is confidential and is Intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient, this serves os notification that any reading, disclosure, copying, distribution, or the taking of any action in reliance on the contents of this communication is strictly _proh If this transmission was received in error, immediate notify us of 503 -2 - 9560 to arr an g e forreturn of the on final facsimile. Internal • Use:Onl below this line ; ;: • FAX INSTRUCTIONS: PLEASE NOTE THAT AN ORIGINAL OF THE FAXED INFORMATION WILL NOT • BE SENT TO RECIPIENTS UNLESS SPECIFIC INSTRUCTIONS ARE GIVEN BELOW: DISTRIBUTION: n To WORD PROCESSING ❑ Send in -house copies to: (ONLY if document originated in Word Processing) ORIGINAL (check one) COPY: OTHER INSTRUCTIONS: (Only if necessary) ❑ To FILE © To FILE © To SENDER ❑ To SENDER ❑ To RECIPIENT ❑ To RECIPIENT Document2 NOV -14 -2003 10:27AM FROM- T -525 P.001 F -448 G R O U P � U,6)-v3 Co 2_7 '=" 0690 SW Bancroft Stree I PO Box 69039 I Portion , OR 97239 FAX COVER ■ WWw.groupmackenzie.com info@grprnack,cam e 1 a1: 503.224,9560 I 360.695.7879 I for 503,228.1285 PROJECT NUMBER: 2030275 DATE: October 17, 2003 PROJECT NAME: Cascade Business Park- FROM: Alison Dooley Panel Opening COMPANY: Raven Construction TOTAL # of pages (Including this cover 20 ATTENTION: Alan Hotchkiss sheet) : FAX NO.: 503 - 644 - 3142 NOTE If you do not receive all pages, please call our Records Department at 503-224 -9560. fi t.. Included are the details and structural calculations for the new panel openings. In addition to this fax, a hard copy of the material will be sent out Monday. Let me know if there are any questions. • • C: by FAX to: FAX #: conmipr:,.mnu1. Nona; The In fur rrro contained In this facsimile frans•nission Is confidential and is intended only far the use of the Individual or entity named above. If the reader of this message is not the intended recipient, this serves as notification that any reading, disclosure, copying. didfibution, or the coking of any action In reliance on the contents of this communication is strictly _prohibited. If this transrniss'on was received in error. i nmedfgtel notify us at 503-22d 560 to . :::' ..,� '•fit• n see: • '=+� �"'� °'•�;.'. ,;�: - • V ..nl o ;' , fYis7i; FAX INSTRUCTIONS: PLEASE NOTE THAT AN ORIGINAL OF THE FAXED INFORMATION WILL NOT BE SENT TO RECIPIENTS UNLESS SPECIFIC INSTRUCTIONS ARE GIVEN BELOW: DISTRIBUTION: ❑ To WORD PROCESSING ❑ Send in- house copies to: (ONLY if document originated in Word Processing) ORIGINAL: (check one) COY; OTHER INSTRUCTIONS: (Only if necessary) ❑ To FILE To FILE ES To SENDER ❑ To SENDER To RECIPIENT To RECIPIENT Docurnent2 ViAt1S3 tiw)Ix + +V '1171012V IN dI1000 £00Z( le ? '14S i - lid ow .A9 ((i jSd� (q_Y9}.(34;) i ` ' ► 'o) ) " 7 'o % X ^ 4 p } Ji - T �^ o d d I a 10£/90 ;531:11c1)3 i �� n I . J s• y vnf, --1 7'S2/ coo /ZOO lj 2 ' = �� , : a� ts ) j.,,, e7 / _ `°b Ni-la• 40 1 Z� 0 = ryp1 C c7a) \IV) /74,8 'Q /'i5i•o(s ) r jf/ % '��n . W07•luQWdJ6'MMM :Qom wed SBZI'SZZ'£OS "mi 6181'S69'09£ / 09S6'PZZ'SOS 6£00 6UL6 tlO 'PueliJOd 6£069 x00 Od / JS UOJ MS 0690 L31ZN3)1DV dnaa9 D'1 2F - 5V) c g 4 • n'/ =b 'o L+1.7 - 4,101Q d . LS 1 _ "d s 9 - JN'bi Y7•) -II sit= (4.'2)241 5' // =f =q )3.04 1•0 . z� � hog- 4fcy _ N1 r , • 2 i� _9- ' ;fi22- � f� 3IZN3}IOVW dII0?I9 sQZTQZZI nc YV.4 CT : 7.T nn7" /6n /TT 11 /u4 /Luu3 1L:10 FAA 5U3228 3.265 GROUP MACItENZIE (1003/003 I 017r o f ?L-& 0 - . 51545 1 `-kt c .«t e 15 (Of lv /} DL! /S ,-�� z'`a A, r�r - �4S ,�c; r A C' O( 4-1-1-. +ail 5 ;t. ` ' - ,137,�'� Slur ,4 a 1 32,,,.. 0, CL"-- • _ C / frr i g ll5. . ritgK - t- +cC (*Ls_ - By MO r � G R A IL P Date G //� I MACKEftZfE lob Z.U 3r1Z9'5 - 0690 SW Bancroft St / PO Box 69039 Portland, OR 97239.0039 teL 503.224.9560 / 360.695.7879 Fax 503.228.1285 Sht. . L/ of Net: i nfoegrpmeek.com Wwb www.grpmack.com 020u5 Gtou1 MAcc[Mtlf. Ait cionft orte4vtD NOV -14 -2003 10:27AM FROM- T-525 P.002 F -448 �sJ CTU itPR0pf_. 5' -6" t: 1 t ' . 4 , ill, _ ) f C12 x 20.7 I S , 1 1M(PICIE5: a6J3J r q Ark —� n c L 3x3xX TYP. 1 pir ,,_ o M L 3x34i TYP. C In ', — ---� "'ar O R ) x6x14 EACH SIDE W/ (2) "0 SIMPSON SET • EPDXY W/ 43 MIN EMBED OUTSIDE FACE OF BUILDING 4. 11, 3 1' -10" 5' -6" / 1k METAL STAIR FRAMING PLAN r. 1 1/2" = 1' -0" J ";"--QE ao3iN5 By 0 .. G R u P Cate 1! MA C iC N 7 I ,ob Z 2' _._ ..._ 0670 SW Bancroft St / PO Box 69034 Portland, OR 97239.0D59 Tel: 503.224.9560 / 360.695,7879 Yaw 503,228.12E15 Sht. . I of . NOV- 14-2003 10:28AM FROM- T -525 P.003/020 F -448 4 01;140 , ,,„....47. if . T .....:-„, : .: \ . eb lir STEEL GRATE GALVANI "! `I'L.S • IIIIIPPIPPP- i i W <WI r ‘ - it - ik - rittr --- -' W J I X NER r Ai.[ , .... _. . R \ die 2 ®12" :a Malrih .9 3 3" ' � T rn. • L2X20. .I • NOTE. GALVANIZE ENTIRE STAIR AND RAILING ASSEMBLY. alk STAIR LANDING SECTION al 6 R !1 LF P Date 6 --4-B jula 36b 4 0690 9W alt St / PO Box 69039 Portland, OR 97239.0039 / Yel:503.22424.9S 9660 / 560.695.7679 F� 505.226.1203 Sta. L OF !I . _ NOV -14 -2003 10:28AM FROM- T -525 P.004/020 F -448 �� e :KP r ‘I ta. (7) TREADS AT 11 " =6' -5" W , . ° ' M �t .SC 1W 0 STD. PIPE, ¢ I big NI -- PAINTED, TYPICAL Z �rnIRF9: � izn 34" GAL CHECKER PLATE �� 1 / � I in T/HANDRAIL 0 ../'-' il T/LANDING . .: • a `° STIFFENER , I { PLATE % "x3 "x11" W/ (2) %" SIMPSON SET L - 1 EPDXY W/ 4 2" MIN EMBED, PROVIDE CAP PLATE \\. — FTG 1' 0 "x1' O"x6' — O" W [ GALVANIZE ENTIRE STAIR AND RAILING ASSEMBLY ' 411 METAL STAIR ELEVATION co 3 _ 1/2 " -1' -0" 1") Q CA5CAD. ---- __WSW E!' etl'rt L.. Y ANO . GR0I1 *9/8 " A C-K E N E ,ob Y 0690 SW Bt,ntr0lt Sr / PO Bo* 69D39 Portland, OR 97239.0039 j0/07.P,$ '" Tel: 503.226.0560 / 360.695.7879 Fvsr 603.229.1285 Sht. 5 of 4 NOV -14 -2003 10:28AM FROM- T -525 P.005/020 F -448 Nom : 5E err Pr -& .. FP1< 15TLN4•,. tpVGZt:. A'Fpg_px. Lc cAr-noN P c • E.,57,,„0 LGNW tT ..... ,..,_b" 1 -- , g --1 .6.7go N.I....3)/1/4(...Y_ RAF Mic) Q G1 A . c:, Is 6x4x3 /: - . - -_ _ _ .. ._ - -- _._ T ..,... �_ T YP.. - ��b ii � 8 1 ® � I L. '4. Y _ Cyr '; : ?' - V : :l 4 .0 - o' 1 a.t. MAX, sroK -€:zE „ 4'/ V2 u a A/ C . 4i1 weCe. -,ALL 17 t■ Xfv.t:ioR. I rAf-Im r-zi 3 K icy , j i ezl Grz: \ , a ,vlhX 1 -� TYP. � <, -,, 1 31 1�lr Rlig Fiat. ��1 j gait . ?AU CZ) , s—.F.• CLAPS 1 AT - TO AND serrorA ZO F 4 6 I Id `.� i'� +K OF IS ST7Z0nk6 . • , ■ t � , A,: �, ‘447.&,,/ I S ST R X 'ra.. s _ Nis DCPIRES! 06 30 iy .All 3•I5 E P.: 1, TL e y Aµb . D.. /Di] W 0 GR P 1 Job •1 5 — , C ENZIE 0690 SW Bancroft 5 t /PO Bon 69039 Portland, OR 47201.0039 Sht of _ . _..... ..... .. .. ,- i_.A..._..n.k , ,n. Fr.T SO.;29.12n :2700 :rour 'I.er.rml:E. ALL oeGNfs +Es vE7 NOV -14 -2003 10:29AM FROM- T-525 P.006/020 F-448 F WAS Z, -6" 4 4,/1 / FO el MAX „2. 3 �� Err • fey U ` � � t" , •'' J 1 E� NEB vPF>J0��, w �'� (d x iv' -.- . L S 111721 J° I. 06/30/ L3`izx3r x /E o -y'' - C = a•pcx,. MAx L S rAcn�G1 a D, W� % ,. p r� S,Re50 N w E D i,E''kl.� I l:.! • u ry u k t- r<k-c-- re4 P `~? doTE: :IT-A-ciao CZi Ju G+l - .F Url io. 3 ' -U Mi,. i4►W D X 71✓ o:r f WM. diet- )(XLl j is ouf„ 1L _ J li ft , . 11111211" Ai 7 7: Ear - 4140 — GROUP . Owe /4 / _ M A C KEPI Z I E I )(ab0 &30 V)5. 0690 SW Bancroft SI / PO Box 69039 Porilencl, OR 97239.0039 Tel/ 503.224.9560 / 360,695.7879 Pa= 503128,1285 ShI. 5 of NOV -14 -2003 10:29AM FROM- T -525 P.00T /020 F -448 Ge4e-eAL 1. THE CONTRACTOR SMALL VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 2. METHODS, PROCEbURES. AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION - FOWNDATTQN 1. FOUNDATIONS HAVE BEEN DESIGNED USING THE CONVENTIDNAL FRAMING PROVISIONS AND 1500 PSF ALLOWABLE SOIL BEARING PRES IJRE. 2. FOUNDATIONS ARE To BEAR ON NATIVE UNDISTURBED SOIL. 3. CONTRACTOR WILL PROVIDE FOR DE of EXCAVATIONS FROM EITHER SURFACE, GROUND OR SEEPAGE WATER. 4. ALL. ABANDONED F00T7NIS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SMALL RE ReMDlE0. S. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING. SHEATHING AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS CONCRETE 1. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS' FOOTINGS AND SLAB ON GRADE 2600 PSI CONCRETE SLUMP SMALL BE 4 INCHES +/- 1 INCH MAXIMUM WEIGHT OF LIGHT - 410NT CONCRETE SHALL BE 115 PCF 2. REINFORCING STEEL FOR cONCRETE SHALL BE GRADE SD AND SHAD, CONFORM To ASTM AS15 OR A705 FOR WELD TYPE REINFORCING STTEL REINFORCING BARS SHALL NOT BE TAac WELDED, RUED. HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. STRUCTURAL STEEL 7. AU, W-SECTION SHAPES SHALL CONFORM TO ASTM AP92 OTHER STRUCTURAL STEEL ROLLED SHAPES AND PLATES SHALL CONFORM TO ASTM ASS. 2 STRUCTURAL STEEL PIPE SHALL CONFORM TD ASTM A53, TYPE E OR 5, GRADE B OR ASTM A5D1. MILL TEST REPORTS FOR STEEL PIPE SHALL BE SUBMITTED FOR APPROVAL STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM AS00. GRADE 8 (FY = 46 KSJ). a. ANCHOR BOLTS SHALL CONFORM TO ASTM A307, UNLESS NOTED OTHERWISE. SPECIAL INSPECTION IN ACCORDANCE WITH Mc CHAPTER 17. THE FOLLOWING TYPES OF WORK REQUIRE SPECIAL INSPECTION AND STRUCTURAL OBSERVATION UNDER THE DIRECTION OF THE ENGINEER OF RECORD, SEE THE SPEcIFICATIONS AND DRAWINGS FOR ADO(TIONAt._ REQUIREMENTS FOR INSPECTION AND TESTING. ITEM PER CHAPTER 17 DESCRIPTION .TYPE 2. BOLTS INSTA O - MEOW ANCHOR INSTALLATION WHERE INDICA ON DRAWINGS PERIaDIC IN CONCRETE - ALL EPDXY ANCHORS 4. WELDING - ALL. FIELD WELDING PER CHAPTER - ALL SHOP WELDING 77 UBC �s C a by • L. SO077' :,1cA D t�S k1� .. : , ;; �■/J� By t. G R { D „11..P • Data !Q /i l� MAC K E N Z I E ._2, r .._. 0690 SW Salricroft St / PO Sex 69039 Portland, OR 97239.0039 Tot; 50 3.221.9560 / 360.695.7679 Fme 503.228.1285 NOV -14 -2003 10:29AM FROM- T -525 P.008/020 F -448 6 0690 5W BANCROFT STREET - P.O. BOX 89039 E N Z 1 E PORTLAND. OREGON 97201.Q039 rEL (503) 2249560 - FAX (503) 22B -1285 CONCRETE WALL PANELS PROJECT NAME Cascade Business Park -Panel Opening PROJECT NO.: 2030275 DESIGNER: AMD our- OF. PLANE Concrete Tilt.Up Panel Design Per 1997 UBC GENERAL LOADING Panel Ht, ht :t 21.625• ft Conc Strength lz := 4000 -psi Panel Thickness t:= S.5'in Rf Load Ecc. 2 Reveal Depth r„ := 0 -in Reinf Yield fy := 60 ksi St! Depth d t + ry 2 d = 2.75 in Roof DL DL := 14 -psf Roof Snow Load SL 25•psf GENERAL LOADING q := 16-4.psf C :_ .76 y T Cq 0 1.2 i :- 1. * . ; D , ��,, WIND �� G qp 4s'Cq•Cc•lw qp = 14.957psf cal ... __, MW q In `. �� 8 mw 0.874 = i ft SI -- - C0 07/1 S �. SC SEISMIC (Per. 1997 UBC Section 1632.2) _ 1 p 1 .0 C := 036 a := 1.0 l p := 3-0 h = hr hr := IRES: 06 30 �, C7 := .15-kcf.t C7 = 68.75psf Wt. of Panel F ap • Ca•lP hx max :, i + 3.. _ max = 0,48 p Rp hr P (UBC Eqn. 32 -2) Fpmin := 0.7•Ca•Ip F Q 0.252 p= (Pprnax + Fpntin) F Pavg •— 2 F pa „ g = 0 - 366 q7p = Fpavg•C7 q7p = 25.162 psf q7 -ht Ms: Ms= 1.471k -ft ft 1 r NOV -14 -2003 10:30AM FROM- T -525 P.009/020 F - 448 PANEL W/ OPEN'G: Panel Ht. ht = 21.625 ft Steel Depth d Go 2.75in 10ft x Eft Panel Width w 24.6•ft Panel Thick. z = S.Sin Opening Width tw 10.ft Rf Load Ecc. a = 5.75 in Opening Ht. lit 6.f[ Reveal r = Om wo,1 + L Panel Leg L:= 1-ft 2 x L • Pc11 2 Pdl = 336 plf SL P11:= Pdl D P11 = 600 p1f P2 ;= C7•[(ht+ 3•ft)..S]•x P2= 5.079x 10 M Mgrx M =5246 ft Sei Mom w/ Opening g7p'x wl = 150.975psf 2.25•psf•w + q 7 L w2-ht (w1 - w2)-(ht - hto) Rbot := + 2 2 hz R := [w2 -ht + wl •(ht - Iron - Rbot W2 'atop xm•= x 10.181ft wl -xm Ms Rtop•xm M 2 = 7.824 kftft ft Steel Ratio check 4000 psi nb := 1 #40 CL p 1 = 0.85 •- ) J 2 • 1000-psi A nb•.2•in s := 0 -85•fc S7000.psi Pb = fy 1. 87000-psi + f As p — Check := < 0,6 P6,1, 0) Check 1 If Check =1 OK Compression Check • Ps:- Pdl + P11 + P2 Ps = 6.0151df P := 0.04 -f P = 10.56 klf Check :4 if(P > ,0) Check = I If Cheek = 1 OK NOV -14 -2003 10:30AM FROM- T -525 P.010 /020 F -448 DETERMINE Mn USING THE YELLOW BOOK METHOD Ultimate Loads / l_05 -P 1 1 . 05•.2 . 1 - •pl 1.29.M, 0 kW klf 2 klf k ' _ 0..4 1 1 1 1.29 1 1.05-Pdr 1.05•P2- 1.28•.11. Mw 0 klf klf klf 2 k A := t-12-in x:= 1.2 -Pd1- 1 1.2-P2- 0.7 -Pi1• 1.0•M 1 0 P :_ (x o + X i,1 + x i, 2) -k klf kif ldf k P,_ + A - ft-f y 0.v. rat kl 0.9•.2• IM 0 1.0•Me• k 0 0.85•f0l24n 1 1 1 Ase Pu. + A s , . ■ 0.9•Pdp klf 0.9•.2. - 0 i 3 -M� k O - •= f 1 1 1 1 1 Y 1.Pdi 1 -P2 - - - . P11• — 1 - M,,r - 0 2•P kit klf 2 ldf k 41i• =09- fo.Ag 1 •Pal klf 1 P2 klf l Pii klf 2 'Mw k 0 Mn AseI f Y ' d - X. 2 Service Loads »> y : s 1 •Pdl• off 14P2. 1 0 1 4 ( jM 0 klf Mo ;= =4'iMn; 1 - l•P2. 0 1 0 1 Pdr klf 1 P2. k1f 0 l' Mw k 0 DEFLECTIONS AND Mu ht' ;m ht -.8 For dock high Panels Only 12• in•t 12 Ec := 57000 - -psi N . 1 Psi C _ X i n :0 290 __ 0.85 E 12•in -(Ci)3 5 l p. , 3 + n .A • (d - c An n,' /1 1 48 •Ec. 5- � •psi -l 1 - Ma := P5 (=) Mui 'i.3 -1k + (x0 + xi, 2)-k--.; + ()LLD + xi.1 + x1 2 ).k A M := Y; ..1k + (Yi. 0 + yi, 2).k. 2 + ( 0 * y ip t + yi•2, -k 150 5 Mcrht� ht M5- - MCI" r l f 5• P� psi � � '- a8� E� Amax := 150 As := •= AGT + [Mri I - M • l An i -Ate cr 5•Ms i As if M <M 48•Ec• 7 it 1.4 NOV -14 -2003 10:30AM FROM- T -525 P.011 /020 F -448 . 1.O5DL + 1.28L14 •r 1.28WL M. 0 AI := 0 4M M = 39.02k•in Mu a = 110.728 k -in M := if(40.4 5 My_,M. + 1, M A max = 1.73 in A = 9.285in a:a if(A > A + 1.05I]L + 1.28LL -F• 1.28WL12 *M = 39.64k•m • M„ i 73,13k•in r0\ r Amax = 1.73 in 0 0 > As= 4.22in M= 0 A= 0 j.2DL + 0.7LL + 1.0E 0 0 +44 40378 kin l/ � • Mu = 127.887 kin Check Amax 1.73in > A52 = 9.196in Must equal "1" In order 0 9DL + 1.0E to be a valid analysis (1)M"3 = 37.037k•in > Mu3 = 116.372k-in * **STRONGBACK REQUIRED A max : 1.73 in A v 10 -658 in 0.90L + 1.3WL 444 = 37- 037 lc. Jn > M = 104.315 k -in Amax = 1.73 in > A m = 9.915 NOV -14 -2003 10:31AM FROM- T-525 P.012/020 F -448 PANEL W/ OPEN'G: Panel Ht. ht = 21.625fr Steel Depth Mart Door d Z,7$ in Panel Width w :. 24.6•ft Panel Thick. t = 5.5in Opening Width w := 333.ft Rf Load Ecc_ • e = 5.75 tin Opening Ht In := 7 -f Reveal ry =0ia Panel Leg L 2.ft Wo•2 + L x ' DL•8 -f Pdl:w -` .x L 2 P =102.62p[f SL Pll := Pdl' DL Pa =18325 pIf P2 '= C7 [(ht + 3.8)•S],x P2 = 1.551 x 10 plf M,,,, := M�,yx M = 1.602 k R fr Sei Mom w/ Opening w l g7p•x w1 : 46.11 psf 2.25•psf- w + q7 -L w2 :- - L w2 - ht (w1 - w2) - (ht ■ hto ) Z Rbor + 2 2-ht R top [w2•hto + w1 'Olt - hto )] — Rbot Vd2 R toP Yrn : G �7�1 wI am ,= 10.344 ft wi X2 p M : - Rtm - 2 M = 2.467 k ft Steel Ratio check f - 4000 psi nb := 2 #4 @ CL 0110.85 -0.05- 1000 -psi ) - . 2 0.85 -fc L Pb: f S 1 87000.psi + f A P a Check , if(p <0.6- pb,1,0) Compression Check Check n [ If Check =1 OK P s: = Pdl +P11 +p2 Ps =1.837k1f P := 0.04• f . r A = 10.56 kif Check if(P > P 0) Check = 1 If Check = 1 OK 5/1; NOV -14 -2003 10:31AM FROM- T -525 P.013/020 F -448 DETERMINE Mn USING THE YELLOW BOOK METHOD • Ultim Loads 1 1.0.5-- 1.05.P2. 1 -.P 1 129 -M„ r 1 0 k]f k lf 2 idf k • i:NI 0_4 1 A = t 12-in 1.05 -Pdp- 1.05-Pr klf 1 1 -- •M,t - 0 klf 2 k I Pu (xi, 0 + A i, l + xi 2 ).k x := 12-1 1,2.P2.— D.7•P11• 1.0•M 1 0 klf klf klf s.— k P� + A ( L.'. P 1 ---'Fa'--- 0 I.D M 1 .. dl klf k/f s'k o 0.85 -f 12•in 1 U . + A5• • 0 .9.p • — 0. - 0 1.3•Mti,r 1 0 �►9e == f \ klf klf k i Y 1 2 -P 1 Pdl klf 1. 2 klf 2 'P11' klf 1'Mw k 0 ilii: =0.9- 1 klf 1 P 2• k1f 1 ' P ll• 1 1 . M w I 0 Mn. A •fy fd •- ' 1 kW Z k M I 2 Service Loads »a y:= 1 -NI- klf 1-P3- klf 0 . (} ' k 0 1.4 Wri .i' 1'Pdl 1 P2 a klf klf ' 0 F I P dI. k1f I P 2 klf 0 1 Mu k 0 DEFLECTIONS AND Mu hr :t-- ht..8 For dock high Panels Only - 12•in -t ig _^ E := 57000. / — X. PSI C i : 0 89 = 29000 -ksi n: 3 Ec 12- in•(C) I Icr 3 + n•A - C _ S•M ht dp I 48•.13 I 5- •pyi.I Mcr: Fst C MU I : = xi> 3 - lk + ( 0 + x 2 ) k• 2 ' ( + X i, l + x i. 2) k•4 M := y .1k + f k, a ht i � r,3 ( yi,2) Z t (yi * Yi l + yi,2)•k' ISO fe ht2 fr 5• psry 5 -M Ocr:= — cr' ht Ms - Mcr psi 48•Ec•Ig 150 ps i Acr + MIL — Mcr (in - Ocr) I 5•M 4 s.: , if Ms c M ' 1 �' 48•B ' . I • VI 2, NOV -14 -2003 10:31AM FROM- T -525 P.014/020 F -448 1.05DL + 1.28LL/2 + 1.28WL M. := 0 Ai ; 0 1 10M = 31.669 kin > Muo = 33.295k•in M = if(eM > Ma.M. + i,M) l � Q 1.73 in A = 1.047in Di = if(A > As..ei + 1 ,�j1 1.05DL + 1.281,.E + 1.28WL/2 $M = 31.888 k•in > M = 21.743 k•in A rnim - 1.73 in (0 1 1 • Asp =0.102in M= 0 e= 1 1.2DL + 0.7LL + 1.0E 0 1 0M21 32.15k.in \ 0 > M 1j2 = 39.303 kin Check Ama = 1.73 in > A = 1.374in „ ,. _ 1.0E z Must equal 1 in order 0.9DL + i to be a valid analysis eM = 30.984 > Mu = 36.131 loin STRONGBACK REQUIRED A =1.73 in • ' A = 1.479in 0.90L + 1.3WL 431V1 = 30.984 • > M„4= 31.523kin Amax = 1.73 in • o = 0.983 in q/1..;'" NOV -14 -2003 10:32AM FROM- T-525 P.015/020 F -448 /0 X �, '3 = � it) !Ai . Pp l� �� 1/✓ • � y 4). r� ,,z;� .. (ff(::) ? - 7' ''t ' - = . 93, frq • —Ji�— rig . 3. ! �r % P te' (I m 0 GROUP Date J011 OP/ • • -.- MAcKENZ I 0690 SW BIartCroft St / PO Box 69059 Porllapd, OR 97239 - 003y k Tel: 503.224.9560 / 360.695.7879 Pox: 503,228.1295 Sht. 1 Nan Into®grpmack��om Wabi www.prpmack.eom of noon: A..... .•...._.._ . _ • re •" L e UUGm WO I O lu 4 M Wor a� 58Z1'9ZZ aab j 6[9/ / D956 eZt £DS It 1 - -• \r te 600 - 6£Z46 tfo PuE1 od 62069 x Od / IS ijo,l ;ueg M5 0d70 2) E 9 - 114°C 3 I Z N 3 d a'ep 9 • 1 17 = ( 2 / 6 7q8) z'Q _ N — 7')Nc -r1 cy 1 ^_Y j. h °'Q (9 r1. i4) 11'0 sih ( 'i. 7 lo2'9 al's'o - cc7 1 hS = 1\ /aZ'g e 4,4t21z) zo'O -� _ (( E n s 7z) X 4 7 1 014 ir 3 ) t- /c) /' 7 1 'amid Id) *fob x 1' 1 9 1 = 2 1 fs' - a `1711-11 C • 8PI -d OZ0 /9l0•d 9Z9 -1 • -110H WVZE Ol 600Z-11-SON NOV -14 -2003 10:32AM FROM- T -525 P.017/020 • F -448 GROUP I Quo SW BANCROFT STRUT . P.O. BOX 69099 PORTLAND. OREGON 972014039 TEL (803) 224.9560 - FAX (503) 228 -1289 SHEAR PANELS PROJECT NAME: 2.Ardstpe Zaaa ✓gj ?A-?.IL- PROJECT NO. :2030 DESIGNER: s) IN - PLANE SHEAR bt := 21.75 -f w := 20.583 -ft Panel Ht. and Width SOLID PANEL t := 5.5.in Panel Thick. • reveal depth Overturning Forces r 0.75•in Reveal f = 4000 -psi Conc. Strength q := 2500.psf Allow. Soil Press. C7 = 1 S0•pcf.(t + T Panel St. ":_ • Sei Coeff. Vroof 2 44k DLom 17: psf Roof DL DLO :0 90.psf Floor DL Vfl0Or 0•k I9.6• v Vwe11:° Panel load included in floor and roof lateral V V 1.4 tnt r,inf + V,,, + Vag*. V ror = 19.943 k Mot := Vroof ht + V all z + Vfloor •fl: M 403.3071k Resisting Forces Proof 1.234•k (Panels support small portion of floor and roof) P1 := C7•(ht -w Pw- 34.975k N = 150•pcf•4- in•4•ft.w Mrzs �_ (Proof pwall + P ws Proof + pwall + Pslab slab)• Z + 2 —) ws M ro9 = 830.0221k Required footing weight M 1.11 - M Wftg W = —18s76 k uplift w s w ws Muplilt Proof' Z + Pwalh Z + Psl 2 T = M0 - Mupldi T o.632k (. number therefore uplift will not • - Ws control, holdown not required. 030275 shearcheck.mcd 1 10116/x003 NOV- 14-2003 10:32AM FROM- T -525 P.018/020 F -448 Maximum Seismic Bearing Psei Mar • Psei ° 21. 771 k f bite :� Psei + Nan (q - .15 -ksf) • 1.33 � =1$.1 56 R Maximum Seismic Bearing Soil Pressure g := 2000•psf• 1.333 wf :- 2S-ft Width of Ptg. Pftg .15 3 •w l •ft (w + 6.ft) Pit = 9.969k Ptot := P + Proof 1 Pslab + Pit ?tot = 50.294k (W +6•ft) Mr6 tor L (w5 +6•ft) M r08 M e . 2 = ts.Ut9tt Prat (w + 6 -ft) • 2 -a � �. 611) ' kv = 0.595 Ptot Q k + 6•ft) q = 2.544 x 10 ncf < 9 411 - t o µit 2'.6" Cont Ftg. Panels OK Wall Shear Vu :i Vt • �V := 0.6• ro •2•�- .8•ws•t +Vn = 82.481k < v = 27.92k SHEAR STEEL NOT REQ'd Av = Y� - •12 -in .6- 60•1mi•.8•w A = -0.092 in < Avs = .48 -in 030275 shearcheck•med 10/16/20Q3 i NOV -14 -2003 10:33AM FROM- T -525 P.019/020 F -448 aecr. 7sei..2.1 1 Vn: _ .5 f�w • m V = 85_918 k < V = 27,92k p := if(V < V 0.002, 0.0025) p = 0.002 per 1914.3 t- 12 -in•p Aver = 0.132 in < Avs := .2. in 2 Sect 1921.6.2.2 Use #4 @ 12" o.c., Ea Way I hooks := 0 Vn r l .y a t V = 85.918 k V 27.92k straight = Reinforcing := if (V > Vn, hooks, straight) Reinforcing o 1 Reinforcing does not Sect. 1929.6,2.2 require 180 hooks 1 Vu •Z•/Fr w lb s . m V = 171.835k V 27.92k EA.FACE := 0 CL ; I Reinforcing if(V Vn,EAFACE, Reinforcing = 1 Reinforcing at CL Panal Ctoinforcoment M 1.4 60 -ksi2 Mn .9 A B : 60•ksi.ws .8 C := M x := 1 •in .85- f -t•2 A srq : - Irnot(A•x2 + B•x + C,x )I A := 31.71 A srey = 0.635in 2 A 0.93 in (3) #5's For Detailed Analysis BOUNDARY REQ. (AC1 318 -02, Section 21.7.6) below (w -t I ' 12 IB = 242.803 ft A := v/ 0.9.1 A 8-49 ft 2 Mu := Mor 1.4 M = 564.631k c :4 w Proof 1.2 Pal- l 2 2 P„ z t z P 21.725k - Boundry Element check per Sect 21.7.6.3 M r„ 1 A c = 0.167ksi FC 13 F 0.8 ksi Checicl := if(P > 1,0) Check] .1 Wall does not meet basic boundry element check If Check1 =0. Determine location of neutral axis, c, below. 030275 shearcheck.mcd 3 10/16/2003 �?.,/ 129 NOV -14 -2003 10:33AM FROM- 15 LL 100 Psf- 1' T r2 Lv� U� 1/(3)= Ff = 67. .Z1 l 1 1\= daKe?,) -q.41M/ Z N ICJ r To (Su, Z 7> /3°0 f = S �a 3 7 c , v o(� cs 14*• • r�+r GROUJ' ACKENZJE 0690 SW Bancroft St / PO Box 69039 Portland, OR 97239 -11039 N1503.224.9560 / 360.695.7879 Taxi 503.228.1285 Noss IntoGgrpmaek.com Wobe www.grpmack,aom c N r Date T - 525 P.020/020 F - 448 By /15 G z lob a1 275 Sht. ` of 3 0212a3 c o„n,1. Marv..71e A.. .. .