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Specifications (7) I OFFICE COPY iSzcir :Z7011- 0 C'L_S ' ., Ia W Dwood Y Structural • Civil Engineers fiya-S-0 $ /32 -rri/. I STRUCTURAL CALCULATIONS FOR ALBERTA RIDER ELEMENTARY SCHOOL I SW 130TH & BULL MOUNTAIN ROAD ITIGARD, OREGON JUNE 9, 2004 I ,� CT'UR a i ' O,I , f 17'95 r RECON 0 25 lir oNv • EASE EXPIRES: 12-31-Zo041 IDESIGN PARAMETERS: 1997 UBC w/2000 OSSC AMENDMENTS ROOF LOAD 17 psf DL 25 psf LL+Drifting Per UBC Appendix Chapter 16 I FLOOR LOAD 60 psf DL Classrooms 40 psf LL Corridors 100 psf LL I Library 125 psf LL WIND 80 mph Zone,Exposure B SEISMIC Zone 3, Soil Profile Sc I MATERIALS: CONCRETE 3,000 psi at 28 days REINFORCING Fy=60,000 psi STRUCTURAL STEEL Wide Flanges:ASTM A992 gr.50,Other:ASTM A36 I MASONRY f m=2,600 psi— Special Inspection Required CONTENTS: I ROOF FRAMING RF-1 to RF-15 FLOOR FRAMING FF-1 to FF-6 MASONRY WALLS W-1 to W-46 LATERAL L-1 to L-23 I BRACED FRAMES BF-1 to BF-20 SHEARWALLS SW-1 to SW-27 MISC CALCULATIONS M-1 to M-21 I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland, OR 97221 •ph:503.203.8111 •fx: 503.203.8122•e:wdy@wdyi.com I W D Y Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: ,>, -j Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I (T. II ? ? ? 7 i , (1) , , D14 L I I I I_ L ' I w -3 I 1 g3-3 fz8-2.-1 t,1*' 1 kg.-1 liii iI I 4a,— Ii _ _ IL_ JL1L\ _ _ T ,�, — - _11:1______J_ __-�--- ,��- 1 _ , 1 , 1 __ iza i Im ,I0m I I R3- - - tL�-7 .2- - (6-� - -. , _-_� I— - _ _`i k.......... „,.... 1 o I 0 o , , I - fi__0 J ,r42 i .. 111 i __ _ - I I ,� b — — - 1 -- --o 111 u iii !') 1 1 ; olicSe..),9 i I c r..,/�/.cam = 4,5" P3 2 S PSG — �S Al aw y SJ ,} Jam, ._l-NSu.e.Ri�w _ � , 0 PSS /,7L�� /iL/l� // � "' _ �r a�04.4, = 3.63 f'.3.; - wai AG iati = /.S ill A- a' log= - 1 3 P3 F 1 re-,,,,,N c, _ 3,5- psi 'c ``?lbC4J C c-,4_ ./4 = /..S'*-3;' \sib ` I i o' hod' �, CMt Mf c- z, o +s ii viol- = •4/3 ,� = Iz4' > 3i_ /Cc G M`SL /,5 r"5� Mg D¢ayt 6,-no = 3.► `IC) = ✓G+1 PSS 'Tc7TA L _______ facCvdt- Dom+t?' 1449 = �'�5 r•-,124.40,4041 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I0 W D Y Structural • Civil Engineers lima IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: ,e.,c-Z Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG gc2.2/' .'12.1,9/Litt rL.Ccy CctArr, 1 I j FA5u4 I . -V 1 �• 12J- i o— I 1 � 1 I ' i III III _L— I r- of ....--7...— — III 1 \ —_. tr. . R -14 1 I °i.1 '14t w- 1 00 I 4 \ 2 I I f l 1 I1 1 tb u %, of cz3—ta IdI I k i 1 o- — k ��—cp I ® riiiiiii ; ,, \ It b , ,‘ R-3 -7 4 I \ \ :t ' __. 0:1 1 I ail, 1 0--- ---_ - -/S- o— --1_ I I � - _ I I L i I b b ! 1 C I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com Structural • Civil Engineers rill WDY g IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: g_p— 3 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I "7 Vz t 3.5(`fZ loyD ÷ Z (4 ) + 15. it -5 it 1V. 5 / _ 1 S P I M = z S*--- II Ste — 7g.4 3 I /yam = Z , G.P - Wz4-k42- S = A3rr Zz1..5.5 I r - Z w I W = I8cDf7c / M its—J ,, ter, l = 3451)'k... t 37 ' 1 I z3 ,,U 3 LP 7-4-x ,G9Z., I S—/ I X13-- , r , I 1z+ 3-S<.,7.) t15r, li_, I tad PIF IN I IS 1 4 _g i ki .1 ncf : '7 S. 5 i n r ' ...),.....se,.. ; W is x 35 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I WD •Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 94:- 4.. Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I Ix'13 - 1-- 1 l /7 -- Ic/z '-Z� + (so `r z� I S 72- 5/k/-3 I S � z I ' ? =C 3612- + )o4X 2 ) - /50 = I I 1 5 e4.-F I (-- 1 Ht , ,05.. A___ .1: ZQS It P r(43 S agt = -1.3- '7 )H ITri �8a.�`� t&:SE ; w t $x'4 11 I -,-,-) -------6 z.._-* ?....,,,5)q-e- 14-fa :.--._ (z--1-4, ea- 7-0 1 I 1z.4 t�,`r. T 15 3,I q .0 4--- E : 1...)iSx35- S — 57Co - 51 I I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I % J D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: . Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I ) 5- , (5 + 9-)6 ) fJSu = 53a101.0=-- N.A... 5 Z'Ie- 11 5 za 77A, 3 � c .5a /,u ¢ S = -1S ' .z = " iIii' —0 LA-",eri_ );?-. , IW = 9-z-(11, 5) + 150 = 6,3S p - \ ( IILA :::-. •9J� q, 5 5 / 34. 5, I 4 57,1 51© F--I3 _ 0 La L✓ t2-ap1 II p, v.,..c iee'[. h vc-, i WL $No-U c T 3M I .5 1,_,2-1,,,,161a2 v�-�2 Z2 36.-b S f1yiml I 5= 131 x= 15.E I I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I 0 W D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 4F.._ Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG Ii 7 6 6 4-z) ) = -t 5 114,-- 41- I I I Nov ' s s6i 6 ..7 =,5/o + -/oaP 5. 6,� 3S cGk 16 e'k S ac LA-S6-; LA) * 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com Ifl W D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 4.p- -7 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG e54- )Ltz,) 9-5 PVr- a Yk- =- 3 2 5 k I St2g_" /51" ' ,.S': S7 ? = 531D W =(1 > ) + i 5v , z 8 5404-- Tz '� „Oct g1/41 sc.) 4 ,. wt gk ?s 57 T--- 5w Ice -/3 , ""t..os` f -ero C. I /fr 11► zgk. NA ► '� S = - �� 3 T = �a .� vac-- ��x 4-6 6 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ' W D Y Structural • Civil Engineers Fl Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: g F g Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I - i 1Uc,, w A' w,/r_4.isC4.z) 4/ as : d I4: ,1, L .: 122 i,uIL ' ,)c- w l4- z 5 z-9 .2'-- l 9 f 1 ---4S - I q- -u., ,ter,- 1 J= t i _ — 9� a 171 I ix t `13/ 71 Z;4-1 5 ill ';- 2-�. `f-, `F I -1r5G2 ids S z3 5.=-1/ I W - g'(9z-) f / a a _ t-Ac, t'c e--- IL Z ' ' ,t. 1 , n i,,.t I2 l /NI 4" U..S 6: /1/SS,$4,k ¢x s = Z7 S- /gy I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I Fl W D nv Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: e_4=._ • Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I e-i 7 1 ZEE Z., 'l.- I S as-- I -/ w 1 ( t I W = 16, 5164-4,) 4 I 's a = 8 P . 4-d tc It -7 ' t� 7-- , 5 r� 1 5 _ 12. 2 ' ic- 1 T "35.r ?t,s.. e. % MCI Zx 3 I z5— I 1r----77.----ls, l,_ w :. 1., `) + ( S � 1 Sem 1 f = ZaO C, o,2 = 7210Z,,,..6 IIN`, 1-3, z r'E- S t-L ' 10-5 s 363. - T= 3c,/ I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com , Structural • Civil Engineers gineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 1r„F_/v Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG w Wiz► `-'- F,C.9'G) 3 c f 1 _____j 4 ' _ 30(:)/4,0 dzI 1 ' -z ) -4. 2-‘, ISA"(e6 ,-... .511c-eir— r C ----) I 1' 36 ' IL I1.,...—E : Z-9- 0.4 5 as/4 ,- ',_,c./ LA.... .4 ,fi d sisr e ',.- d'1 d. _ 1 L..,-) ,=-- L4'z 3 ieAl- ir ► 1 6 2d k- 3 /za 6 C� Vie", da!373'•-pd 1 , w - es-61-z.) -f 1a,Pry = 4-3 5 .,4.1r T 111 s•--A. — 9 '4- 1 s - 195imt � 1 T^ -1, _ 15 Z-r 4/1- I u e a)/ '2_,Z s�79 1qy I I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I Iry D y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 0,4c—// Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I 1 I.,-)-=-- e561-z,) :.---, ‘,3 .5.,(0.-- f-- z_5 i / i c.,L., e- : 2.,: fr.—. 3,5r--/44?...7 6„,f„, I1057a 6 S I-a u ` c, ,,„.. c 'M�'c , weGc ' i w Iw = c {4z + -'-7 S-) y IS> _ 1 Z 5th_ .2--1f M — 1-S4) j,, L. "r /.1/4-'4 ), t.; .. e w I , 1c 5S 111 J I `'-' + = arc¢ A r I I.A. f I t f s 1 i -x zz 1 - I 11 Lz ' 0 z ,,_) zd .rr II'& =- 9el-. i 'I4- IC:- . , r4-41 Ti,,,, l 5.3 iAd -_ 3 5- _z- ZgSr 5 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ' 1171WDY Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: j� Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG .�- ( .. 3 I 5 etr Gc 3't4LH 3 • c."406-Ai lam ,# ,•7-3 `end C, Zs)L� � L z) oat (01- pt 9tpz 25r'= 3, /zt err 1 r t i 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com FlW D Y Structural • Civil Engineers IIIJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: ,gyp. Is Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I 1'e•'5/a-4-i :r i' 01'tffre--A,/,,,w ,' M,9iiv Gym . P t 3 Iet_ 7--(.,, 5--( f.„) .4.2_5t, z ) ,, 'f7 _..f-i. .Nc. i Z 3� � ii 91,- `� il Ifg 1 - - "1 ,9 6. ).r- moi. 76,-5)/ ..6 = 7.,5,E - r -4 N 4 7->!' /G' u..�/i Lc_ C-4.1 L V i-o r11 P3i. 14 0 ,04- l 4fr-/z IuZil fag. Ped,L.. ' f e- (2'�5' + lc7-:- 17;,. 4-.1{-01 f -f 1$ --- i .ae:E = 5,1 „�,� z' L Z2.5 .aJ - 1-5 I7f5t-R _ (21)/4_ -t ., .4-S<zt)f-le IT Gp t(G. ISecril! ,E..,2-yJ e,,,k.JG. ��T�'1 HSS `-el-i‘4t/> r-57'-1..' 41 C'.z),/ )- ,64 �. _ ._ -rg-'-r' H, E3-e-u_. !, .s C N IC-• Cn i+if�' ✓3 __K1G !o,vta iox/AC. S ' TZ" A . 1 f,'t r- 3A7 T = ldd 4-=-9--/r,_ 21(1-0I-3,0, -..C5 -d 'Ca. _ .17-._3-L.Sti _ 1c6 = .'610 64-6) = 3u -61'.Z re_ = 7:1»7 s,-z -- 3a-l•, Z ' z• Ykll 4 /, 33 Oh- 1"1.- 4J ZJZ.7 a) 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 9 ph:503.203.;111 fx: . $ .: .wdyi.com riW DY Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 4... Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG t /a1-- ucr5e 40. 4 /,� �r1,L��' x Vl 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com FlW D y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 15 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG 14,_ l - 2 4-3 t Z i 17,h_ ,S7-t. av5ir 4040 Floe 111 I P / aA , , -3 S ' tLc-5e:: -7A.1 1 1 1 1 1 ' 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ' � W DY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: /_/ Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG i (\ 1 c\ — , 0 Io h Ifr----\ 1.. 1 -----111 ` I I ...40-i I p.).-4 01, f)--____ tir , , 11,0,4. _ 1 . ___ ___ __ - , 1 , .4 , .., ,...,--, ____,--._ , , , ,. _ 0 _ ,,, ... ____ , .. 1 fil a 3 F.,13-447 -- - 1 ®, W �- I■ 1 _ _may_ •.. - I� I o im .r 1 \ %. j't % ' ' 1 �War0 MN 11 Inimmimir. I 0 iVelliMil 0 Fe,-I __. 1 -\,- -'4'-' \,,, - ' I II 0 o m•x 0 d 0 .�.-_ _ .--__ 6 5."Me. si 2/ ..e./972-,- =/. .,-, 3 4/..._ I 4'i�7C...-x.-c_2c-iE 41- e0:-/#- 0: /7�f'-5/- ,S7ipel—S Z'/4A pec le--,,,J4" z,3 ,,0,5"._ •-•-c :7-/-7.-,/, ', ,,..-45* /a="4‹,- ,--4-r9,4-0-1,"t_i c o4S,-,--4-✓9Nniw! _ Z,,S ,-1,- SS'I CE.Li.c1�. '- ¢.0 rsp' CL/��J',�:�x,)vtS 11-6, f MSC Z.v f .ILA,5 c = i, S r'5 111 ' TorA,L- - fo a Pte- -/7E/Jd0 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I 0 W D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: �f-_2- Client: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I /—Ga=7 2 / 4,(l/4/ rent 7., I0 O @ c e ®....... ........ .. .._ . .. ...... ...... ......_. _...... 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' 3c c 5 e - 2l- Li 9.ercv/G aPFc1 CA)6-4- 5rd, J�'$73 E' s`d��c IJ -3 I Cv,¢+ c4y,- Ja/Jl D (9-,/4.nl __i+� /rte PSG- __GG . __. > l : _ y 1 I l z 5 ODv) % .5cx-7/L f !/ IIt I t,... �� - 3',e5.• w 414-14 4,44, mod ,vG 1 7 v=7-,'7 i is 6 , W)o x i —,3.,j L ::- X8.9 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 1 WD Y Structural • Civil Engineers In Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: FF- 4- Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG , r , d ' '1 , / 1 f u.)„..,,:-... .1.0 es.) -- z_.,e=fr.,a4,-- 1,c„, Li — c (5) s 3 Ac 111 1-454`-' /fl k. �:Zcel a�� 1 1.,,- .6.3 Sri-. daisrS e 5-v.. I I I 1 I I I fr -L_ ,7 yy "4-4 Cam•Je1'N sre cTid�. T , { ' -- 2.-S'C-t 2.0,1- e)) 2 5" 1 a� + 26 --77_ P I r~c. = 2.1. & `k 5_ is, z: S- 7S, 3 _ I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I W D Y Structural • Civil Engineers In Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: GF —s Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG L,`, = 5,,,6,44:0) t 2.s(lav> f®w T /z0v /04-fi 1 � � IZ?J,S �- _ . S = , 2- � I -/-- � ' ¢ [' $ (. '1&-r 4-n S meg, 1 � 71z F/3-3 I ----- L C 46a,r. 35 %m W = 2 (76.+ c>,.) -1- /as = i4,24.- _1 zz fi l _- > 5$; sl,(G 2-f/4k. S (Let :3, H1/4/ 3 t•-3e" : GvIB-►' S= 7g, S 7' =7/2 It-3-4- w� 1 1 rt /l/, 7 2.-60;3k Sri 44, ,�e 3 6 t.,,_)/OX .2--(1"f 77.. 'F,5-0 i Ai ?- &si, ..ic - ‘, / I I=3 - S IL.,.....) :-. e,(l c.4) ,- 1(.100) 4 7 a - r cfA I h.k_ _. 35,7:L 'f 1, ' T I S= 32 T= 17° 6443 SW Beaverton-Hillsda- ., .' • •: • ,,h:503.203.8111 fx:503.203.8122 www.wdyi.com 1 EIWDY Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: `—<„ 1 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG Ir6"-ta SAW- wAt„c_ l —' 1 dr za3C / 91 � 1,,,t_ r...... 2d, 514. 3 $ /%4 z c, �-,,v fA5G G-w/ .5 2 2 1 z, a 3 y- ,�►4 S / 2? _ /97 I5--TA(4- ->mee -raise. W ''1' 1 z.` 1 Nk. = z3, z sir 9, 3,,..•3 I Trwt..-- s ," ¢ & ` CIZ.1C7 ."2 1 I I Y3 - °' 4Lr2o = /6.6 %® w I , w = 30 ./zo(Ss) 7,' d) + /00 ! ze. S 11/4 1 5a, 7k 4F50 /244.- S /ciP¢,,ie I 9'9 z�� g" _i (�E � wx jai 57 1 S /// z— // 7d 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com II nWEIY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: wi Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep 1 1 OuT— OF-,°GANr. ImoL.L GALLS NoTi-D a y O 1 I \ i II A61 i+ ___ _ __ _ ____ II 1 i wAt E. _ { I \N.:/l �i, t I ) ) 1 CI \ 3\I .1 I ) 1 A3 ‘rAz \ i A6 --- I ,— UvilcL 3 1,1 A i WALL • Z• I k.--__\ WpLL. • N i A� a I g CO a % I , �fil) ' ' { 1 . ____ --- ___1 i I KSEEtaa-A Sic-rat.$, SEcTon A wits f Fie,o4>:,S I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I flW D Y Structural • Civil Engineers tJob Name:. Alberta Rider Elementary Job No: 03320 Sheet No: WZ - Client: Ellis Eslick Associates P.C. Date: �r"jrj4. By: dep i • 1 ' � ! L. i i J 4-I -I -- 1 4 'I 3' Sl /MI I i Q C I O • , £ � r 1/ I 1 - Q t 3 [ain 3i QA ._ 1 e , , I .zz CA tea..-. Vi I 4 121 l*A -z 1 J 7.1 '1't MAy ,_ v C' I IA `,7,� -1,- (Z41 1 Z SILL A � tli VZ I LI p ! ;ot,niM I nal -1'1t!M • ' I1I�;J I` I I ! i U I, i ,_.; -, £I g 3 i �1 1 8 iidM , i 1 1, i f''' • ¢ 0 6443 SW Beaverton-Hil dale Hwy,suite 210•Portland,OR 97221 •ph:503.20:.811__- -i . 03.8122•www.wdyi.com 1 I WD Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 3 Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep I 5,56-ro,(_, A t,,a6C pM' OF AtoOrVe IAl 6AZd0 1- _' i //VT' LOAD b=-- 9.61 / .. = (29 'X/ s/A.)01'l= s741-3 * /541 = 561 IPu. _ (1q 9f-zsed >> ') = , 7q-75'4/'! -t, 87,c- ' USE 62)1'5 Ai' ig 'L AZ &it& 7 e PT 244 ' p= 2816 )1 PDL,--- 69961 pct-z il' ) - 64061 13.6 - 1740 p,,,. e24')( )-5•- 1'-X. t)') 4- gj415- /3,,,i 2$‘$ IUsE L2) 05 vt-cir a. 19 no,c 1 I3 6� w 3 �Ame b=314" l goo; t,�l,� (8'XiiwfN ) c 136 roti,-. N Ih = ;4,5 , aoar t41,... = ($)(147,(,) Zv° P „- y -r- Nb1b Cwv' Poi- = [136 -F 62'11"1=.!6'f7.3?—3294 1 _Li...1_1_ I u N0,_ cw-,..." A- (zoo X6')/3,33 — 3601, 5C4-3! 61-8 i 5 = Y (2.4.2 PSS J\594 " 74 PS' i ' 24 i TRI,--111 irg.1..=1041 ,a7 � 11 Yli��586 `7 33 4- G))( {i117.?3)"" ilcrl 111 06 ln..) = (9X.9q6-1) 611,5- 54.-- 46 P512--- Ir!2 ) 5 c_. 6';.-c. 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • h:503.203.8111 •fx: P 503.203.8122•www.wdyi.com I aW D Y Structural • Civil Engineers bold 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 4 Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep I 561'fL-- A In%4i,e-5 OW7 t,Jf- A7e.o"1x. I 144 i- "as,MS h: 6�v/fr h= zri 1 1 Fe // 01,311 /� / Y `r '"66,5rA6 '/ _ 10pft` & — Z;36 OGi- +tPil-1-7� -/- 136`s /157, ti I ��3, PG,-. _ 600p(.b�-.) E,' -f-Lot, ':',311 '4 ( 4 ) l3" 0A. 3a4a\,g, Ptt'5 C2,) 'S'r 1a 84l ov.G1.- I As WALL L l'il,074.,..--- AT e3)DbdiLs z h z 2't, &v 1 g+)Z'XUPSx�)_ in-00,— /'!l -(4/1.1.,9'oP} ��9) - 22'13) f;.li 111 1 (0.6I). (2) 1;5.- As= o.6 I 4?' 06)045,9 0,0033 n p = 0. o gsS 6.bq j' 0.gee I22111 14'4)0(6,61 y V8= _ - z __ = 8CZ P5, < 0, 3 3x//3,l Z600 l'St ) ., //.55-,S: 01C.. (16"X11,6") I F'rm1 =67t7sX749(51) - CH)0ti. ka- M ►l) 37Pse o.zS1 I �4XIz� ( oc) = 6 1 g Psy 01L A6 WALL, Z ----, Pm_ = (2 S' )`1 A f r) = 42s 86Z 3 ri1 a: - - " Ih= 28 ' 054 .c ir7 IS"o,(, a h- 23 p,5ics s; 32 C , I 1 A---) 1,41.4., 2 Siam y13.33 Pal,= 6}`ZSAI 6�t ) - 2I-.0- If =2� ' Pc-i,=-6-62 i > ' 312 '1 r 6441411,,: 91 Psi- ' 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 FlW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: kis-- Client: sClient: Ellis Eslick Associates P.C. Date: 5104_ By: dep 111L 5.6-6,7-1.1._ A Lv4L.L_S IA g Got LifrL 6,z w 3 h= 13' • I Pm_ =- (3o 'Xl7PiP t 606-0 +( 177 i,.) = �I53 pG,g PL1 = C3o' ?(ts at ) + s9(fo ,-z,) _ 3150 Po I I A9 GRID 6 ' GAt,14"-1 60-0,34 w IP'(0,3 4)(7 7.-',, _11 pf,,-)-=- I 85—Pz..e- II , ,;,, )3 -R,1, RIS los R-2, 1' 11 /fl 1309 I ff or. &X 13oei) 12.5 PS —� (Altoir�. 12. 24. 1 3 q PsF \ 1 Pm, ' U3-4/6 (1-) :---11€13 Pim-- PGS = (2306)(-25.)` /23 i,r,y, I RI, , IWALL ANoicM464- = d,e6 W rS ) ��3 ' 1w61:-.1s R4' °��RANcxu�. =Co. 66t?...! X-11 I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FlW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: w6 Client: Ellis Eslick Associates P.C. Date: 404_ By: dep 71Phv izooiL 6Z14:1 L q,, l 3 /5" v✓,oz% R n 1 1 14= 12s' PaL = 5i-1-4 l P51-) 4 (9/1/1,547g9 .S + (11177105.44) =^1579 '' Pl,l.= zs = J4 SS 14 = (26495f 1 l a. pco04 h � i3' b 5 61 I° Q°L=65��`bo Ps F) `F 68�"Zs'"60psf-)/$t + �6�C 77x3�� 3 ! -F /514 7O 1 1 F = 43f I I. I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rilr D x Structural • Civil Engineers I kiwi/ Job Name: Alberta Rider Elementary Job No:. 03320 Sheet No: W 7 IClient: Ellis Eslick Associates P.C. Date: Sip - By: dep CMU Slender Wall- Wall Al;Grid L at point load pg 1/3 1. NOMINAL DESIGN LOADS DEAD 561 PLF 111 LIVE 825 PLF WIND 15.00 PSF SEISMIC 26.20 PSF I 2. WALL PROPERTIES ' NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 27.67 FT HEIGHT/THICKNESS RATIO.(hw/teff) 43.54 ' PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN I3. MATERIAL PROPERTIES CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm CMU MODULUS OF RUPTURE 2.50 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI ' REINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL ' A bar(in2) Spacing (in) AREA OF STEEL 0.31 18 0.21 INA2/FT CODE MINIMUM AREA OF STEEL (0.0007Ag) 0.06 INA2/FT OK reinforcing ratio p =As/bd = 0.0034 ok I CODE MAXIMUM Amax= .5*Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO ' EXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com lin: W D Structural •Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: We IClient: Ellis Eslick Associates.RC. Date: 51 By: dep CMU Slender Wall- Wall Al Grid L at point load pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h ' 7. PARTIALLY GROUTED WALLS 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 111 7.2: IF PARTAILLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 18 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, N0=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, N0=0) 1 111 10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 I DESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND QUAKE RED.FAC CASE 1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 ICASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 IN^4/FT I GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.49 IN I CRACKED MOMENT OF INERTIA 62 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 127 PSI I ' I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com W D' Structural • Civil Engineers limmit ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W Gi Client: Ellis EslickAssociates P C. Date: cbg By: dep I CMU Slender Wall- Wall Al Grid L at point load pg 3/3 14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 2492 PLF ' MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 9516 PLF CHECK OK • 111 15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 1.41 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.23 IN SERVICIBILITY DEMAND MOMENT 2.26 FT-KIP/FT ' DEFLECTION 1.19 IN MAXIMUM ALLOWABLE DEFLECTION 2.32 IN • CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 &3) CASE 2 CASE 3 ' STRENGTH MOMENT DEMAND 3.29 2.82 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 4.91 4.51 FT-KIP/FT DEFLECTION 2.34 1.84 IN CHECK OK OK t I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 ni. D Y Structural •Civil Engineers 1 `o Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W 10 ' Client: Ellis Eslick Associates P.C. Date: 44. By: dep CMU Slender Wall- Wall A2: Grid J at point load pg 1/3 t1. NOMINAL DESIGN LOADS I DEAD 1748 PLF • LIVE 2570 PLF WIND 15.00 PSF SEISMIC 26.20 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 29.50 FT HEIGHT/THICKNESS RATIO.(hw/teff) 46.43 I PARAPET HEIGHT.(hp) 0.00 FT • THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES I CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm ICMU MODULUS OF RUPTURE 4.00 fm"1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL IA bar(in2) Spacing (in) AREA OF STEEL 0.31 18 0.21 IN"2/FT CODE MINIMUM AREA OF STEEL (0.0007Ag) 0.06 INA2/FT OK I reinforcing ratio p=As/bd = 0.0034 ok CODE MAXIMUM Pmax= .5"Pb= 0.0093 DISTANCE FROM CENTROID OF STEEL TO I . EXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I nW D y Structural • Civil Engineers bona I Job Name: Alberta Rider Elementary Job No: 03320. Sheet No: W ii IClient: Ellis Eslick Associates P.C. Date: 404, By: dep CMU Slender Wall- Wall A2: Grid J at point load pg 2/3 6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h I7. PARTIALLY GROUTED WALLS 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 7.2: IF PARTAILLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 18 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I 11. CAPACITY REDUCTION FACTORS (PHI FACTORS) • DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND 1.0 1.0 QUAKE RED.FAC CASE 1 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 I 13. CALCULATED RESULTS/SECTION PROPERTIES IGROSS CROSS-SECTIONAL AREA OF THE WALL 92 IN^2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 IN^4/FT I GROSS SECTION MODULUS 116 IN^3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.61 IN I CRACKED MOMENT OF INERTIA 72 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com W Dy Structural •Civil Engineers `w Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W/2, Client: Ellis Eslick Associates P.C. Date: 6104... By: dep CMU Slender Wall- Wall A2: Grid J at point load pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) ' DESIGN AXIAL LOAD 5498 PLF MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) CHECK OK 9516 PLF • I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.29 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.41 IN SERVICIBILITY DEMAND MOMENT 3.57 FT-KIP/FT I DEFLECTION 1.86 IN MAXIMUM ALLOWABLE DEFLECTION 2.48 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 &3) CASE 2 CASE 3 I STRENGTH MOMENT DEMAND 5.72 3.50 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 5.89 4.85 FT-KIP/FT DEFLECTION 4.20 1.80 IN CHECK OK OK I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 111, W D Y Structural •Civil Engineers Immeil ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 13 IClient: Ellis Eslick Associates P.C. Date: 619+- By: dep CMU Slender Wall- Wall A3: Grid J at Jamb pg 1/3 I1. NOMINAL DESIGN LOADS DEAD 3430 PLF ILIVE 560 PLF WIND 15.00 PSF SEISMIC 46.00 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 29.50 FT HEIGHT/THICKNESS RATIO.(hw/teff) 46.43 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN • 3. MATERIAL PROPERTIES I CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm ICMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL I AREA OF STEEL A bar(int) Spacing (in) 0.31 8 0.47 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK I reinforcing ratio p =As/bd = 0.0076 ok CODE MAXIMUM Pmax= •5'Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO IEXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN I 1 I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 ru,,, D y Structural • Civil Engineers I lima Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 14, Client: Ellis Eslick Associates P.C. Date: 5/o4 By: dep CMU Slender Wall- Wall A3: Grid J at Jamb pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS I7.1: IS WALL PARTIALLY GROUTED? (YES=1, N0=0) 0 I7.2: IF PARTAILLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 8 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 % I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) • DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND1.0 1.0 QUAKE RED.FAC 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 I 13. CALCULATED RESULTS/SECTION PROPERTIES IGROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 INA4/FT I GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 2.05 IN I CRACKED MOMENT OF INERTIA 112 IN^4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rrD Y Structural • Civil Engineers boo I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 6 w IClient: Ellis Eslick Associates RC. Date: 5/6y.- By: dep CMU Slender Wall- Wall A3: Grid J at Jamb pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 5170 PLF MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) • 9516 PLF CHECK OK I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.46 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.45 IN SERVICIBILITY DEMAND MOMENT 5.27 FT-KIP/FT ' DEFLECTION 2.46 IN MAXIMUM ALLOWABLE DEFLECTION 2.48 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 &3) CASE 2 CASE 3 STRENGTH MOMENT DEMAND 7.94 6.71 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 10.16 9.66 FT-KIP/FT DEFLECTION 4.32 3.52 IN CHECK OK OK 11 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • ni int Q`y Structural •Civil Engineers biome 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Wle_ IClient: Ellis Eslick Associates P.C. Date: c/94_ By: dep CMU Slender Wall- Wall 4: Grid L at Jamb pg 1/3 I1. NOMINAL DESIGN LOADS DEAD 1152 PLF LIVE 311 PLF • WIND 15.00 PSF SEISMIC 40.00 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 27.67 FT HEIGHT/THICKNESS RATIO.(hw/teff) 43.54 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES ICMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm CMU MODULUS OF RUPTURE 2.50 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL I ar(int) Spacing (in) AREA OF STEEL A b0.31 12 0.31 IN^2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK I reinforcing ratio p=As/bd = 0.0050 ok CODE MAXIMUM Pmax= 5*Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO IEXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com fr>r D y Structural •Civil Engineers I lima Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W i1 IClient: Ellis Eslick Associates P.C. Date: .6164... By: dep CMU Slender Wall- Wall 4: Grid L at Jamb pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS I 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 12 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I 11. CAPACITY REDUCTION FACTORS (PHI FACTORS) • DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND 1.0 1.0 QUAKE RED.FAC CASE 1 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 ICASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 IN^2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 IN^4/FT I GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.72 IN I CRACKED MOMENT OF INERTIA 81 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 127 PSI I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com Dy Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W t'g Client: Ellis Estick Associates P.C. Date: slip By: dep CMU Slender Wall- Wall 4: Grid L at Jamb pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 2570 PLF ' MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 9516 PLF CHECK . OK 15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 1.47 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.24 IN SERVICIBILITY DEMAND MOMENT 3.37 FT-KIP/FT DEFLECTION 1.88 IN MAXIMUM ALLOWABLE DEFLECTION 2.32 IN CHECK OK 1 16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 &3) ' CASE 2 CASE 3 STRENGTH MOMENT DEMAND 4.90 4.48 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 6.80 6.51 FT-KIP/FT DEFLECTION 3.18 2.87 IN CHECK OK OK I t 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I 0WDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 101 I Client: Ellis Eslick Associates P.C. Date: ;1/44- By: dep CMU Pilaster Analysis 0 AT Liei2Ar1y ISpecial Inspection ? 1 Yes Load Factor= 1.33 (1)for LL, (1.33)for wind/seismic 1 b= 12.000 in Fm = 2600 psi nominal depth = 16 in Fy= 60 ksi actual depth = 15.625 in CMU Weight= 77 psf I r= 6.93 h wall= 24 ft cover= 3.81 in h parapet= 0 ft effective ht= 1.0 I h' = 288 in Momentstl. bar# 5 h'/r= 41.6 quantity= 3 I As = 0.92 in2 d = 11.50 in I rho = 0.0067 k= 0.4391 n = 25.78 j = 0.8536 n *rho = 0.1719 2/jk = 5.34 ILateral Load = 316 plf • Total M = 22731 ft-lb 1 Applied Vertical Load = 9410 lb Self Wt mid ht= 1920 lb Total Vertical Load = 11330 I f(b)= 917 psi f(a)= 60.43 psi F(b) = 1153 psi F(a)= 592.69 psi ok ok I f(s) = 30.2 ksi F(s) = 31.9 ksi ok I 1 Combined = 0.796 + 0.102 = 0.90 < 1 ok I 1 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 nD-y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w so IClient: Ellis Eslick Associates P:C. Date: .5-b$ By: dep CMU Slender Wall- Wall A6: Grid 3&6-28ft pg 1/3 I1. NOMINAL DESIGN LOADS DEAD 425 PLF LIVE 625 PLF WIND 15.00 PSF SEISMIC 26.20 PSF I2. WALL PROPERTIES NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 28.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 44.07 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES I CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 f m 1 CMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL IA AREA OF STEEL bar(int) Spacing (in) 0.31 18 0.21 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK I reinforcing ratio p =As/bd = 0.0045 ok CODE MAXIMUM pmax= 5*Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO IEXTREME COMPRESSION FIBER -3.81 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 2.00 IN I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com D ' Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 2 l Client: Ellis Eslick.Associates P:C. Date: S/a¢ By: dep. CMU Slender Wall- Wall A6: Grid 3&6-28ft pg 2/3 6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h I7. PARTIALLY GROUTED WALLS 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 1 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 18 IN l 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 t10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND QUAKE RED.FAC CASE 11.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 CASE 3 UBC (12-5) 0.9 1.3 1.0 0.0 1.0 1.0 r I 13. CALCULATED RESULTS/SECTION PROPERTIES IGROSS CROSS-SECTIONAL AREA OF THE WALL - 92 IN^2/FT SELF WEIGHT OF THE WALL 76 PSF GROSS MOMENT OF INERTIA 443 INA4/FT I GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.24 IN CRACKED MOMENT OF INERTIA 31 IN^4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com int w D y Structural • Civil Engineers I ism Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 22, ' Client: Ellis Eslick Associates P.C. Date: s-/04, By: dep. CMU Slender Wall- Wall A6: Grid 3&6-28ft pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) ' DESIGN AXIAL LOAD 2118 PLF MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) • 9516 PLF CHECK OK I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.13 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.35 IN SERVICIBILITY DEMAND MOMENT 1.98 FT-KIP/FT ' DEFLECTION 0.32 IN MAXIMUM ALLOWABLE DEFLECTION 2.35 IN CHECK OK 111 16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 & 3) ' CASE 2 CASE 3 STRENGTH MOMENT DEMAND 3.22 2.82 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 3.42 3.42 FT-KIP/FT DEFLECTION 2.79 1.96 IN CHECK OK OK 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com InW D y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: v/23 I Client: Ellis Eslick Associates PIC- Date: 5104. By: dep CMU Slender Wall- Wall A6: Grid 3& 6-23ft pg 1/3 1. NOMINAL DESIGN LOADS • DEAD 425 PLF ILIVE 625 PLF • WIND 15.00 PSF SEISMIC 26.20 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 23.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 36.20 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN I3. MATERIAL PROPERTIES CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI • CMU MODULUS OF ELASTICITY 750 fm I CMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL IA bar(int) Spacing (in) AREA OF STEEL 0.31 32 0.12 INA2/FT CODE MINIMUM AREA OF STEEL (0.0007Ag) 0.04 IN^2/FT OK I reinforcing ratio p=As/bd = 0.0025 ok CODE MAXIMUM pmax= 5"pb= 0.0093 DISTANCE FROM CENTROID OF STEEL TO IEXTREME COMPRESSION FIBER 3.81 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 2.00 IN ' I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com IIIW D Y Structural • Civil Engineers Illudi IJob No: 03320 Sheet No: w 24 Job Name: Alberta Rider Elementary I Client: Ellis Eslick Associates P.C. Date: .5/04, By: dep CMU Slender Wall- Wall A6: Grid 3& 6-23ft pg 2/3 6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS I 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 1 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 32 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 % I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 1 DESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND QUAKE RED.FAC CASE 1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 r I 13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 57 INA2/FT SELF WEIGHT OF THE WALL 48 PSF GROSS MOMENT OF INERTIA 368 IN^4/FT I GROSS SECTION MODULUS 97 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.00 IN I CRACKED MOMENT OF INERTIA 21 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I Flu D If Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: (A./2 s-'"Client: Ellis Eslick Associates F.C. Date: 404. By: dep CMU Slender Wall- Wall A6: Grid 3& 6-23ft pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 1599 PLF I MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 5957 PLF CHECK OK I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 1.78 FT-KIP/FT IDEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.24 IN SERVICIBILITY DEMAND MOMENT 1.35 FT-KIP/FT I DEFLECTION 0.18 IN MAXIMUM ALLOWABLE DEFLECTION 1.93 IN CHECK OK • I 16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2&3) I CASE 2 CASE 3 STRENGTH MOMENT DEMAND 1.89 1.78 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 2.09 2.09 FT-KIP/FT DEFLECTION 0.44 0.28 IN I CHECK OK OK I I I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com inIA, D Y Structural • Civil Engineers I `"it Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: IN 2 6 1 Client: Ellis Eslick Associates P.C. Date: c/o.1. By: dep CMU Slender Wall-A7 Grid 3 at Jamb pg 1/3 1. NOMINAL DESIGN LOADS DEAD 2124 PLF LIVE • 3124 PLF WIND 15.00 PSF I SEISMIC 87.00 PSF 2. WALL PROPERTIES ' NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 24.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 37.77 ' PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN ' 3. MATERIAL PROPERTIES CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI • CMU MODULUS OF ELASTICITY 750 fm ' CMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI REINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL IA AREA OF STEEL bar(in) Spacing(in) 0.31 8 0.47 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK ' reinforcing ratio p=As/bd = 0.0076 ok CODE MAXIMUM pmax= •5 pb= 0.0093 DISTANCE FROM CENTROID OF STEEL TO ' EXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 2.00 IN I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 ',wily Structural • Civil Engineers I hood Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W z-I 1 Client: Ellis Eslick Associates P.C. Date: s/04, By: dep CMU Slender Wall-A7 Grid 3 at Jamb pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS I 7.1: IS WALL PARTIALLY GROUTED? (YES=1, N0=0) 0 I7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 8 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 % ' I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 DESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND 1.0 1.0 QUAKE RED.FAC CASE 1 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 ICASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 IN^2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 IN^4/FT I GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 2.07 IN I CRACKED MOMENT OF INERTIA 114 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com D y Structural • Civil Engineers I lb mil Job Name: Alberta Rider Elementary Joh No: 03320 Sheet No: IN Z S tClient: Ellis Eslick Associates R.C. Date: 5/04, By: dep CMU Slender Wall-A7 Grid 3 at Jamb pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) ' DESIGN AXIAL LOAD 6208 PLF MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 9516 PLF CHECK OK I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.30 FT-KIP/FT ' DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.28 IN SERVICIBILITY DEMAND MOMENT 5.93 FT-KIP/FT ' DEFLECTION 1.96 IN MAXIMUM ALLOWABLE DEFLECTION 2.02 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2& 3) CASE 2 CASE 3 ' STRENGTH MOMENT DEMAND 8.53 6.99 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 10.35 9.30 FT-KIP/FT DEFLECTION 3.15 2.47 IN CHECK OK OK 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com t nw D' Structural • Civil Engineers bond ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: v/ 2 ci I Client: Ellis Eslick Associates P.C. Date: s/o# By: dep CMU Slender Wall-A8 Grid 3 Lower Level pg 1/3 I1. NOMINAL DESIGN LOADS DEAD 4158 PLF I LIVE • 3150 PLF WIND 15.00 PSF SEISMIC 26.00 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 13.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 20.46 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES ICMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm ICMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL A bar(in2) Spacing (in) AREA OF STEEL 0.31 32 0.12 IN^2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 IN^2/FT OK I CODE MAXIMUM reinforcing ratio p=As/bd = 0.0025 ok Pmax= •5`pb= 0.0093 DISTANCE FROM CENTROID OF STEEL TO EXTREME COMPRESSION FIBER -3.81 IN I5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 2.00 IN I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com it nut Dy Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: vi 3 o IClient: Ellis Eslick Associates P.C. Date: 510$ By: dep CMU Slender Wall-A8 Grid 3 Lower Level pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS I7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 32 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 % I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND QUAKE RED.FAC CASE 1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 I 13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 INA4/FT I GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.25 IN I CRACKED MOMENT OF INERTIA 32 IN^4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 nwpy Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: IA/ 3 IClient: Ellis Eslick Associates P.C. Date: s104. By: dep CMU Slender Wall-A8 Grid 3 Lower Level pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) IDESIGN AXIAL LOAD 7828 PLF MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 9516 PLF • CHECK OK I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.47 FT-KIP/FT I DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.09 IN SERVICIBILITY DEMAND MOMENT 1.02 FT-KIP/FT I DEFLECTION 0.04 IN MAXIMUM ALLOWABLE DEFLECTION 1.09 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2&3) CASE 2 CASE 3 ISTRENGTH MOMENT DEMAND 1.26 0.87 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 3.69 2.68 FT-KIP/FT DEFLECTION 0.04 0.03 IN I CHECK OK OK I I I w I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com D Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet.No: w 3t IClient: Ellis Eslick Associates P.C. Date: St„�, By: dep CMU Slender Wall-A9 Grid 6 at Gallery pg 1/3 I1. NOMINAL DESIGN LOADS I DEAD 493 PLF • LIVE 725 PLF WIND 15.00 PSF SEISMIC 39.00 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 24.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 37.77 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN I3. MATERIAL PROPERTIES CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm I CMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL IAAREA OFSTEEL bar(in2) Spacing (in) 0.31 18 0.21 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK I reinforcing ratio p =As/bd = 0.0034 ok CODE MAXIMUM Pmax= •5 Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO IEXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 2.00 IN I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I riw D y Structural • Civil Engineers aimit I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: IN 3 3 IClient: Ellis Eslick Associates_RC_ Date: 04. By: dep CMU Slender Wall-A9 Grid 6 at Gallery pg 213 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS I7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 1 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 18 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN I CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I 10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I CASE 1 DEAD LIVE WIND QUAKE RED.FAC 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 r I13. CALCULATED RESULTS/SECTION PROPERTIES ti I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 76 PSF GROSS MOMENT OF INERTIA 443 IN^4/FT I GROSS SECTION MODULUS 116 IN^3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.49 IN I CRACKED MOMENT OF INERTIA 51 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com roWDY Structural • Civil Engineers ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W 3 4r IClient: Ellis Eslick Associates P.G. Date: c/a. By: dep. CMU Slender Wall-A9 Grid 6 at Gallery pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 2133 PLF ' MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 9516 PLF CHECK OK • 15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.13 FT-KIP/FT ' DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.25 IN SERVICIBILITY DEMAND MOMENT 2.16 FT-KIP/FT ' DEFLECTION 0.29 IN MAXIMUM ALLOWABLE DEFLECTION 2.02 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2&3) CASE 2 CASE 3 ' STRENGTH MOMENT DEMAND 3.19 2.97 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 4.70 4.70 FT-KIP/FT DEFLECTION 1.35 1.15 IN CHECK OK OK 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 flD Y Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: tA/ 3 5-- 1' Client: Ellis Eslick Associates P:C. Date: s/ait, By: dep CMU Slender Wall-BD1:Grid L at 9-13-15(Main Level) pg 1/3 I1. NOMINAL DESIGN LOADS IDEAD 1574 PLF LIVE 1485 PLF WIND 15.00 PSF SEISMIC 43.00 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 24.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 37.77 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES I CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm ICMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL I AREA OF STEEL A bar(in2) Spacing (in) 0.31 16 0.23 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 IN^2/FT OK I CODE MAXIMUM reinforcing ratio p=As/bd = 0.0038 ok Pmax= •5'Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO IEXTREME COMPRESSION FIBER -5.13 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN I I I II I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nD F Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320. Sheet No: w 36 Client: Ellis Eslick Associates P.C. Date: s/a By: dep CMU Slender Wall-BD1:Grid L at 9-13-15(Main Level) pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h I7. PARTIALLY GROUTED WALLS 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? - 16 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 DESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS ' DEAD LIVE WIND QUAKE RED.FAC CASE 1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 ' CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 13. CALCULATED RESULTS/SECTION PROPERTIES GROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 INA4/FT ' GROSS SECTION MODULUS 116 IN^3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.61 IN ' CRACKED MOMENT OF INERTIA 72 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com UI D y Structural • Civil Engineers I I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: v/1-7 -7 IClient: Ellis Eslick Associates P.C. Date: c/a¢ By: dep CMU Slender Wall-BD1: Grid L at 9-13-15(Main Level) !pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) ' DESIGN AXIAL LOAD 4019 PLF MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm)• 9516 PLF CHECK OK I15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.24 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.27 IN SERVICIBILITY DEMAND MOMENT 2.97 FT-KIP/FT ' DEFLECTION 0.80 IN - MAXIMUM ALLOWABLE DEFLECTION 2.02 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 &3) CASE 2 CASE 3 STRENGTH MOMENT DEMAND 4.29 3.56 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 5.88 5.21 FT-KIP/FT DEFLECTION 1.75 1.26 IN CHECK OK OK 1 1 1 i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I D If Structural • Civil Engineers `miut Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: IN 38 Client: Ellis Eslick Associates PIC. Date: .510 4. By: dep CMU Slender Wall-BD1: Grid L at 9-13-15(Lower Level) pg 1/3 I1. NOMINAL DESIGN LOADS DEAD 6718 PLF LIVE 3777 PLF WIND 15.00 PSF SEISMIC 43.00 PSF I2. WALL PROPERTIES NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 13.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 20.46 PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI • CMU MODULUS OF ELASTICITY 750 fm CMU MODULUS OF RUPTURE 4.00 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI ' REINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL ' AREA OF STEEL A bar(int) Spacing (in) 0.31 32 0.12 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK reinforcing ratio p=As/bd = 0.0025 ok ' CODE MAXIMUM Pmax= 5*Pb = 0.0093 DISTANCE FROM CENTROID OF STEEL TO ' EXTREME COMPRESSION FIBER -3.81 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN 1 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fit:503.203.8122•www.wdyi.com I , nwily Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 29 IClient: Ellis Eslick Associates P.C. Date: .s-k4,. By: dep CMU Slender Wall-BD1: Grid L at 9-13-15(Lower Level) pg 2/3 I6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h I7. PARTIALLY GROUTED WALLS 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 32 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I 10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 % I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND QUAKE RED.FAC CASE1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 , I13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 IN^4/FT l GROSS SECTION MODULUS 116 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.35 IN I CRACKED MOMENT OF INERTIA 37 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 204 PSI I 1 I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 40 Client: Ellis Eslick Associates P.C. Date: I S/d•� BY: dep CMU Slender Wall-BD1: Grid L at 9-13-15(Lower Level) 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 11015 PLF ' MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) 9516 PLF CHECK N.G I ok for hit<30 15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 2.74 FT-KIP/FT I DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.10 IN SERVICIBILITY DEMAND MOMENT 2.39 FT-KIP/FT DEFLECTION 0.08 IN MAXIMUM ALLOWABLE DEFLECTION 1.09 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2&3) CASE 2 CASE 3 STRENGTH MOMENT DEMAND 2.89 1.90 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 4.46 3.20 FT-KIP/FT DEFLECTION 0.10 0.07 IN CHECK OK OK I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,ortland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I W D y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: i,/9. Client: Ellis Eslick Associates P.C. Date: By: dep inSav,i.'1 Wii Ar srpi 4. T01.✓Klt.. lN= (o.39-X6 3 ) = Z1 ws� 8 6mcl� �-z1--(0`34X /10)= I h &/)(,3,0 139) y Z M I = ?-s-it -f- 34-6s = 7013 `- -- Pvt.,:( 26'X63)= 163$ I6terT/Ar4- ' 1/174 i. (.l113;) 4 (4.1 ,i J 3 806 f! = 3 7 - 185 1 1 t i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com WD Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: IN 41_' Client: Ellis Eslick Associates P.C. Date: By: dep CMU Wall Design ASD I South Wall at Stair Tower Fixed at Base ISpecial Inspection ? 1 Yes Load Factor= 1.33 (1)for LL, (1.33)for wind/seismic b = 12.00 in Fm = 2600 psi I t= 12.000 in Fy= 60 ksi t(eff)= 11.63 in Wall Weight= 120 psf r= 6.71 hwaif= 13.33 ft Icover= 3.75 in h parapet= 0 ft effective ht= 1.0 I h' = 159.96 in Moment stl. bar# 5 h'/r= 23.8 spacing = 16.0 in o.c. As = 0.23 sq in /ft Id = 7.94 in rho= 0.0024 k = 0.2344 I n = 14.87 j = 0.9219 n *rho = 0.0359 2/jk = 9.25 IApplied Moment = 7013 ft-lbs Ledger Load = 1638 lb Ledger Moment= 0 ft-lbs I Total Moment= 7013 ft-lbs Self Weight= 1600 plf 1 enter(1)for base, ITotal Vert. Load = 3238 plf (0.5)for midheight (0.0)for lintel I f(b)= 1029 psi f(s) = 50.0 ksi F(b) = 1153 psi F(s)= 31.9 ksi If(a)= 23.21 psi combined- F(a) = 631.16 psi 1,Vmoment axial total L 0.893 0.037 0.930 = I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I W D Y Structural • Civil Engineers 1 lima Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: W 43 Client: Ellis Eslick Associates P.C. Date: By: dep I Footing Analysis: South Wall of Stair Towers Applied Loads: Seismic Governs Footing Properties h load = 8.70 ft above top of pier ftg.width = 1 ft I h = 11.53 ft above bot of ftg ftg. length = 7 ft P dl = 2.18 kip (wall+roof) ftg depth = 1.50 ft P II = 0.000 kip (snow) S (ftg)= 8.2 ft^2 I V total = 0.81 kip M ot= 9.293 kip-ft pier width = 1.00 ft pier length = 1.00 ft pier depth = 1.33 ft I pier above soil = 0 ft soil weight= 115 pcf foundation depth = 2.83 ft IP ftg = 1.58 kip P pier= 0.20 kip I Soil Bearing allowable= 2500 P soil = 0.92 kip increase= 1.33 Foundation Total = 2.69 kip design = 3325 psf Dead+Live+ Seismic 9 "Dead+1- Seismic I R total = 4.9 kip dI+II R total = 4.4 kip 0.9*(d1+11) Triangular Distribution Triangular Distribution ok ok I e= 1.91 ft e = 2.12 ft 1.17 mid 3rd 1.17 mid 3rd length brg. = 4.78 ft length brg. = 4.14 ft Imax. soil = 2040 ok max. soil = 2117 ok Overturning Resistance Overturning Resistance ' M ot= 9.3 kip-ft M ot= 9.3 kip-ft DL Mr= 17.1 kip-ft DL Mr= 15.3 kip-ft I F.S. = 1.835 ok 1.0 required F.S. _ - 1.651 ok 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 I F sliding = 1 kip F sliding = 1 kip Sliding F.S. = 1.81 ok Sliding F.S. = 1.63 ok I Trapezoid Distribution Trapezoid Distribution P/A= 696 psf P/A= 626 psf M/S = 1138 kip-ft M/S = 1138 kip-ft I Max. Brg. = 1834 psf Max. Brg. = 1764 psf Min. Brg. = -442 psf Min. Brg. = -512 psf I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rivirDir Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 44- Client: Ellis Eslick Associates P.C. Date: By: dep i, m bsfliv4Lh 1.ivv( /or K/i t 6,0,v#A) 1 h = 8's� p Qo✓h,- F14, 1 (1)(0.33X)) � �/ ; 0.44- W Fes - 3 F min 3 Co,'1)(o.;3X0 Lip = 0.13 wr Fv6 = 0.34 Of Aso LI`(�.�-�t '''°Sr); I m- 6 ono_ 5,x-7..p4.1 ) — -7) ✓ r 3L ,.ti� sex /✓ 1,4y 1 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com ritW D Y Structural •Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: U/45-- Client: Ellis Eslick Associates P.C. Date: By: dep CMU Wall Design Ball Wall at Kindergarten ISpecial Inspection ? 1 Yes Load Factor= 1.00 (1)for LL, (1.33)for wind/seismic Ib= 12.00 in F'm = 2600 psi t= 8.000 in t(eff) = 7.63 in FY= 60 ksi I Wall Weight= 77 psf r= 4.40 h wall= 8.667 ft cover= 3.75 in h parapet= 0 ft I effective ht= 1.0 h' = 104.004 in Moment stl. bar# 5 h'/r= 23.6 spacing = 32.0 in o.c. I As = 0.12 sq in /ft d = 3.94 in I rho = 0.0025 k = 0.2396 n = 14.87 j = 0.9201 n * rho= 0.0377 2/jk= 9.07 I Applied Moment = 713 ft-lbs Ledger Load = 0 lb ILedger Moment= 0 ft-lbs Total Moment= 713 ft-lbs ISelf Weight= 667 plf 1 enter(1)for base, Total Vert. Load = 667 plf (0.5)for midheight (0.0)for lintel I f(b) = 417 psi f(s) = 19.7 ksi F(b) = 867 psi F(s) = 24.0 ksi f(a)= 7.29 psi I combined 1 t F(a) = 631.49 psi 1 moment axial total I t 0.481 00 012 0.492 I I I 1 • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 IIIW D Y Structural • Civil Engineers I boo/ Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: w 44 Client: Ellis Eslick Associates P.C. Date: By: dep I Footing Analysis: Kindergarten Ball Wall Applied Loads: Seismic Governs Footing Properties h load = 3.67 ft above top of pier ftg.width = 1 ft I h = . 6.50 ft above bot of ftg ftg. length = 4 ft P dl = 0.60 kip (wall+roof) ftg depth = 1.50 ft P II = 0.000 kip(snow) S (ftg)= 2.7 ftA2 I V total = 0.14 kip M of= 0.910 kip-ft pier width = 1.00 ft pier length = 0.67 ft pier depth = 1.33 ft I pier above soil = 0 ft soil weight= 115 pcf foundation depth = 2.83 ft IPftg = 0.90 kip P pier= 0.13 kip I Soil Bearing allowable= 2500 P soil = 0.51 kip increase = 1.33 Foundation Total = 1.54 kip design = 3325 psf I Dead+Live + Seismic9 *Dead+1- Seismic R total = 2.1 kip dI+II R total = 1.9 kip 0.9*(dl+l1) Triangular Distribution Triangular Distribution + M/S Controls P/A+ M/S Controls IF/A e= 0.42ft e= 0.47ft 0.67 mid 3rd 0.67 mid 3rd length brg. = 4.73 ft length brg. = 4.59 ft Imax. soil = 907 ok max. soil = 841 ok Overturning Resistance Overturning Resistance IMot= 0.9 kip-ft Mot= 0.9 kip-ft DL Mr= 4.3 kip-ft DL Mr= 3.9 kip-ft I F.S. = 4.712 ok F.S. = - 4.241 ok 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 I F sliding= 1 kip F sliding = 1 kip Sliding F.S. = 4.59 ok Sliding F.S. = 4.13 ok I Trapezoid Distribution Trapezoid Distribution P/A= 536 psf P/A= 482 psf M/S = 341 kip-ft M/S = 341 kip-ft I Max. Brg. = 877 psf Max. Brg. = 823 psf Min. Brg. = 195 psf Min. Brg. = 141 psf I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I nwpyStructural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: G I Client: Ellis Eslick Associates P.C. Date: "2.120 0-3 By: dep I56is*Mic, 1411G 7 avL 2 $O/L Sc. Pic - F,, tl-7- 87. Oits ?/irou IC4= 0.33 Cv = 0, 45 • 1?_ 15-- (ch+ln Sw -..5Ca J W _ 6,5X(2:33-X)) IN.. 0.183 tA) IAso , V: 0.131 w I WAIL DS7M'S R;3.a 4 = /, d Fp Ri 3 I Fmin, = 0. Chyp wP = (0.'l X0 .1 3_l.,t) - = 0, 23 tJ I .OGs)dN ----> cm = 0, 34- W I IWALL An!GN4/1466.. Pp--- 10 ^p _ I,S rr 6,5 16.131. ► q. t,; -- 0, 6� �,.) I p0Nclir.S ) - 3 I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FlW D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: L Z Client: Ellis Eslick Associates P.C. Date: By: dep P2ii,on.M S yS7rm c 1))& //ox 2.. 111 N= 4o t8 P= fin, 674)(1,-004,4)(1 )-= p - 1AI L- EGEry 1.Z i4.w4410 3 /, OUT (GOA4v0x s 6, $411,2)(4.1.X)) /7,osc �N Cdr b + )1, s64,4X► ) 7- j) p5/7-- 0 r 1 1 Roo' atm , PRInu .y 69 = 1,3 P= jS ,sF •1 i 1 1 1 1 ' 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 riW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: L3 Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep - I56cToti A WALLS/P40104 S goo F 1/#c, items' 1 i _ 1 I \ - -- I t 1_, _ _ _ -__.: ___ I l \ wp.L N, `\ �4i ea \ --.)t. 1 ) "' •i r„,.\ H I ) I 0' \ 1 \M WbtL S1 �1k WALL�Zi _ ` 11 ,1 IIAjvIi � W p1.V 1.1 10'x` CC 1 1I N NI 41= C1 .o 1 1 x ¢ L — ; c N2- 4f II3 . _ --1 I `SEMI-A Si erat.g, SE&Tor_ a Vv AIL ,s s Fj2Akv)f=.S IN.T,s, I 1 . 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com tywDy Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: ' Client: Ellis Eslick Associates F.C. Date: April 2004 By: dep LvA.J,c_. t s/ x'-c- 1 Distribute Seismic Forces Vertically 0.131 x W W h W * h W*h/EW*h W' V kip ft kip-ft kip kip ' RL roof 42 39.33 1652 0.55 79 10.3 floor 100 13.33 1333 0.45 63 8.3 total 142 2985 RN ' roof 169 37.33 6309 0.52 316 41.3 floor 440 13.33 5865 0.48 293 38.4 total 609 12174 / WALL, Si Lo WPti� —� wAbt�, 2 1 cl kl • • 5 o A sicrat,11 SEcTa,c A tAIALlS FRAMES 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 rillw D y Structural • Civil Engineers • 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date:' By: dep 1 j 5,8C70/1- 5, 4 0 i',,oLt.-s/A404/41-.5. -- - I I — 1 Roo, 4014.4- n4.10 5 , _- ' — — Li I I ` 4.3( ' 31 1a. I i M . r...3N ct- . I I `i.':/ . • i Q34.1 q 1 w I b2t 11v/vi ''• — ,--Z SZl '1'tbMI sz I I ° e J I 1 Y ,v �— I � \a 9n II vl of 11dM gal 71 l/M 0 ! I; Y. I I ac N 31; s e( 3 1 I i 1 lI,....m. ' 9Za ,�eM I I! , I1 I I ; , - — — — ;. /ci iv 1.... 79YNI V N 9L limn I 6443 SW Beaverton-Hil sdale Hwy,suite 210•Portland,OR 97221 •ph:503.20:.811_.- -••-. 03.8122•www.wdyi.com i.sr-- - 1 1711 w D Y Structural • Civil Engineers 1 Job Name:. Alberta Rider Elementary . Job No: 0332a Sheet-No: ' 4.6 • 1 Client: Ellis Eslick Associates RC.. Date:• By: dep. I1 S G1Z7 L BGD f/?4a�r,�S'�d-ot.c-.l L ___ LokvAt..- 1. vBL- is/c rS ! Ll3 (Y$1.-1 1 _____ I 1 „tlM . I f • Ic.-1 f �4 Z 4i ;� . Q ,q J ' I • J _I __ 8ZI -1'ibM • v 4 i HI I J 1i -r- 31 cn Ir I I I ' r ' ( f w 1 '- J' vi s I !:; ----i Ql "71 VM II 1 r V N - I i s : {7 ¢:il —11 ¢ L I I '_ ----- II' 811 YM r I . I ,..‘ 9L '11YIV 1 I WLir Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Ll Client: Ellis Eslick Associates P.C. Date: By: dep FRAM 4, 2 : (Mae C�'-r/o' 11 vsp1134 0 -� (8'tel)7,°sF�(I z') = 40, 3 k RooF -f- 06'-3 109(7,SPS/-) (281 l-5'Xlo,sfr) = 6. Z �` U/4LG5 cixr) Rn& Gr'la kA/u= (II'x60PSPX56 ) C6'Xpr,-)(11') = 48 k rain_ 4 g6'X7.S4‘,S)(1Dpsis) LALA.— 5.0,.Z Focht.. L6-16L-M Id Roo*- ArF = 24) -1- 21-4 _ 111-/1) IINALV1/4)3R=601)(17psFY1341) 4(4 '.Z)ypf415-e') = 131,5 k 760,,.. —I (44'x ' P1?--x6' + 1 s' t )% '� y I r 5,Z K MOSOA/2 V` ' 41-'X)° ')( t5 -ft4 '-�)�,' ) k'xgOP5P,X1VXi ) - , ,o 14- Exr. 1,41.L.../ fBn.)ck 2 i 1 R0 F- 1091\ 1 ' ttv '- 'X.60 Pfx-X9-6') —� (*4"- J 60/t''-x4- ) = 1 70 1� {Lb6L (13 it?/X Saps0'—I.0,')(lvrsr.') -k�'}4 'XIo) J5 I,aL�.s /$5 >' FWoti Teri'AV WALL 6 \i\)6(._ e4f'X tins,- 5-6 0 -I-60 ',/17/as x,�1 ze4--r) = l 3 ' -I- -I'xi i,-s x. G ÷/5-4 13 ) _ ) ,5 *- h9Asoi✓/Li 25-4 k Rte,.- 1 tr t/J6F 16aPr>`)4g)) = 12 -7 ' 6443 SW J eerton-Hills sda a de Flv✓ suite?�1QZ10�Por��and,CIRzJ722�h'ph� o3.Zo3. I1i Ifx ,° tT3 .Z(938Awwwai�i�y°i. 22" pom 6443 averton- i wy,sui e Imo MI Dy Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: i-8 Client: Ellis Eslick Associates R C. Date: By: dep SE,fiim DL- AVIV/ I �sX4v4_ A ) E-- 1 ' Li fjG L- . We_ '. 07ps412q = 1 0 k Kone. (2)(9o'->`79Y'71 elle-Xi") /IS k 'itick. AA01,t, I1/V4 LL- 7 U1/J' = 64/ 11)6-7 PfP)(1Z9c)-) = 70 ;.- + (2 Y28*-P -17ec,e)61-+-)-) _ ��'l gi21( �z /` i I A Lt_ L. IfVL ° (9 -1.6')(17 P)028 CI ) = 2 z k /lm4 .. -� (z (144'X-7-HosPX 12. } ) _ ,8 ea«t4. 41-2- 14' 7a,, - SNL = �/4 6 60 hex Ilz f�) 61 4 Finn. 6-+6'X Sv+a5rx11A-43 } 3 trrSn 5 ./ Y .G.-- ' tan '` FCI . 1 WALL. N WN R ?--(. .6);:.1.3144,1,/,,/.71...71 )(117.7) = 81 (6+34- lo ? 8 I /6 9 " /200F Ms) F,cm ' ( -I-34,160x. ' 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•'nrww.wdyi.com 1 aDy Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: LA Client: Ellis Eslick Associates P.C. Date: By: dep I 564 smi‘, OL SEc ToiL 13,C, 0 N-S Roar- 1-51./si, WALL 7 Ri, = oz.i6.7ioX iio 9 -*(13'A17 as )(cs') 4 ('s 'J o 'p)(16') = 8 a K RooF I -f ai'Xilesr-)( go') = 74 k SELF t,.7 R-78 = 6`x')(17 PSPI 0 = // K goo n- It J�2'X-I-1 X 94) = 4, k Seo). krr kvALL a Re .( .+ XiiPsr)(6z') --1• <2x17,1X-71120-+- (14+2gx60116) = /#014 RavF 14414 064 4 (11,1X11Xsz,1) = si '` sC4 IWALL- IQ A0 = (4- 4 28'x1- 1o5F)(68') = 82 k go, 4 (14-11-7X68 ' ) = �9'k sZcF- 1 Rio g = Q_S 'X ') -} 61 'X ')] 7 40 7,1.4747,8)-}.. ( z,X X )= l5.1 k ?�l' � 8 Gz 59 /' vS� 28+ 60 16 -}- 61,1)(11 )(6 10 ` S-71' St.£t 6 I I U/ALC- ►2 RIZA = (2g'-t q2'X n rffX B`i') -i- 0 i3/X 6o,sf-x16') = 12/ k k /ii -r (Iz'Xi-I195 -)(94') - "7 7 k $ .� . �4l (�2 ')-- (211 L'X riXz s-t r'-) _ /O-a k Aoo7.1 tee>ic. -} (!i-')(1?X6-0 = 5-7 )` Stade 1 I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: LID Client: Ellis Eslick Associates P.C. Date: By: dep I 5E8-1,r1G PI- S cu-- 8,G,D c o.,m_ N-S koo F Lk-vL- I I WALL /4 g6 = (424/¢. 17)6s S1 I) = 80 ' Na27N Ax Lo6l,kcra./ + .4 2.-71. JfXli �62.)--" atill,rIZI42) = 1 31 )`- 5vrorrA npo,/wr t,v 1 + onXo.) Y61-') = 51 14.- SifGf 1fr I Iam1l 17 g n _ (141-t f 1o',C 17 p )(ei') = 34 k /1ocrAi 4000 l�44,t cr,,- - - 64 1x:17) (6i-) _ 26 SouTA figs - I I I I I I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com WOo ilcpM'MMM.ZZ68'£OZtOS:xi• LLIa'EOZ'£OS :4d • LZZL6 2!O 'PUeluod •O1.Z alms'AMH alepsll!H-uo1anee MS Ebb9 I I �r S''01/ ',1 " 'g 0 _ -71 ` (- '2ds9�(,94.+ ,2k) {- x iooy •Z0I = (7 /I%tci1 (, +-,2J) °M ; a -7iaM /Z -71 Hyam o '-5/ _ . . ` ao X ") + I f-- iP Q• gz (e0X4co'LL ,4,I /X- 1 [.`8t L '81 11911f 517P1 L 'b L I_Y (fstkisd LL)(,IZX2)+ (,5(X'4501-14,CL) }- -d'u N9//`( }r b_5-- (,95Xdsdo)(11Z0 f(,$8X sdl,1)(, L2) _ HM i / wt/d I I -1 x•981 -.1.1 1 r0 I 01V9 11 r/-1 . ), Z I L — (J,k)xity LL.�,9+ CZ )(Z) 4 _ . L 01119 '11vh „p•,Z = (,s•IA-Is01LLx, LS) j- ' I �Z' 68 (,5814 '1 1_ 1,4-,�r) .{- (r 95�L17(,12 x,21, 7- �M :7 21,0,21.1!. I -49.°lf -71c1 g.sz ; (Z)(, 47IXd5d/./X,Z9 4- li 44,ZI _71L�11 (,95ksso'LI)(,S' +/t 1) 51M ; $ 1n'�3 -71tti '' -s+o'''Z/ 7'1-5' Cl '2(if ,7101 '$ 70' octi 7?l Z L- - -7W//Ofe 7 7/LUSIgS x :A9 -iit?Zls :oleo 0: 5' :lue!3 117 :oN leogS oto :.oN qof 2! dra :97lY:eweN qor rinui t saaau!Su3 l!ni3 • lean;ono;g A a M Q I fW D x Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: L i 2- Client: Client: Ellis Eslick Associates P.C. Date: By: dep I 5Eisi$1 .JL 50c-rm.- a,G,0 -1,./ Rove= LE'v4tt.... I I (6sQU- Lgdi -11/oAfi� (4..//�60pf,,)] )4z' = ,58 K 5.6C1'ag.- 6) G iWW2TN SELP / yy \\,,� k A.z ' ``�'7.9 "1 P5pX)7,1i) = s-1 sscrn,.- n Non,-t lJ I 0-7 )0.0(6-0 = 5-1 Il. 5t ld= RI_ _ (-,'X 1-►ns),,X►4 z t iz,z)4(S1tzx1"1XI')= 6$ k SEcraL 6X,0 SoarN I I I WALL- fri Rm = 6714 3,6` 1715AX H Izz') _ 1,:f.2 K A a 1 (FX M' 11)(1 '-F369 - 11£3 I- wA0., -t. al X60'+ 90') = $13k '?, 54G 1 I I I I I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I FW D: Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: LI 3 Client: Ellis Eslick Associates P.C. Date: By: dep I ISE/SriC. 2t SEGTOL- 4 G,L) N S L01.,Jret-- I.Ar/c L II / 'OTC' ' ) , coi✓hy Pv41-" h-1 lll#'444- gidlo/Ty ) N T /216ir9 121409i/44‘0"‘121409i/44‘0"‘/i✓ N-S- D/,'2 ibr,,r ONLY, I WALL 7 R7 s os-'Y60 PsF),cq9 - q'R k Ftp I -/-(lZ-t7Xi7)Cs-if) - 7a 1`. SVLF Ir WA L-i— 8 Re = (1s 160esp s- ' -4 L(60 16o`) t (01-0z,/71)3 2e' = 23 I r� 1:Gn/w4,,,, I4 ('14)217-7)(60') = B8 k SirG,r- I 1,./,42-i- 14 .r Rio ' �oXbo� -+ CZ�Iti�,'D"1)i 2$� -7- (60i5>✓,�5�1`�.z'$�) = 21 3 k 1, �G4, t"oti-- I + (i-r•)7_)(iiX6o ) = ss I ' (444 LL. ►2 812- = (6o Ps)Xs-' (2S') 4 CopsY%6o')-f' kXlct)17,)J _93� '3-7 I IL PLVA.)tt...- 4 f 88 x SeL,- I IWALA- I6 /116 . o )05F-160') -i ( '4X1-' 47' -f-60,c,;(5-4 Z/59 = 3v K 1:o� AA-014.- -1- ea 1.4 SitAg- I IFr244)s- 1 -1 irrz _ (6op5tzX59')(is-') = 9`cl 1( I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I N M M 111111 IIIII M 1111111 M I N N MI IIIIIII 111111 all I I M o L O (D a ? Z 301 . P v CO M D i'n' m CO Sesmic DL sector B, C, D Main Level E-W Loading W r ✓ in CD A- a. N m. Center of Mass "y"measured from grid J,positve south N mark weight length height W WABOVE WTOTAL Y y*W 0 A rt b.co psf ft ft kips kips kips ft ft-kip ; Wall L1 77.0 34 19 49.7 152.0 202 10 2017 y Wall L2 77.0 62 19 90.7 233.0 324 10 3237 Q n Wall M1 77.0 57 19 83.4 207.3 291 25 7269 - Wall M2 77.0 85 19 124.4 320.7 445 25 11125 m IV 3 O Wall 7-17 77.0 260 19 380.4 0.0 380 35 13313 o slab out 60.0 140 61 512.4 0.0 512 30.5 15628 Cro a slab in 60.0 112 54 362.9 0.0 363 27 9798 0 a total 2517 62387 H oo corn y 24.79 a N Center of Rigidity wall stiffness based on nominal wall length Torsion VE(ASD)= 0.131 x W o VE(ASO)= 329 kips W bldg y= 61.00 5% bldg y= 3.05 - corny= 24.79 corny-Ybar= 15.87 0 _ o ey= 18.92 V*ey= 6223 m Zr N East-West Loading Direct Shear y1 Torsional N mark length height Ac Rx y y*Rx % load Px Y-Ybar (Y1)` Rx*(y1)` Vt total ow ft ft ft kips ft ft2 kips kips c N Wall J 256 13.00 0.015 65.42 0 0.0 0.53 175.64 -8.9 80 5207 -25.0 175.64 • Wall L1 34 13.00 0.137 7.30 10 73.0 0.06 19.59 1.1 1 8 0.3 19.92 1 Wall L2 62 13.00 0.067 15.02 10 150.2 0.12 40.32 1.1 1 17 0.7 41.01 Wall M1 57 13.00 0.073 13.67 25 341.7 0.11 36.70 16.1 259 3533 9.4 46.09 CO C `s. Wall M2 85 13.00 0.047 21.14 25 528.4 0.17 56.75 16.1 259 5464 14.5 71.28 m 3 total 122.5 1093.2 329.0 14230 Z Ybar= 8.9 ° Wall 7 & 17 44.00 13.00 0.099 10.11 228 114 12996 131335 49.3 1- 145565 a v n a c� fS ' z co N A W m ci)! Sesmic DL sectorA Lower Level E-W Loading y fp m N aa _ Center of Mass "y"measured from grid J, positve south 9, to mark weight length height W WABOVE WTOTAL a N Y Y*W 0 m c psf ft ft kips kips kips ft ft-kip 9 Wall L 77.0 90 19 131.7 212 344 10 3438 S 3 m Wall M 77.0 60 7 32.3 0.0 32 25 809 fn • co Wall 3 &6 77.0 88 19 128.7 0.0 129 35 4506 n SlaCD b 60.0 112 56 376.3 0.0 376 28 10537 total 881 19290 m 3 corny 21.89 1 Center of Rigidity o p. 9 y wall stiffness based on nominal wall length Torsion ir n 0 N VE(ASD)= 0.131 x W j VE(Asn)= 115 kips s bldg y= 61.00 5% bldg y= 3.05 o com y= 21.89 com y-ybar= 13.91 W ey= 16.96 V*e = 1953 East-West Loading y Direct Shear yl Torsional mark length height Ac Rx y y*Rx % load Px (Y1)2 Rx*(Y1)4 Vt total m • Y-Ybar cr x ft ft ft kips ft ft2 kips kips o Wall J 144 13.00 0.027 36.53 0 0.0 0.50 57.28 -8.0 64 2328 -4.6 57.28 o Wall L 90 13.00 0.045 22.45 10 224.5 0.31 35.21 2.0 4 91 0.7 35.92 Wallro M c 60 13.00 0.069 14.48 25 362.0 0.20 22.70 17.0 290 4192 3.9 26.60 co N total 73.5 586.5 115.2 6612 iYbar= 8.0 Wall 3 &6 40.00 13.00 0.111 8.99 228 114 12996 116838 16.2 a. i-, 123449 w w g m 6 z p a "1 v ryW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: `,i6 I Client: Ellis Eslick Associates P.C. Date: By: dep Check edunancy at Main Level ILength . Load rl Mark (ft) (kips) IE-W Admin wall E 53 34 0.063 wall J 55 17 0.030 wall L 18 10.3 0.056 I wall N1 11 24.5 0.217 wall N2 9.33 16.8 0.176 Vtotal= 102.6 r max= 0.217 IAB= 16716 sq ft p= 1.29 Usep= 1.29 I E-W B-C-D Frame B 6 0.032 Frame B 6 0.032 I Frame C 12 0.064 Frame C 12 0.064 Frame H 14 0.075 I Frame H 14 0.075 wall D 32 15 0.025 wall L1 34 16 0.025 I wall L2 62 23 0.020 wall M1 56 27 0.026 wall M2 84 42 0.027 Vtotal= 187 r max= 0.075 I AB= 33792 sq ft p= 0.55 I Use p= 1.00 N-S All frame 2 6 0.021 I wall 3 86 36 0.015 wall 6 88 33 0.013 wall 7a 30 21 0.025 I wall 7b 56 12 0.008 wall 8 38 26 0.024 wall 10a 38 21 0.020 I wall 10b 52 21 0.014 wall 12a 38 27 0.025 wall 12b 50 34 0.024 I wall 16 38 36 0.034 frame 17 8 0.028 Vtotal= 281 r max= 0.034 ' AB= 50508 sq ft p = -0.64 Use p= 1.00 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com riB y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Z- 11 Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep sE - A ,Pctvp 1200/Aoeiyi UR= 40 V% a 15 in-1 (As. ' I _ - 1 I ) \ - \ iI '2; 1'.. t - \ s�- j ' WA L. E <='-" IJ ... . . i\ . ,.!_1 _ _ _ -__..: ___ ) --1.: . .,,l ‘ , AY'iii 3 \,A 3 ---: -_- 1 6 \ \if5v. `I _______.... .._________ 6kI o C - wALt, L2. N 32 .o i I M • " i - U 3 3 I ' - cSE=0. A 5ELTm.:II ' SEcTof v 41.1,5 f FRAMES I N.?,S, I • . 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com ri.' W D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary ' Job No: 03320 Sheet No: L 18 Client: Ellis Eslick Associates P.C. Date: By: dep I 1` — — . Rte) O 194246#1 ; Li 3t440X1 ......70ASCD tv2GES I I s ; 3 i ,i • 9/ 714 to 1 cc—' i M� fl0 1 M cJ ` a- H 11 6 I • 11 3 i 3f i A ' Q vlIa •- r - __I - -__�' - - N N J �v b V 17Vf1 . — 1 `'��'S Zi -11 MA .- -1 4 Lil i I al0 9n i ILL • ( 1 ^ S, Jit VI I ,,1/Ot 110'M ' �y 4e--.. V' I gal -71 YM ca aD 1 Jo1 _ aN 7.1 ,I I � = I' 4 1 g ul 3 �I I u-- : 1-r, 1 1 ✓ ��---j' ------- 0 ; „co __ _ I �L -MA/ ._ g iivAi r . �� 9L limn I 6443 SW Beaverton-Hil dale Hwy,suite 210•Portland,OR 97221 •ph:503.20 .8111 43.03.8122•www.wdyi.com I 0 W D Y Structural • Civil Engineers • ▪ Job Name: iiL�•,Gie4 2a Job No.: 023 j Sheet No: 419 I Client:Diviv ate: IGoGGss'GTon. AT 64.40D (covonx0 P i o2 IVSD = 1? x Asa E_ _t- VE _&glli,4-7)9_. ,6-7 R IFG4n6L of-- 1A--r 6x/3 = 6-1 k ��/6X‘S'") 2 3 ks; 4- 76x 5) wri,v lq.,54 n -2 (s) 0.70-1 ,, ,1:.i)((°�-1)- 7.., k. 6/ k Co/waiesp , O,v t r kL = al duov = ' 7.7?, A)' !2bk > 6-1 ►� 1 I ZG- 6/e /CI ,D V43, = IZE= 2.8X , gir1z �� q7 ASD 44940 - . . 15-r I = g� ��1,7 ' Zg k ' " s' g'l / t/ Lb P4vNr� 0. 7x' . _ 2 ) ), xsqjXn) 5 I GAP A 4- k Vs ,' / les, c 36 ie s, t,34.x6 I GoOT7n.0 0 AT 64 I P 4.5"' ';sor. Bdfts TLtct (4 XD,3) X/60 ks n ) _ 14' k -' r< (4) 44-C 6443 SW Beaverton-Hillsdale Hwy, suite 210• Portland, OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com IrW D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: G ZD Client: Ellis Eslick Associates P.C. Date: By: dep 1 IGC7Li4-6?O/l- Fi /O 0 \Q DO Roof waw 1404 _._(-4/5) !I L 57.8 k 4 7/ K ' 193),- , I IE., (z, 6. /,4Z11,1)-- 6--!. I16x I Nei s,r 7ia'✓ a_ ratvoi, c- 7611(146/4,)--1.-- 27 Xs; 36 k$: d)L.. Iw61-D w6$ 70 ,Einem it P0 = ( %o,)ar0, VPI X1,7_8'9: 76 K eik I I I ICOUXGTu4... 1'T /Val /22 ,14 G✓ait>7 c 612 Jr, I Z I ' / VIL E31` E= L2.8Xh,r)(sk)- 3! I in/0//,0 - = ( ,)(L).7,-7)( 2 i s .3 ii)(),; )= '3 '- a . (2) 5 Bits ->, ' (2)(0.3)X6e7ks� ) ' 3^1 k Ok I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com EIWDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: [_Z Client: Ellis Eslick Associates P.C. Date: By: dep 1 ti 10 , REvso 5.00-0A... B-G 1 I I 5.00-0A... 0II riwint.>3 x IpLoLl,pGfe n.. 11 FYI c,,, ri ��,al 1,-1'-.4 1 I F _ - — — 2a' Fn'w� II1 cor.Lactrm� N x 'c IWALL- ANLNoM64 : O.66 V.I 5&2. a-Cr /Zoo ASO = ° JO7) = 3-7 Psrt• Gloss--nit a D I 144%4;4 26 ' 1 = (311 K>~X13`x 11`) = SZoo t t. b - 3.t' I I C►7ass fila F b - v 2' -re, =dlespit4.93Tz1.S9)- I18�16 b - v. � I ti K SU6o/A�un GVrnip1 &ie to 7 R= /0,4t..0,4 RN= q,l (-4)8415 -r=c.,-.-- ail-VC(s) ' 5.7 /4- I I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I �• W D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: LZZ Client: Ellis Eslick Associates P.C. Date: By: dep ' PEVISAV SSin e-G Goi.Tin4-10-0 ' GaLl�xvr•� G Ci V=0.131 L✓ -7n,11.3 p1 - PLS f 7,54.56/Y319= 10S }� = 644.8 9(7-9)z- Sit.Z k 1 �R1� pL = QGN = )(l.t')(?`] )�Z, '� + 67314 s-4 219 z S9')` II Ems - 43x 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I WD; Y Structural • Civil Engineers limill IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: L23 Client: Ellis Eslick Associates P.C. Date: By: dep I I 1 GxKs-r 404- GA.4 Tw - £'- tvP age_, l7_--/-1 112D 4- 0,SL t E... I 6g, ,S G Rv = 1..1.1 I 1)05F-) -4-!b.sx Zs"ps . ��2B � 7 > - (.59 35p1✓ N = 5 u 9.2- cot L- ^F^- c.. 1 = SS 1 C 1C3ZsN� 9,3 x I - NP. Oct/p.- w1e-x3s �, s �3 ( — 11. 1 A, = (1/6f17,7) - ( -t 3G) _- 1, a71h'� 1i I — A/6T S)ter)v ktiil t- /4- v Qe, _ e )(,5-) -(51:y - 3,9 rum IFa sr= (.,3,i-)C'3c ) ' il-+ L I Gnit) io.s N kv= 031)5430o 1 X io' r1 )= s. 3 I /2 it - "I 3 k GOLC14.0-,— Iq k 1 rT t.- 4g G'.-'o �_ gv�- (33XZ`�'Xiq')- Iz.,54- 1 M �_ '1S 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com EIWDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: BF- 1 IClient: Ellis Eslick Associates P.C. Date: April 2004 By: dep EAST- 14/E3-7' L040/NG: G✓oast'' Gass /S F/2A'. 1./ � (s% 57,1114,44,) IFE 4mm H DJS/6N s 1m4/,vM'` (A1v4t aior dN rtaGtvu l�✓,� ,x,06 5 D,ZIFT ds =6, 4 X o,Z 6 '') = 0, 36 " Awl = o g Js —3 As woe = o, (L -` (0. -0(4,g) - 3.28 ©1C ' BPA6E : WSS 7x? y L� = 23 ' NO- 144/1( � r 4 ' /V li/r = °A7-4-6-.= /06 ©)c cc,= I, 1. 6 air- /Cr_= o,a Z 1-A = 13,-7 ks 1, i _ 1/C1 + °2_,'91] = 0, 68 PA4`o.. ' (o,6 61 a q i i^;50 .71t0 = 83,S k EGEm& r ., OL t SNOW f as?. = 34.5 < 8 L S k N ok (ol,tmmEGA/39Ea/T / , DL= /o.Z , /1. 2 , ia. / fine- 6,0(10.2) r (o,-7X)bl) 0.7-X 41_43.2- 151 14 tk� - Psi _ , x, 115- 9= Ig 5-k Ok r XX/0.7-) —�Z. Z�f, , 4f3.�J� = 17,4 k ' Psi* sS /4,�J4$ k‹'4 ') _ 44tc ©I< 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 roWDY Structural • Civil Engineers ' Job Name: 4l40ep•A Job No.: oirtz Sheet No: g p_Z Client: sip Date: 440,4„ By: Pip 1111 f12dmli— /yB . . 612401Y Goffs /!)=( 8 ; 11+25X 81) t Caq.0 ii. I /1-6k 9,-. _ 1 v. __ - __ K R` Rz R4, Rz = 3 =�B X i 7f'f�L 28 J- 3.8 oL S,6 snipes 6 ii g ..17' 6. 44 4) = I3 ) z K svni I lr. 3g k) S, 6 k RI I 41 /.a,J /6- RS=(8/1/1X 13') _ l,_8 'r,oc_. 4- 25kmad = 4 r as 2Ai .y1 R4 = /,8 -l- 1.3 kmA4i, - 2,1 dl-� Z.6 k sN,,./ n _ 2 ,143} 2.6t n� Z•G kSNb� 6443 SW Beaverton-Hillsdale Hwy,suite 210• Portland, OR 97221 • ph: 503.203.8111 •fx: 503.203.8122•www.wdyi.com I 0WDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: SF-3 Client: Ellis Eslick Associates P.C. Date: By: dep I IBIZo 9D Fi'l.Ity1E Gin. 1/ V_ _ I \114= (o. l a x 1/ix 1 3 8•1 k)= 9. 1 k `' V!- V I L = C00)( 14>( i6 k )- .5 l� �� M \ / 7Tle'-t b1 9 ! Lg= 23. �1 \ I P .-04.1 x V ) = 7,Z k \ j. t, j I I _ 2.2 z - _ k Em -� x1►�"��?� �'• 115 cpivriuk.s PST =(3.911r;,7L4645; ) _ 4!3 .7/a11LIG�. '=C0�o't,� /6,XZ/Xi,"7) = 7 8 k4, ii n,ec�tr.1�- I X )= Z81 l< ci III 1 Foo-pNG- V?oTAt.: . f $ )..- / = 30 1,4 IPAL = iis,sF-12i '-- a3')J( lb' ) - 3+00 = 13)(- Iol,,. - Lzs) Cz1 1- 13 �2 (_Ib') - ' l6 k I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com DW D Y Structural • Civil Engineers I Job Name: ,lll4SiM'A Job No.: O nz0 Sheet No: BF_ 4- Client: oco Date: 4 By: Q Ftlomz_ N ._Glasser ,04376N P —(2.2 1,1)(34.s'`)= lab k- ill _ - M4E- V 614t-i- 3116_x 6 - �3I/d A0.701/L.21 /ti i A z 1,1 it a hr= 113 t` >10-6 ©l Gr.,s5 ,- 7W//LM c /l ,, �t s8 k , v2 /t l 7-7 > 0 61' Ib „-f (2 6"XtM30J..- 14 " ..reiti = 2! �L �°. I- 0.S Ik_y /.- 65-so ) 1 = , _viz- _,� = 0.1 la/r -(i.2.bh5)/o. /q =i84- = 4,4 les,' Pub -0, 7,4 (/4''X4,4 ks))= sZ KY ' 1 N,6. -tr7 7/4 " r= O. 2 I /s "6°Z 21,9' tJ. l = 123 I Vit, 8s Lis, l�sc : 1, , 4Y,t14'°,t t.8sxs;�- . 176 �` _106 k_ Olc 61455-Arr . -rc.) a/54 ill 44c4..1 nv,./ 54-1-— Ndl' • \ . = 10-1- !8 9-8 �` V, - 36 - - Sy = q5'- ,, Vc. I 0 . (3613+ 'VA.) -K5-9 l V� I I 14 aVu 1 Hw suite 210•Portland, OR 97221 ph:503.203.8111 •fx: 503.203.8122 •www.wdyi.com 6443 SW Beaverton-Hillsdale Y I aW D y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: $F-5 Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep FhomL /1 ANGNO/t, &'L'1 S 1 /' I � Asn Fo,2 &� I14. V P` Z IL 14,..- 5.8 k ` 1 I V� - t�' J$ I i -} Pc.. _ �1,5 -t 15.4- 4I1, -1 = 3'g. 6 A Rv c I -- Rv = Il + 11,2438.6 ° 6q,Sk` e- = Z I -Y�� _ - /L1 - ML - I, - --32. 314- e _ 45� � 1w 4- s.s = IS,6 k (6) V4 )1,6 A301 - -v - (6 Y0,44) s q ICS= F-- 26 —0.8/5.1 ) - 15,•7 0"' I _ 4 .3 k = 11. 1 ks' z /5.'+ k{,; k •1 � 1 � I Bns � 3 / 2.3 4 = 5. $ K/tsa�,-- I ,t = (5,4 kXii'z ")= 2 4.3 '" •144-69 -a- a 61 "--, -3/41) 1 II I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com i AP S 2 0 0 0 3/21/04 12:10:55 1 6 BF-6 • FieAmm N are 1 qJ N 1 1 1 5 • 1 1 1 1 i T i A SAP2000 v7.44 - File:frameH08-101 -Analysis Output Tables - Kip-in Units 1 IND Y Structural • Civil Engineers lima IJob Name: Alberta Rider Elementary Job No: 03320- Sheet No: 6F_-1 IIClient: Ellis Eslick Associates P.C. Date: By: dep- I SAP2000 v7.44 File: FRAME H08-101 Kip-in Units PAGE 1 3/21/04 12:12:16 II WDY, Inc. LOAD COMBINATION MULTIPLIERS IICOMBO TYPE CASE FACTOR TYPE TITLE MINUSEQ ADD COMB1 IIEQ -1.0000 STATIC(QUAKE) SAP2000 v7.44 File: FRAME' H08-101 Kip-in Units PAGE 2 II 3/21/04 12:12:16 WDY, Inc. IIJOINT DISPLACEMENTS • • JOINT LOAD U1 U2 U3 R1 R2 R3 I1 DL 0.0000 0.0000 0.0000 0.0000 -1.214E-04 0.0000 1 SNOW 0.0000 0.0000 0.0000 0.0000 -1.444E-04 0.0000 1 EQ 0.0000 0.0000 0.0000 0.0000 6.979E-04 0.0000 I 1 MINUSEQ 0.0000 0.0000 0.0000 0.0000 -6.979E-04 0.0030 2 DL -0.0208 0.0000 -9.319E-03 0.0000 -1.291E-06 0.0000 II 2 SNOW -0.0229 0.0000 -0.0103 0.0000 2.042E-05 0.0000 2 EQ 0.1738 0.0000 0.0396 0.0000 6.482E-04 0.0000 2 MINUSEQ -0.1738 0.0000 -0.0396 0.0000 -6.482E-04 0.0003 1 3 DL -0.0142 0.0000 -0.0121 0.0000 6.747E-05 0.000^ ' r 3 SNOW ' . 'l•. 0.0000 -0.0144 0.0000 1.148E-04 0.0000 3 EQ 0.2656 0.0000 0.0396 0.0000 6.197E 04 0.0030 3 MINUSEQ -0.2656 0.0000 -0.0396 0.0000 -6.197E-04 0.0000 II 4 DL 0.0000 0.0000 0.0000 y0.0000 -1.214E-04 0.0003 4 SNOW 0.0000 0.0000 0.0000 0.0000 -1.444E-04 0.00.00 4 EQ 0.0000 0.0000 0.0000 0.0000 7.054E-04 0.0000 I 4 MINUSEQ 0.0000 0.0000 0.0000 0.0000 -7.054E-04 0.:70•.1: 5 DL -0.0208 0.0000 -0.0106 0.0000 -1.292E-06 0.0000 5 SNOW -0.0228 0.0000 -0.0141 0.0000 2.042E-05 0.0000 IS EQ 0.1737 0.0000 -0.0107 0.0000 6.331E-04 0.300; 5 MINUSEQ -0.1737 0.0000 0.0107 0.0000 -6.331E-04 0.000 6 DL -0.0142 0.0000 -0.0145 0.0000 6.745E-05 0.0030 I 6 SNOW -0.0106 0.0000 -0.0198 0.0000 1.148E-04 0.3000 6 EQ 0.2621 0.0000 -0.0168 0.0000 5.917E-04 0.0003 6 MINUSEQ -0.2621 0.0000 0.0168 0.0000 5.917E-04 0.0005 1 II6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I nWDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: SF- g Client: Ellis Eslick Associates P.C. Date: By: dep II SAP2000 v7.44 File: FRAME H08-101 Kip-in Units PAGE 3 3/21/04 12:12:16 1 JOINT REACTIONS JOINT LOAD Fl F2 F3 MI M2 M3 I1 DL 5.731E-03. 0.0000 10.1526 0.0000 0.0000 0.0000 1 SNOW 7..866E-03 0.0000 11.1789 0.0000 0.0000 0.0000 1 EQ -2..372E-03 0.0000 -43.1939 0.0000 0.0000 0.0000 1 MINUSEQ 2.372E-03 0.0000 43.1939 0.0000 0.0000 0.0000 I 4 DL -5.731E-03 0.0000 11.5474 0.0000 0.0000 0.0000 4 SNOW -7.866E-03 0.0000 15.4211 0.0000 0.0000 0.0000 4 EQ -14.0976 0.0000 43.1939 0.0000 0.0000. 0.0000 II4 MINUSEQ 14.0976 0.0000 -43.1939 0.0000 0.0000 0.0000 SAP2000 v7.44 File: FRAME H08-101 Kip-in Units PAGE 4 II 3/21/04 12:12:16 FRAME ELEMENT FORCES IIFRAME LOAD LOC P V2 V3 T M2 M3 1 DL I 0.00 -10.15 0.00 5.731E-03 0.00 0.00 0.00 127.50 -10.15 0.00 5.731E-03 0.00 -7.307E-01 0.00 255.00 -10.15 0.00 5.731E-03 0.00 -1.46 0.00 1 SNOW II 0.00 -ll.18 0.00 7.866E-03 0.00 0.00 0.00 127.50 -11.18 0.00 7.866E-03 0.00 -1.00 0.00 255.00 -11.18 0.00 7.866E-03 0.00 -2.01 0.00 r 1 EQ II 0.00 43.19 0.00 -2.372E-03 0.00 0.00 0.00 127.50 43.19 0.00 -2.372E-03 0.00 3.025E-01 0.00 255.00 43.19 0.00 -2.372E-03 0.00 6.050E-01 0.00 ., 1 MINUSEQ - 0.00 -43.19 0.00 2.372E-03 0.00 0.00 0.00 127.50 -43.19 0.00 2.372E-03 0.00 -3.025E-01 0.00 255.00 -43.19 0.00 2.372E-03 0.00 -6.050E-01 0.00 4 I 2 DL 0.00 -5.30 0.00 -1.001E-02 0.00 -1.46 0.00 73.00 -5.30 0.00 -1.001E-02 0.00 -7.307E-01 0.00 146.00 -5.30 0.00 -1.001E-02 0.00 0.00 0.00 II 2 SNOW 0.00 -7.89 0.00 -1.374E-02 0.00 -2.01 0.00 73.00 -7.89 0.00 -1.374E-02 0.00 -1.00 0.00 I 146.00 -7.89 0.00 -1.374E-02 0.00 0.00 0.00 2 EQ 0.00 0.00 0.00 4.144E-03 0.00 6.050E-01 0.00 73.00 0.00 0.00 4.144E-03 0.00 3.025E-01 0.00 II 146.00 0.00 0.00 4.144E-03 0.00 0.00 0.00 2 MINUSEQ 0.00 0.00 0.00 -4.144E-03 0.00 -6.050E-01 0.00 73.00 0.00 0.00 -4.144E-03 0.00 -3.025E-01 0.00 II 146.00 0.00 0.00 -4.144E-03 0.00 0.00 0.00 6443 SW Beaverton-Hillsdale Hwy,suite 210••Portland,OR 97221 ••ph:503.203.8111 ••fx:503.203.8122••www.wdyi.com I inlimpy Structural • Civil Engineers bowl IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: BF_9 Client: Ellis Eslick Associates P.C. Date: By: dep II 1 3 DL 0.00 -11.52 0.00 5.729E-03 0.00 0.00 0.00 127.50 -11.52 0.00 5.729E-03 0.00 -7.305E-01 0.00 I 255.00 -11.52 0.00 5.729E-03 0.00 -1.46 0.00 3 SNOW 0.00 -15.39 0.00 7.864E-03 0.00 0.00 0.00 127.50 -15.39 0.00 7.864E-03 0.00 -1.00 0.00 I255.00 -15.39 0.00 7.864E-03 0.00 -2.01 0.00 0.00 -11.67 0.00 -3.451E-03 0.00 0.00 0.00 127.50 -11.67 0.00 -3.451E-03 0.00 4.400E-01 0.00 I 255.00 -11.67 0.00 -3.451E-03 0.00 8.801E-01 0.00 3 MINUSEQ 0.00 11.67 0.00 3.451E-03 0.00 0.00 0.00 127.50 11.67 0.00 3.451E-03 0.00 -4.400E-01 0.00 II255.00 11.67 0.00 3.451E-03 0.00 -8.801E-01 0.00 4 DL 0.00 -7.37 0.00 -1.001E-02 0.00 -1.46 0.00 II 73.00 -7.37 0.00 -1.001E-02 0.00 -7.305E-01 0.00 146.00 -7.37 0.00 -1.001E-02 0.00 0.00 0.00 4 SNOW 0.00 -10.87 0.00 -1.374E-02 0.00 -2.01 0.00 I 73.00 -10.87 0.00 -1.374E-02 0.00 -1.00 0.00 146.00 -10.87 0.00 -1.374E-02 0.00 0.00 0.00 4 EQ 0.00 -11.67 0.00 6.02.8E-03 0.00 8.801E-01 0.00 I 73.00 -11.67 0.00 6.028E-03 0.00 4.400E-01 0.00 146.00 -11.67 0.00 6.028E-03 0.00 0.00 0.00 4 MINUSEQ I 0.00 11.67 0.00 -6.028E-03 0.00 -8.801E-01 0.00 I 73.00 146.00 11.67 0.00 -6.028E-03 0.00 -4.400E-01 0.00 11.67 0.00 -6.028E 03 0.00 0.00 0.00 e e 5 DL 0.00 1.574E-02 -5.526E-01 0.00 0.00 0.00 0.00 28.50 1.574E-02 5.526E-01 0.00 0.00 0.00 15.75 57.00 1.574E-02 -5.526E-01 0.00 0.00 0.00 31.50 I 85.50 1.574E-02 1.55 0.00 _ 0.00 0.00 44.10 114.00 1.574E-02 1.55 0.00 0.00 0.00 0.00 5 SNOW 0.00 2.160E-02 -6.842E-01 0.00 0.00 0.00 0.00 I 28.50 2.160E-02 -6.842E-01 0.00 0.00 0.00 19.50 57.00 2.160E-02 -6.842E-01 0.00 0.00 0.00 39.00 85.50 2.160E-02 1.92 0.00 0.00 0.00 54.60 114.00 2.160E-02 1.92 0.00 0.00 0.00 0.00 I 5 EQ 0.00 -9.479E-03 0.00 0.00 0.00 0.00 0.00 28.50 -9.479E-03 0.00 0.00 0.00 0.00 0.00 57.00 -9.479E-03 0.00 0.00 0.00 0.00 0.00 II 85.50 -9.479E-03 0.00 0.00 0.00 0.00 0.00 114.00 -9.479E-03 0.00 0.00 0.00 0.00 0.00 5 MINUSEQ 0.00 9.479E-03 0.00 0.00 0.00 0.00 0.00 II 28.50 9.479E-03 0.00 0.00 0.00 0.00 0.00 57.00 9.479E-03 0.00 0.00 0.00 0.00 0.00 85.50 9.479E-03 0.00 0.00 0.00 0.00 0.00 114.00 9.479E-03 0.00 0.00 0.00 0.00 0.00 II 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I illw Dy Structural • Civil Engineers 1 home Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: p -/tJ Client: Ellis Eslick Associates P.C. Date: By: dep 1 I 6 DL 0.00 1.001E-02 -4.00 0.00 0.00 0.00 0.00 28.50 1.001E-02 -2.000E-01 0.00 0.00 0.00 3 .50 57.00 1.001E-02 -2.000E-01 0.00 0.00 0.00 :.4 .2 ) 85.50 1.001E-02 -2.000E-01 0.00 0.00 0.00 32.30 II 114.00 1.001E-02 3.60 0.00 0.00 0.00 0.00 6 SNOW 0.00 1.374E-02 -5.89 0.00 0.00 0.00 0.00' 28.50 1.374E-02. -2.947E-01 0.00 0.00 0.00 > ) 57.00 1.374E-02 -2.947E-01 0.00 0.00 0.00 00.40 85.50 1.374E-02 -2.947E-01 0.00 0.00 0.00 90.80 114.00 1.374E-02 5.31 0.00 0.00 0.00 0.30 I 6 EQ 0.00 -9.10 0.00 0.00 0.00 0.00 0.0 28.50 -9.10 0.00 0.00 0.00 0.00 0.00 57.00 -9.10 0.00 0.00 0.00 0.00 3.0. 85.50 -9.10 0.00 0.00 0.00 0.00 0.' 114.00 -9.10 0.00 0.00 0.00 0.00 i.00 6 MINUSEQ 0.00 9.10 0.00 0.00 0.00 0.00 0.00 I 28.50 9.10 0.00 0.00 0.00 0.00 0.00 57.00 9.10 0.00 0.00 0.00 • 0.00 0.'00 85.50 9.10 0.00 0.00 0.00 0.00 0.00 114.00 9.10 0..00 0.00 0.00 0.00 0.00 I 7 DL 0.00 -2.808E-02 0.00 0.00 0.00 0.0C 0.00 139.66 -2.808E-02 0.00 0.00 0.00 0.00 0.00 I 279.32. -2.808E-02. 0.00 0.00 0.00 0.00 3.00 7 SNOW 0.00 -3.854E-02 0.00 0.00 0.00 0.00 C.00 139.66 -3.854E-02 0.00 0.00 0.00 0.00 2.79.32 -3.854E-02 0.00 0.00 0.00 0.00 7 EQ 0.00 -34.53 0.00 0.00 0.00 0.00 139.66 -34.53 0.00 0.00 0.00 0.00 3. 3) II 279.32. ' -34.53 0.00 0.00 0.00 0.00 0.3 7 MINUSEQ 0.00 34.53 0.00 0.00 0.00 0.00 139.66 34.53 0.00 0.00 0.00 0.00 I279.32 34.53 0.00 0.00 0.00 0.00 8 DL 0.00 -3.252E-02 0.00 0.00 0.00 0.00 I 92.62 3.252E-02 0.00 0.00 0.00 0.00 0 . 185.23 -3.252E-02 0.00 0.00 0.00 0.00 8 SNOW I 0.00 -4.464E-02 0.00 0.00 0.00 0.000.00 92.62 -4.464E-02 0.00 0.00 0.00 0.00 0 '0'0 185.23 -4.464E-02 0.00 0.00 0.00 0.00 0.00 8 EQ 0.00 14.80 0.00 0.00 0.00 0.00 0.00 92.62 14.80 0.00 0.00 0.00 0.00 0.00 185.23 14.80 0.00 0.00 0.00 0.00 0.:'0 8 MINUSEQ 0.00 -14.80 0.00 0.00 0.00 0.00 )0 92.62 -14.80 0.00 0.00 0.00 0.00 C. :- 185.23 -14.80 0.00 0.00 0.00 0.00 C. 00 II6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 WD y I Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: BF_ / Client: Ellis.Eslick Associates P.C. Date: 4/7404_ By: dep 1 I Footing Analysis: Frame H Applied Loads: Seismic Governs Footing Properties h load = 30.00 ft above top of pier ftg.width = 3 ft I h = 33.33 ft above bot of ftg ftg. length = 40 ft P dl = 26.00 kip(wall+roof) ftg depth = 2.00 ft P II = 32.000 kip(floor+snow) S (ftg) = 800.0 ft^2 V total = 20.10 kip I M ot= 669.933 kip-ft pier width = 0.67 ft pier length = 40.00 ft pier depth = 1.33 ft I pier above soil = 0 ft soil weight= 115 pcf foundation depth = 3.33 ft IP ftg = 36.00 kip P pier= 5.32 kip Soil Bearing allowable = 2000 P soil = 14.27 kip Iincrease = 1.33 Foundation Total = 55.60 kip • design = 2660 psf Dead+Live + Seismic 9 " Dead+1- Seismic I R total = 113.6 kip dI+II R total = 73.4 kip 0.9*(dl+ll) Triangular Distribution Triangular Distribution P/A+ M/S Controls ok I e= 5.90ft e = 9.12 ft 6.67 mid 3rd 6.67 mid 3rd length brg. = 42.31 ft length brg. = 32.63 ft max. soil = 1790 ok max. soil = 1500 ok Overturning Resistance Overturning Resistance I M ot= 669.9 kip-ft M ot= 669.9 kip-ft DL Mr= 2271.9 kip-ft DL Mr= 1468.7 kip-ft F.S. = 3.391 ok F.S. _ - 2.192 ok 1 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 I F sliding = 34 kip F sliding = 22 kip Sliding F.S. = 1.70 ok Sliding F.S. = 1.10 N.G. I Trapezoid Distribution P/A= 947 psf Trapezoid Distribution P/A= 612 psf M/S = 837 kip-ft M/S = 837 kip-ft I Max. Brg. = 1784 psf Max. Brg. = 1449 psf Min. Brg. = 109 psf Min. Brg. = -225 psf I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 8F f Z IClient: Ellis Eslick Associates P.C. Date: April 2004 By: dep NOR71✓— SxGr7icl L04'4%/ FiZez4f 2 j/7 17771"/4,02, PI O"1 . 2 D s,6i✓ SGlomorvy ("4404.13-if med-- o ds c) IOD/AT : A 40,440,1x/ O,p?� = o,zl A►�. = 0.7 2bs �- 4s _ (o.02s,Yo.$)(1z) = I,q " �k at2A6C. ; /I/ 7X 7. ? LB = 2 '414- = q2 _ /a, D� Com= ///.6 '1/r/Gc = a, 93 F = /6 kf,' le = I/b. V.17 0.70 - (0.706./7 /ti?l/-6kS;)= Gq /4- 1 EGA 7- g 7 L fS . = /7, S '` i tLErn— 2 DL= 7,1k- LL Sk F - 17,4 J- I P, =0,c X 3.1) -1.(o,1X5) (2.2. 1, :)(/1,4-);. 5-7 k KJ- 18 s 44,617 Z71511 )= 61g 09C /03'8x 6,07e5 1 EGEMervr f DG= /3,1 IA-- 35.1 PAc = j.ox13, ) -1-(o,1JI24) x35-1 ) — 156 x k - 1 _ P5-7 (0,1-1 6443 SW B eaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 1 0 W D Y Structural • Civil Engineers 1 Job Name: .OL 4 Job No.: Sheet No: 03� df-13 1 Client: oc Date: 4/74,04. By: z2P KI I i FilimX Z I SSA/ A•-- Pr = .24 ) V= 0. 1?t ra 10(14,1-- "05.7/LIR Gw ; 1 PC- V A v l► lv,A __ V. \, I Q N 0 • ? 1 k 6, -1 13,33) 8.9 o.7 g 5 "__ r ,I /SAVL...-- i 1 6/241,r4 � s i 1 ..1 1 RI = ( pitv i -t8/11/7) 3.3 k DL 1 S/` s,.,o 1 Z =62.'112+!-oxll) = 4,5k 1 PL 6,6`5 ,,, F = (0!'J�14')(601,,-4) _ -7,6 oz.- � S't 8�g n F = 4)611 X 60) = g. 6 Di_ S.g i l,,t, II I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland, OR 97221 • ph: 503.203.8111 •fx: 503.203.8122 •www.wdyi.com fW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: RF-!4 Client: Ellis Eslick Associates P.C. Date: By: dep it Fie,omE L. Ai acuirS (k,o) t 1 V8 = -7 N8 = 1o,3k t II Uc, 12.3 = 3.3k 1jve k k k k -t Pc = 10.8 + 1.9 -/- /7.4 = 3g, 14 — Pc - (o.gxio,8) -11. 9- - -7, 58 K Rv --112v= 38.Ik 4 "1 K + tti,3 ' 57.41' e= I,7s ', -Rv = —7.6$ — = _2-1k E = 3,111 �►,= 0,3 +2,3 = 13. 6)` 1 6 ) &iLrs A3a1 (6)(0.4-1) = s KS; 4 = 26 ksi —Cl,s ) _ /7 kc, 27k (6x a,44') 1 COL nnj /a gild14.G I?. 1 k 1'2— k. 4 35.4 k _ /. / Pc " (0,G 13.1) - 5.� 23, 1ft (4X'g. Sk )= 3.5.Z k. 64 ) 2/ I,,� � r A71`t 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I aW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: BF 15- Client: Ellis Eslick Associates P.C. Date: By: dep II ISAP2000 v7.44 File: FRAMEP02-101 Kip-in Units PAGE 1 5/6/04 11:29:59 II WDY, Inc. LOAD COMBINATION MULTIPLIERS IICOMBO TYPE CASE FACTOR TYPE TITLE MINUSEQ ADD COMB1 II EQ -1.0000 STATIC(QUAKE) SAP2000 v7.44 File: FRAMEP02-101 Kip-in Units PAGE 2 I 5/6/04 11:29:59 WDY, Inc. IIJOINT DISPLACEMENTS JOINT LOAD Ul U2 U3 R1 R2 R3 II1 DL 0.0000 0.0000 0.0000 0.0000 8.202E-05 0.0000 1 LIVE 0.0000 0.0000 0.0000 0.0000 7.998E-05 0.0000 1 EQ 0.0000 0.0000 0.0000 0.0000 3.902E-04 0.0000 II 1 MINUSEQ 0.0000 0.0000 0.0000 0.0000 -3.902E-04 0.0000 2 DL 0.0106 0.0000 -6.268E-03 0.0000 3.343E-05 0.0000 I 2 LIVE 9.982E-03 0.0000 -5.749E-03 0.0000 2.681E-05 0.0000 2 EQ 0.0686 0.0000 0.0100 0.0000 5.066E-04 0.0000 2 MINUSEQ -0.0686 0.0000 -0.0100 0.0000 -5.066E-04 0.0000 3 DL 7.977E-03 0.0000 -8.893E-03 0.0000 -3.398E-05 0.0000 r II 3 LIVE 4.994E-03 0.0000 -9.731E-03 0.0000 -4.696E-05 0.0000 3 EQ 0.2050 0.0000 0.0239 0.0000 6.681E 04 0.0000 3 MINUSEQ -0.2050 0.0000 -0.0239 0.0000 -6.681E-04 0.0000 _ II4 DL 0.0000 0.0000 0.0000 0.0000 8.032E-05 0.0000 4 LIVE 0.0000 0.0000 0.0000 0.0000 7.785E-05 0.0000 4 EQ 0.0000 0.0000 0.0000 0.0000 3.943E-04 0.0000 I 4 MINUSEQ 0.0000 0.0000 0.0000 0.0000 3.943E 04 0.0000 5 DL 0.0106 0.0000 -7.544E-03 0.0000 3.695E-05 0.0000 5 LIVE 9.986E-03 0.0000 -7.141E-03 0.0000 3.120E-05 0.0000 I 5 EQ 0.0686 0.0000 -0.0205 0.0000 4.982E-04 0.0000 5 MINUSEQ -0.0686 0.0000 0.0205 0.0000 -4.982E-04 0.0000 6 DL 8.587E-03 0.0000 -0.0116 0.0000 -3.028E-05 0.0000 I 6 LIVE 5.749E-03 0.0000 -0.0130 0.0000 4.112E 05 0.0000 6 EQ 0.2188 0.0000 -0.0222 0.0000 6.593E-04 0.0000 6 MINUSEQ -0.2188 0.0000 0.0222 0.0000 -6.593E-04 0.0000 II II6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 W D Y Structural • Civil Engineers bawd I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Bp /6 • Client: Ellis Eslick Associates P.C. Date: By: dep II II SAP2000 v7.44 File: FRAMEP02-101 Kip-in Units PAGE 3 JOINT REACTIONS IIJOINT LOAD Fl F2 F3 M1 M2 M3 1 DL 5.257E-03 0.0000 10.9000 0.0000 0.0000 0.0000 I 1 LIVE 1 EQ 5.655E-03 0.0000 10.0000 0.0000 0.0000 0.0000 13.0126 0.0000 -35.6491 0.0000 0.0000 0.0000 1 MINUSEQ 13.0126 0.0000 35.6491 0.0000 0.0000 0.0000 II 4 DL5.257E 03 0.0000 13.1000 0.0000 0.0000 0.0000 4 LIVE 5.655E 03 0.0000 12.4000 0.0000 0.0000 0.0000 4 EQ 0.0126 0.0000 35.6491 0.0000 0.0000 0.0000 4 MINUSEQ -0.0126 0.0000 -35.6491 0.0000 0.0000 0.0000 I SAP2000 v7.44 File: FRAMEP02-101 Kip-in Units PAGE 4 IIFRAME ELEMENT FORCES ' FRAME LOAD LOC P V2 V3 T M2 M3 II 1 DL 0.00 -10.88 0.00 -5.889E-03 0.00 0.00 0.00 80.00 -10.88 0.00 -5.889E-03 0.00 4.712E-01 0.00 II 160.00 -10.88 0.00 -5.889E-03 0.00 9.423E-01 0.00 1 LIVE 0.00 -9.98 0.00 -6.445E-03 0.00 0.00 0.00 80.00 -9.98 0.00 -6.445E-03 0.00 5.156E-01 0.00 II 160.00 -9.98 0.00 -6.445E-03 0.00 1.03 0.00 1 EQ 0.00 17.37 0.00 1.411E-02 0.00 0.00 0.00 80.00 17.37 0.00 1.411E-02 0.00 -1.13 0.00 r 160.00 17.37 0.00 1.411E-02 0.00 -2.26 0.00 1 MINUSEQ 0.00 -17.37 0.00 -1.411E-02 0.00 0.00 0.00 80.00 -17.37 0.00 -1.411E-02 "' 0.00 1.13 0.00 ' 160 .00 -17.37 0.00 -1.411E-02 0.00 2.26 0.00 2 DL 0.00 -3.28 0.00 4.245E-03 0.00 9.423E-01 0.00 I 111.00 -3.28 0.00 4.245E-03 0.00 4.712E-01 0.00 222.00 -3.28 0.00 4.245E 03 0.00 0.00 0.00 2 LIVE II0.00 -4.98 0.00 4.645E-03 0.00 1.03 0.00 111.00 -4.98 0.00 4.645E-03 0.00 5.156E-01 0.00 222.00 -4.98 0.00 4.645E-03 0.00 0.00 0.00 2 EQ 0.00 17.37 0.00 -1.017E-02 0.00 -2.26 0.00 111.00 17.37 0.00 1.017E-02 0.00 -1.13 0.00 222.00 17.37 0.00 -1.017E-02 0.00 0.00 0.00 2 MINUSEQ II0.00 -17.37 0.00 1.017E-02 0.00 2.26 0.00 111.00 -17.37 0.00 1.017E-02 0.00 1.13 0.00 222.00 -17.37 0.00 1.017E-02 0.00 0.00 0.00 II6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I m' Y Structural • Civil Engineershir Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: $P 17 Client: Ellis Eslick Associates P.C. Date: By: dep II I 3 DL 0.00 -13.10 0.00 -5.257E-03 0.00 0.00 0.00 80.00 -13.10 0.00 -5.257E-03 0.00 4.206E-01 0.00 160.00 -13.10 0.00 -5.257E-03 0.00 8.411E-01 0.00 1 3 LIVE 0.00 12.400.00 -5.655E-03 0.00 0.00 0.00 80.00 -12.40 0.00 -5.655E-03 0.00 4.524E-01 0.00 160.00 -12.40 0.00 -5.655E-03 0.00 9.048E-01 0.00 II 3 EQ 0.00 -35.65 0.00 1.260E-02 0.00 0.00 0.00 80.00 -35.65 0.00 1.260E-02 0.00 -1.01 0.00 160.00 -35.65 0.00 1.260E-02 0.00 -2.02 0.00 1 3 MINUSEQ 0.00 35.65 0.00 -1.260E-02 0.00 0.00 0.00 80.00 35.65 0.00 -1.260E-02 0.00 1.01 0.00 160.00 35.65 0.00 -1.260E-02 0.00 2.02 0.00 II4 DL 0.00 -4.50 0.00 3.392E-03 0.00 8.411E-01 0.00 124.00 -4.50 0.00 3.392E-03 0.00 4.206E-01 0.00 II 248.00 -4.50 0.00 3.392E-03 0.00 0.00 0.00 4 LIVE 0.00 -6.60 0.00 3.648E-03 0.00 9.048E-01 0.00 124.00 -6.60 0.00 3.648E-03 0.00 4.524E-01 0.00 I 248.00 -6.60 0.00 3.648E-03 0.00 0.00 0.00 4 EQ 0.00 -1.82 0.00 -8.126E-03 0.00 -2.02 0.00 124.00 -1.82 0.00 -8.126E-03 0.00 -1.01 0.00 II 248.00 -1.82 0.00 -8.126E-03 0.00 0.00 0.00 4 MINUSEQ 0.00 1.82 0.00 8.126E-03 0.00 2.02 0.00 124.00 1.82 0.00 8.126E-03 0.00 1.01 0.00 I 248.00 1.82 0.00 8.126E-03 0.00 0.00 0.00 5 DL 0.00 1.013E-02 0.00 0.00 0.00 0.00 0.00 I 28.50 1.013E-02 0.00 0.00 0.00 0.00 0.00 57.00 1.013E-02 0.00 0.00 0.00 0.00 0.00 85.50 1.013E-02 0.00 0.00 0.00 0.00 0.00 II 114.00 1.013E-02 0.00 0.00 0.00 0.00 0.00 5 LIVE 0.00 1.109E-02 0.00 0.00 0.00 0.00 0.00 28.50 1.109E-02 0.00 0.00 0.00 0.00 0.00 157.00 1.109E-02 0.00 0.00 0.00 0.00 0.00 85.50 1.109E-02 0.00 0.00 0.00 0.00 0.00 114.00 1.109E 02 0.00 0.00 0.00 0.00 0.00 5 EQ I 0.00 -2.428E-02 0.00 0.00 0.00 0.00 0.00 8.50 2.428E 02 0.00 0.00 0.00 0.00 0.00 7.00 -2.428E-02 0.00 0.00 0.00 0.00 0.00 85.50 -2.428E-02 0.00 0.00 0.00 0.00 0.00 II 1 0.00 0.00 0.00 0.00 0.00 5 MINUSEQ14.00 -2.428E-02 0.00 2.428E-02 0.00 0.00 0.00 0.00 0.00 28.50 2.428E-02 0.00 0.00 0.00 0.00 0.00 II 57.00 2.428E-02 0.00 0.00 0.00 0.00 0.00 85.50 2.428E-02 0.00 0.00 0.00 0.00 0.00 114.00 2.428E-02 0.00 0.00 0.00 0.00 0.00 II 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I n1' D Y Structural • Civil Engineers bola IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 8F,f 13 1 Client: Ellis Eslick Associates R.C. Date: By: dep I 6 DL 0.00 3.479E-03 0.00 0.00 0.00 0.00 0.00 29.23 3.479E-03 0.00 0.00 0.00 0.00 0.00 58.46 3.479E-03 0.00 0.00 0.00 0.00 0.00 II 87.70 3.479E-03 0.00 0.00 0.00 0.00 0.00 116.93 3.479E-03 0.00 0.00 0.00 0.00 0.00 6 LIVE 0.00 3.742E-03 0.00 0.00 0.00 0.00 0.00 I 29.23 3.742E-03 0.00 0.00 0.00 0.00 0.00 58.46 3.742E-03 0.00 0.00 0.00 0.00 0.00 87.70 3.742E-03 0.00 0.00 0.00 0.00 0.00 116.93 3.742E-03 0.00 0.00 0.00 0.00 0.00 II 6 EQ 0.00 8.20 0.00 0.00 0.00 0.00 0.00 29.23 8.20 0.00 0.00 0.00 0.00 0.00 58.46 8.20 0.00 0.00 0.00- 0.00 0.00 I 87.70 8.20 0.00 0.00 0.00 0.00 0.00 116.93 8.20 0.00 0.00 0.00 0.00 0.00 6 MINUSEQ 0.00 -8.20 0.00 0.00 0.00 0.00 0.00 I 29.23 0.00 0.00 0.00 0.00 0.00 58.46 -8.20 0.00 0.00 0.00 0.00 0.00 87.70 -8.20 0.00 0.00 0.00 0.00 0.00 116.93 -8.20 0.00 0.00 0.00 0.00 0.00 I 7 DL 0.00 -1.921E-02 0.00 0.00 0.00 0.00 0.00 98.23 -1.921E-02 0.00 0.00 0.00 0.00 0.00 I 196.46 -1.921E-02 0.00 0.00 0.00 0.00 0.00 7 LIVE 0.00 -2.085E-02 0.00 0.00 0.00 0.00 0.00 98.23 -2.085E-02 0.00 0.00 0.00 0.00 0.00 II 196.46 -2.085E-02 0.00 0.00 0.00 0.00 0.00 7 EQ 0.00 22.45 0.00 0.00 0.00 0.00 0.00 r 98.23 22.45 0.00 0.00 0.00 0.00 0.00 I 196.46 22.45 0.00 0.00 0.00 0.00 0.00 7 MINUSEQ 0.00 -22.45 0.00 0.00 0.00 0.00 0.00 II 98.23 0.00 0.00 - 0.00 0.00 0.00 196.46 22.45 0.00 0.00 0.00 0.00 0.00 8 DL II 0.00 -1.672E-02 0.00 0.00 0.00 0.00 0.00 124.78 -1.672E-02 0.00 0.00 0.00 0.00 0.00 249.56 -1.672E-02 0.00 0.00 0.00 0.00 0.00 8 LIVE 0.00 -1.815E-02 0.00 0.00 0.00 0.00 0.00 124.78 -1.815E-02 0.00 0.00 0.00 0.00 0.00 249.56 -1.815E-02 0.00 0.00 0.00 0.00 0.00 8 EQ 0.00 -17.47 0.00 0.00 0.00 0.00 0.00 124.78 -17.47 0.00 0.00 0.00 0.00 0.00 249.56 -17.47 0.00 0.00 0.00 0.00 0.00 8 MINUSEQ I 0.00 17.47 0.00 0.00 0.00 0.00 0.00 124.78 17.47 0.00 0.00 0.00 0.00 0.00 249.56 17.47 0.00 0.00 0.00 0.00 0.00 II6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com irlw ro Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: GF. Client: Ellis Eslick Associates P.C. Date: By: dep ' FitolrJ 2 Few iN/ 1 IL PLL = ��.� /a,o = 22,4 V-�rA7. = 1' k 26 SK--� 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I aW D Y Structural • Civil Engineers bowl IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: gp 2z, Client: Ellis Eslick Associates P.C. Date: By: dep I I Footing Analysis: Frame 2& 17 Applied Loads: Seismic Governs Footing Properties h load = 26.00 ft above top of pier ftg.width = 6 ft l h = 29.33 ft above bot of ftg ftg. length = ftg depth = 18 ft P dl = 24.00 kip (wall+roof) 2.00 ft P II = 22.400 kip(floor+snow) S (ftg)= 324.0 ft^2 V total = 13.00 kip IM ot= 381.290 kip-ft pier width = 0.67 ft pier length = 18.00 ft pier depth = 1.33 ft I pier above soil = 0 ft soil weight= 115 pcf foundation depth = 3.33 ft IP ftg = 32.40 kip P pier= 2.40 kip I Soil Bearing allowable = 2000 P soil = 14.68 kip increase= 1.33 Foundation Total= 49.48 kip design = 2660 psf Dead+Live + Seismic .9 *Dead+1- Seismic I R total = 95.9 kip dl+ll R total= . 66.1 kip 0.9*(d1+11) Triangular Distribution Triangular Distribution ok ok I e = 3.98 ft e= 5.77 ft 3.00 mid 3rd 3.00 mid 3rd length brg. = 15.07 ft length brg. = 9.70 ft Imax. soil = 2121 ok max. soil= 2272 ok Overturning Resistance Overturning Resistance IM of= 381.3 kip-ft M ot= 381.3 kip-ft DL Mr= 862.9 kip-ft DL Mr= 595.2 kip-ft F.S. = 2.263 ok F.S.= ~ 1.561 ok I 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 I F sliding = 29 kip F sliding = 20 kip Sliding F.S. = 2.21 ok Sliding F.S. = 1.53 ok I Trapezoid Distribution P/A= 888 psf Trapezoid Distribution P/A= 612 psf M/S = 1177 kip-ft M/S = 1177 kip-ft I Max. Brg. = 2065 psf Max. Brg. = 1789 psf Min. Brg. = -289 psf Min. Brg. = -565 psf •Portland, 503.203.8111503.203.8122•www.wdyi.com 6443 SW Beaverton Hillsdale Hwy,suite 210 Porta d,OR 97221 •ph: •fx: y I nw Dy Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: sW f Client: Ellis Eslick.Associates P.C. Date: April2004 By: dep I SEcron_ A sii0443,41;4_, s mid- — — _ _ s 11-41)14. - I = \v 7 I jiioi_gl r I, 1 `6l8i'r -71 ! 6 /1 -g"IC8n� illj, X514I) 1 IV=CO, 131Y26s>El = 34,14 ASI) I - 4S, 6 our. Shearwall In-Plane Relative Rigidity 1 h I F or C h/I Of A, R V ft ft Ib IRE 7.33 17.00 F 0.43 0.14 0.16 7.276 16990< 4N4LYS t rahowbv-4--, 48580 7.33 7.00 F 1.05 0.43 0.77 2.330 5440 I 7.33 6.67 F 1.10 0.46 0.86 2.160 5043 7.33 12.00 F 0.61 0.21 0.27 4.851 11327 7.33 10.67 F 0.69 0.24 0.34 4.189 9781 1 53.33 total 20.806 ok I 1 I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • h:503.203.8111 •fx:503.203.8122 P www.wdyi.com 1 D y l Structural • Civil Engineers I bow/ Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: $w Z Client: Ellis,Eslick Associates P.C. Date: By: dep. IWall E-17ft pg 1/4 1. NOMINAL DESIGN LOADS • I Applied Dead Load 0.00 kips + cmu dl 19.6 kips = 19.55 kips Live Load 0.00 kips Lateral Shear Force(Vs) 17.0 kips I Height at Which Vs is applied 15.00 ft Moment(Ms) 255 ft-k I2. WALL PROPERTIES Unit W 77 psf Nominal Block Thickness (t) 8.0 in I Length of Wall (Lw) 17.00 ft Height of CMU 15.00 ft Specified Compressive Strength 1.500 ksi Modulus of Rupture 4.0 fm2 I Maximum Usable Compressive Strain 0.003 -/- I3. LOAD FACTORS 1997 UBC Load Factors U = 1.2D + 1.6L UBC(12-2) I U = 1.2 D + 1.0 L+ 1.0E UBC(12-5) U = 0.9 D- 1.0E UBC(12-6) I4. FACTORED AXIAL DEAD AND LIVE LOAD Pu= 1.2 D + 1.6 L 23 KIPS I5. NOMINAL AXIAL STRENGTH (Pon =0.85 fmLwt) 1983 KIPS 6. DESIGN AXIAL STRENGTH (Pou = 0.65 Pon) _ 1289 KIPS I Pu = 1.18 % of Nominal Axial Strength (Pon) O.K. Pu = 1.82 % of Design Axial Strength (Pou) O.K. I I I I Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 6443 SW Beaverton H y, 1 rirw D Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: SIN 3 ' Client: Ellis.Eslick Associates RC. Date: By: dep 7. NOMINAL PURE BENDING MOMENT CALCULATION Wall E-17ft pg 2/4 ISpecified Yield Strength 60.0 KSI Estimated Neutral Axis Location 13.51 IN. IVERTICAL STEEL LOCATION module= 32.0 in I AS1 = 0.62 INA2 D1 = 4.00 IN. AA 0.31 INA2 D2 = 36.00 IN. AS3 = 0.31 INA2 D3 = .68.00 IN. AS4 = 0.31 INA2 D4 = 100.00 IN. I AS5 = 0.00 INA2 D5= 0.00 IN. AS6 = 0.00 INA2 D6 = 0.00 IN. AS7 = 0.00 INA2 D7 = 0.00 IN. I AS8 = AS9 = 0.00 INA2 D8 = 0.00 IN. 0.00 INA2 D9 = 0.00 IN. AS10 = 0.00 INA2 D10= 0.00 IN. I AS11 = 0.00 INA2 D11= 204.00 IN. AS12 = 0.00 INA2 D12= 204.00 IN. AS13 = 0.00 INA2 D13= 204.00 IN. AS14 = 0.00 INA2 D14= 204.00 IN. I AS15 = 0.00 INA2 D15= 204.00 IN. AS16 = 0.00 INA2 D16= 204.00 IN. AS17 = 0.31 INA2 D17= 104.00 IN. I AS18 = 0.31 INA2 D18= 136.00 IN. AS19 = 0.31 INA2 D19= 168.00 IN. AS20 = 0.62 INA2 D20= 200.00 IN. I Area of Steel = 3.10 INA2 Sum of Tension and Compression Force 0.00 KIPS O.K. Neutral Axis Must Be O.K. New Neutral Axis Location 13.51 IN. Nominal Pure Bending Moment 1503 K-FT ti I8. FACTORED REQUIRED MOMENT Mu = 1.0 Ms 255 K-FT I9. NOMINAL CRACKING MOMENT CAPACITY OF SECTION (Mcr) I Do you want to include axial load in cracking moment calculation? (YES=1,NO=0) 1 I Percentage of Live Load to be used in cracking moment calculation: 0 Gross Section Modulus 52887 INA3 Modulus of Rupture 155 PSI I Nominal Cracking Moment Capacity 738 K-FT I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I rw DV IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 5(,•) Lf-- Client: Ellis Eslick Associates P.C. Date: By: dep. 10. EVALUATE NECESSITY OF VERTICAL STEEL CONFINEMENT(BOUNDARY MEMBER) WaII E-17ft pg 3/4 R= 4.5 R/ 1.125 4.0 Compressive Stress at 0.75 fm 1.125 KSI I Estimated Neutral Axis Location • 30.48 IN. Pu = 1.2 D + 1.0 L 23.5 KIPS Summation of Tension and Compression Force 23.5 KIPS O.K. ' Moment Corresponding to Stress 0.75 fm 1590 K-FT Therefore Boundary Element is: NOT NEEDED The Neutral Axis Must Be : O.K. IEstimated Neutral Axis Location 29.49 IN. Pu = 0.9 D 17.6 KIPS I Summation of Tension and Compression Force 17.6 KIPS O.K. Moment Corresponding to Stress 0.75 fm 1554 K-FT Therefore Boundary Element is: NOT NEEDED IThe Neutral Axis Must Be : O.K. 11. CALCULATE DESIGN BALANCED AXIAL LOAD (Pbu) I Balanced Neutral Axis (Cb) 118.37 IN. Nominal Balanced Axial Load (Pbn) 1000 KIPS Design Balanced Axial Load (Pbu= 0.7 Pbn) 650 KIPS I :: 12. COMPARE ULTIMATE AXIAL LOAD AND BALANCED AXIAL LOAD I , Pu = 1.2 D + 1.0 L 23 KIPS Pu = 2 % of Nominal Balanced Load (Pbn) Pu = 4t % of Design Balanced Load (Pbu) I Flexural Phi Factor 0.78 Pu = 0.9D ,. 18 KIPS I Pu = 2 % of Nominal Balanced Load (Pbn) Pu = 3 % of Design Balanced Load (Pbu) Flexural Phi Factor 0.79 I13. CALCULATE DESIGN BALANCED MOMENT CAPACITY(Mbu) I Nominal Balanced Moment(Mbn) 5030 K-FT Design Balanced Moment(Mbu) 0.65 Mbn= 3269 K-FT 14. CALCULATE DESIGN PURE BENDING MOMENT CAPACITY(Mou) INominal Pure Bending Moment(Mon) 1503 K-FT Design Pure Bending Moment(Mou) 0.8 Mon= 1202 K-FT I ilisdale H suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 6443 SW Beaverton-Hillsdale Hwy, 1 r W D Y Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: S IAI 5— IClient: Ellis:Eslick Associates P.C. Date: By: del. 15. CALCULATE DESIGN PURE AXIAL LOAD CAPACITY(Pou) Wall E-17ft pg 4/4 INominal Pure Axial Load (Pon) 2165 KIPS Design Pure Axial Load (Pou) 0.7 Pon= 1407 KIPS IMaximum Usuable Axial Load (Pmax) 0.80 Pou= 1126 KIPS 16. DESIGN MOMENT CAPACITY(M) IMu = 1.0 Ms 255 K-FT Design Moment Capacity Corresponding To: I1.2D + 1.OL 1262K-FT O.K. M/Mcr= 1.7. I0.9 D 1247 K-FT O.K. M/Mcr= 1.7 I17. SHEAR DEMAND .. Vu = 1.0 Vs 17 KIPS IRequired Flexural Ductile Shear(Vdu) 107 KIPS 18 SHEAR CAPACITY IMaximum Nominal Shear Strength: UBC Table 21-J 260 KIPS I Plastic Hinge Region enter 1 otherwise 2 1 Vm = Cd *Ae*(fm)^2 UBC Table 21-K 0 KIPS Av= 0.40 INA2 S = 48.0 IN Vs = 102 KIPS I Vn = Vm + Vs 102 KIPS Ductile Shear Ratio (VnNdu) 0.95 Shear Phi Factor _ 0.60 tVu «< 0.60 Vn = 61 KIPS O.K. I I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I rilliAmy Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SW 6 Client: Ellis Eslick Associates P.C. Date: By: dep I SE-croft. A siiV/L"oti, S I WALL L s/ 1 / a �tx 1q ,xi IGS:, /'� � ipC O r / I -13J�r _ � I >7._ • . I WILL /ZMM oir? I RL 7.33 3.33 F 2.20 1.73 4.93 0.579 1022 I 10300 7.33 5.92 F 1.24 0.56 1.13 1.782 3143 7.33 6.00 F 1.22 0.55 1.10 1.822 3214 7.33 5.67 F 1.29 0.60 1.25 1.656 2921 r total 5.839 ok I I WALL N IWtatL /24/6117 RN 24.00 11.00 C 2.18 1.69 4.81 0.208 25269 I 41300 24.00 9.33 C 2.57 2.47 7.58 0.132 16031 total 0.340 ok I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com iniN D Y Structural • Civil Engineers bigwig I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 5 W—1 1 Client: Ellis Eslick Associates P.C. Date: By: dep IWall L-30ft pg 1/4 1. NOMINAL DESIGN LOADS IApplied Dead Load - 0.00 kips + cmu dl 55.2 kips = 55.20 kips Live Load 0.00 kips Lateral Shear Force (Vs) 40.6 kips 1 Height at Which Vs is applied 24.00 ft Moment(Ms) 974 ft-k I2. WALL PROPERTIES Unit W 77 psf Nominal Block Thickness (t) 8.0 in I Length of Wall (Lw) 30.00 ft Height of CMU 24.00 ft Specified Compressive Strength 1.500 ksi I Modulus of Rupture 4.0 fm2 Maximum Usable Compressive Strain 0.003 -I- 3. LOAD FACTORS I1997 UBC Load Factors U = 1.2D + 1.6L UBC(12-2) I U = 1.2 D+ 1.0 L+ 1.0E UBC(12-5) U = 0.9 D - 1.0E UBC(12-6) I4. FACTORED AXIAL DEAD AND LIVE LOAD Pu= 1.2 D + 1.6 L 66 KIPS I5. NOMINAL AXIAL STRENGTH (Pon =0.85 fmLwt) 3500 KIPS 6. DESIGN AXIAL STRENGTH (Pou = 0.65 Pon) _ 2275 KIPS IPu = 1.89 % of Nominal Axial Strength (Pon) O.K. Pu = 2.91 % of Design Axial Strength (Pou) O.K. I I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 QIN D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No:sw $ IClient: Ellis Eslick Associates P.C. Date: By: dep 7. NOMINAL PURE BENDING MOMENT CALCULATION Wall L-30ft pg 2/4 ISpecified Yield Strength 60.0 KSI Estimated Neutral Axis Location 14.68 IN. IVERTICAL STEEL LOCATION • module = 8.0 in AS1 = 0.62 INA2 D1 = 4.00 IN. I AS2 = 0.62 INA2 D2 = 12.00 IN. AS3 = 0.62 INA2 D3 = 20.00 IN. AS4 = 0.00 INA2 D4= 28.00 IN. I AS5 = AS6 = 0.00 INA2 D5= 36.00 IN. 0.00 INA2 D6 = 44.00 IN. AS7 = 0.31 INA2 D7 = 52.00 IN. I AS8 = AS9 = 0.00 INA2 D8 = 60.00 IN. 0.00 INA2 D9 = 68.00 IN. AS10 = 0.00 INA2 D10= 76.00 IN. I AS11 = 0.00 INA2 D11= 284.00 IN. AS12 = 0.00 INA2 D12= 292.00 IN. AS13 = 0.00 INA2 D13= 300.00 IN. AS14 = 0.31 INA2 D14= 308.00 IN. I AS15 = 0.00 INA2 D15= 316.00 IN. AS16 = 0.00 INA2 D16= 324.00 IN. AS17 = 0.00 INA2 D17= 332.00 IN. I AS18 = 0.62 INA2 D18= 340.00 IN. AS19 = 0.62 INA2 D19= 348.00 IN. AS20 = 0.62 INA2 D20= 356.00 IN. I Area of Steel = 4.34 INA2 Sum of Tension and Compression Force 0.00 KIPS O.K. Neutral Axis Must Be O.K. New Neutral Axis Location 14.68 IN. INominal Pure Bending Moment 3742 K-FT ~ I8. FACTORED REQUIRED MOMENT Mu = 1.0 Ms 974 K-FT I9. NOMINAL CRACKING MOMENT CAPACITY OF SECTION (Mcr) I Do you want to include axial load in cracking moment calculation? (YES=1,NO=0) 1 Percentage of Live Load to be used in cracking moment calculation: 0 IGross Section Modulus 164700 INA3 Modulus of Rupture 155 PSI Nominal Cracking Moment Capacity 2402 K-FT 1 I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I in W DY ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SvJ 01 IClient: Ellis Eslick Associates P.C. Date: By: dep 10. EVALUATE NECESSITY OF VERTICAL STEEL CONFINEMENT (BOUNDARY MEMBER) Wall L-30ft pg 3/4 R= 4.5 R/ 1.125 4.0 Compressive Stress at 0.75 fm 1.125 KSI IEstimated Neutral Axis Location 34.94 IN. Pu = 1.2 D + 1.0 L 66.2 KIPS Summation of Tension and Compression Force 66.2 KIPS O.K. ' Moment Corresponding to Stress 0.75 fm 4545 K-FT Therefore Boundary Element is: NOT NEEDED The Neutral Axis Must Be : O.K. tEstimated Neutral Axis Location 32.09 IN. Pu = 0.9 D 49.7 KIPS I Summation of Tension and Compression Force 49.7 KIPS O.K. Moment Corresponding to Stress 0.75 fm 4331 K-FT Therefore Boundary Element is: NOT NEEDED The Neutral Axis Must Be : O.K. I11. CALCULATE DESIGN BALANCED AXIAL LOAD (Pbu) I Balanced Neutral Axis (Cb) 210.69 IN. Nominal Balanced Axial Load (Pbn) 1753 KIPS Design Balanced Axial Load (Pbu= 0.7 Pbn) 1140 KIPS I .. 12. COMPARE ULTIMATE AXIAL LOAD AND BALANCED AXIAL LOAD IPu = 1.2 D + 1.0 L 66 KIPS Pu = 4 % of Nominal Balanced Load (Pbn) Pu = 6 % of Design Balanced Load (Pbu) IFlexural Phi Factor 0.78 Pu = 0.9 D 50 KIPS I Pu = 3 % of Nominal Balanced Load (Pbn) Pu = 4 % of Design Balanced Load (Pbu) Flexural Phi Factor 0.78 1 13. CALCULATE DESIGN BALANCED MOMENT CAPACITY(Mbu) I Nominal Balanced Moment(Mbn) 16497 K-FT Design Balanced Moment(Mbu) 0.65 Mbn= 10723 K-FT 14. CALCULATE DESIGN PURE BENDING MOMENT CAPACITY(Mou) I Nominal Pure Bending Moment(Mon) 3742 K-FT Design Pure Bending Moment(Mou) 0.8 Mon= 2993 K-FT I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 W D y Structural • Civil Engineers In Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SoIp IClient: Ellis Eslick Associates P.C. Date: By: dep 15. CALCULATE DESIGN PURE AXIAL LOAD CAPACITY(Pou) Wall L-30ft pg 4/4 INominal Pure Axial Load (Pon) 3755 KIPS Design Pure Axial Load (Pou) 0.7 Pon= 2441 KIPS IMaximum Usuable Axial Load (Pmax) 0.80 Pou= 1952 KIPS 16. DESIGN MOMENT CAPACITY(M) IMu = 1.0 Ms 974 K-FT Design Moment Capacity Corresponding To: 1 1.2 D + 1.0 L 3385 K-FT O.K. M/Mcr= 1.4 I0.9 D 3287 K-FT O.K. M/Mcr= 1.4 I17. SHEAR DEMAND Vu = 1.0 Vs 41 KIPS 1 Required Flexural Ductile Shear(Vdu) 182 KIPS 18 SHEAR CAPACITY IMaximum Nominal Shear Strength: UBC Table 21-J 482 KIPS I Plastic Hinge Region enter 1 otherwise 2 1 Vm = Cd *Ae* (fm)^2 UBC Table 21-K 0 KIPS Av= 0.40 INA2 S = 48.0 IN IVs = 180 KIPS Vn = Vm + Vs 180 KIPS Ductile Shear Ratio (VnNdu) 0.99 Shear Phi Factor _ 0.60 I Vu «< 0.60 Vn = 108 KIPS O.K. I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 �'Yfx:503.203.8122•www.wdyi.com 1 WD Y Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 5w I I ' Client: Ellis Eslick Associates P.C. Date: By: dep IWall L-6ft pg 1/4 1. NOMINAL DESIGN LOADS IApplied Dead Load 0.00 kips - + cmu dl 12.0 kips = 11.96 kips Live Load 0.00 kips Lateral Shear Force (Vs) 4.5 kips I Height at Which Vs is applied 26.00 ft Moment(Ms) 116 ft-k I2. WALL PROPERTIES Unit W 77 psf Nominal Block Thickness (t) 8.0 in I Length of Wall (Lw) 6.00 ft Height of CMU 26.00 ft Specified Compressive Strength 2.600 ksi Modulus of Rupture 4.0 fm2 I Maximum Usable Compressive Strain 0.003 -I- 3. LOAD FACTORS ' 1997 UBC Load Factors U = 1.2 D + 1.6 L UBC(12-2) I U = 1.2D + 1.OL+ 1.0E UBC(12-5) U = 0.9 D- 1.0E UBC(12-6) I4. FACTORED AXIAL DEAD AND LIVE LOAD Pu= 1.2 D + 1.6 L 14 KIPS I5. NOMINAL AXIAL STRENGTH (Pon =0.85 fmLwt) 1213 KIPS 6. DESIGN AXIAL STRENGTH (Pou = 0.65 Pon) ,. 789 KIPS IPu = 1.18 % of Nominal Axial Strength (Pon) O.K. Pu = 1.82 % of Design Axial Strength (Pou) O.K. I 1 I 1 I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FlW D V Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SW I1. Client: Ellis Eslick Associates P.C. Date: By: dep I 7. NOMINAL PURE BENDING MOMENT CALCULATION Wall L-6ft pg 214 I Specified Yield Strength 60.0 KSI Estimated Neutral Axis Location 5.19 IN. IVERTICAL STEEL LOCATION module= 8.0 in AS1 = 0.62 INA2 D1 = 4.00 IN. I AS2 = 0.00 INA2 D2 = 12.00 IN. AS3 = 0.00 INA2 D3 = 20.00 IN. AS4 = 0.00 INA2 D4= 28.00 IN. I AS5 =AS6 0.31 INA2 D5= 36.00 IN. 0.00 INA2 D6= 44.00 IN. AS7 = 0.00 INA2 D7 = 52.00 IN. AS8 = 0.00 INA2 D8 = 60.00-IN. I AS9 = 0.31 INA2 D9 = 68.00 IN. AS10 = 0.00 INA2 D10= 76.00 IN. AS11 = 0.00 INA2 011= -4.00 IN. I AS12 = 0.31 INA2 D12= 4.00 IN. AS13 = 0.00 INA2 D13= 12.00 IN. AS14 = 0.00 INA2 D14= 20.00 IN. II AS15 = 0.00 INA2 D15= 28.00 IN. AS16 = 0.31 INA2 D16= 36.00 IN. AS17 = 0.00 INA2 D17= 44.00 IN. I AS18 = AS19 = 0.00 INA2 D18= 52.00 IN. 0.00 INA2 D19= 60.00 IN. AS20 = 0.62 INA2 D20= 68.00 IN. Area of Steel = 2.48 I102 I Sum of Tension and Compression Force 0.00 KIPS O.K. Neutral Axis Must Be O.K. New Neutral Axis Location 5.19 IN. INominal Pure Bending Moment 408 K-FT I8. FACTORED REQUIRED MOMENT Mu = 1.0 Ms 116 K-FT I9. NOMINAL CRACKING MOMENT CAPACITY OF SECTION (Mcr) Do you want to include axial load in cracking moment calculation? 1 (YES=1,NO=0) 1 Percentage of Live Load to be used in cracking moment calculation: 0 % I Gross Section Modulus 6588 IN^3 Modulus of Rupture 204 PSI Nominal Cracking Moment Capacity 124 K-FT I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I WD• Y Structural • Civil Engineers I ism/ Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: S u 12 IClient: Ellis Eslick Associates P.C. Date: By: dep 10. EVALUATE NECESSITY OF VERTICAL STEEL CONFINEMENT(BOUNDARY MEMBER) Wall L-6ft pg 3/4 R= 4.5 R/ 1.125 4.0 Compressive Stress at 0.75 fm 1.950 KSI I Estimated Neutral Axis Location 10.99 IN. Pu = 1.2 D + 1.OL 14.4 KIPS Summation of Tension and Compression Force 14.4 KIPS O.K. I Moment Corresponding to Stress 0.75 fm 438 K-FT Therefore Boundary Element is: NEEDED The Neutral Axis Must Be : O.K. IEstimated Neutral Axis Location 10.58 IN. Pu = 0.9 D 10.8 KIPS I Summation of Tension and Compression Force 10.8 KIPS O.K. Moment Corresponding to Stress 0.75 fm 429 K-FT Therefore Boundary Element is: NEEDED The Neutral Axis Must Be : O.K. I 11. CALCULATE DESIGN BALANCED AXIAL LOAD (Pbu) I Balanced Neutral Axis(Cb) 40.24 IN. Nominal Balanced Axial Load (Pbn) 582 KIPS Design Balanced Axial Load (Pbu= 0.7 Pbn) 378 KIPS I .. 12. COMPARE ULTIMATE AXIAL LOAD AND BALANCED AXIAL LOAD Pu = 1.2D + 1.OL 14 KIPS Pu = 2 % of Nominal Balanced Load (Pbn) Pu = 4 % of Design Balanced Load (Pbu) IFlexural Phi Factor 0.78 Pu = 0.9 D _ 11 KIPS I Pu = Pu = 2 % of Nominal Balanced Load (Pbn) 3 % of Design Balanced Load (Pbu) Flexural Phi Factor 0.79 I13. CALCULATE DESIGN BALANCED MOMENT CAPACITY(Mbu) I Nominal Balanced Moment(Mbn) 1205 K-FT Design Balanced Moment(Mbu) 0.65 Mbn= 783 K-FT 14. CALCULATE DESIGN PURE BENDING MOMENT CAPACITY(Mou) INominal Pure Bending Moment(Mon) 408 K-FT Design Pure Bending Moment(Mou) 0.8 Mon= 326 K-FT I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 WDy Structural • Civil Engineers In Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: s W 1 4, IClient: Ellis Eslick Associates P.C. Date: By: dep 15. CALCULATE DESIGN PURE AXIAL LOAD CAPACITY(Pou) Wall L-6ft pg 4/4 Nominal Pure Axial Load (Pon) 1357 KIPS Design Pure Axial Load (Pou) 0.7 Pon= 882 KIPS Maximum Usuable Axial Load (Pmax) 0.80 Pou= 705 KIPS I 16. DESIGN MOMENT CAPACITY(M) IMu = 1.0 Ms 116K-FT Design Moment Capacity Corresponding To: I1.2 D + 1.0 L 340 K-FT O.K. phi*Mn/Mcr= 2.7. I0.9 D 336 K-FT O.K. phi*Mn/Mcr= 2.7 I17. SHEAR DEMAND Vu = 1.0 Vs 4 KIPS IRequired Flexural Ductile Shear(Vdu) 17 KIPS 18 SHEAR CAPACITY IMaximum Nominal Shear Strength: UBC Table 21-J 112 KIPS Plastic Hinge Region enter 1 otherwise 2 1 IVm = Cd *Ae*(fm)^2 UBC Table 21-K 0 KIPS Av= 0.40 INA2 S = 48.0 IN Vs = 36 KIPS I Vn = Vm + Vs 36 KIPS Ductile Shear Ratio (Vn/Vdu) 2.16 Shear Phi Factor ,. 0.80 I Vu «< 0.80 Vn = 29 KIPS O.K. I I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 riW D y Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SU 1 1 1 Client: Ellis Eslick Associates P.C. Date: By: dep IWall N-11ft pg 1/4 1. NOMINAL DESIGN LOADS 1 Applied Dead Load 12.24 kips + cmu dl 20.2 kips = 32.48 kips Live Load 18.00 kips Lateral Shear Force (Vs) 44.2 kips I Height at Which Vs is applied 27.00 ft Moment(Ms) 1195 ft-k I2. WALL PROPERTIES Unit W 77 psf Nominal Block Thickness (t) 8.0 in Length of Wall (Lw) 11.00 ft I Height of CMU 24.00 ft Specified Compressive Strength 2.600 ksi I Modulus of Rupture 4.0 fmz Maximum Usable Compressive Strain 0.003 -I- 3. LOAD FACTORS ' 1997 UBC Load Factors U = 1.2 D + 1.6 L UBC(12-2) I U = 1.2 D + 1.0 L+ 1.0E UBC(12-5) U = 0.9 D - 1.0E UBC(12-6) i4. FACTORED AXIAL DEAD AND LIVE LOAD Pu= 1.2 D + 1.6 L 68 KIPS I5. NOMINAL AXIAL STRENGTH (Pon =0.85 fmLwt) 2224 KIPS 6. DESIGN AXIAL STRENGTH (Pou = 0.65 Pon) -. 1446 KIPS IPu = 3.05 % of Nominal Axial Strength (Pon) O.K. Pu = 4.69 % of Design Axial Strength (Pou) O.K. I I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 ritW D Y Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: sW i6 IClient: Ellis Eslick Associates P.C. Date: By: dep 7. NOMINAL PURE BENDING MOMENT CALCULATION Wall N-11ft pg 2/4 ISpecified Yield Strength 60.0 KSI Estimated Neutral Axis Location 13.30 IN. IVERTICAL STEEL LOCATION module = 8.0 in AS1 = 0.62 INA2 D1 = 4.00 IN. I AS2 = 0.62 INA2 D2 = 12.00 IN. AS3 = 0.62 INA2 D3 = 20.00 IN. AS4 = 0.00 INA2 D4 = 28.00 IN. I AS5 = 0.31 INA2 D5 = 36.00 IN. AS6 = 0.00 INA2 D6 = 44.00 IN. AS7 = 0.31 INA2 D7 = 52.00 IN. AS8 = 0.00 11\11'2D8 = 60.00 IN. I AS9 = 0.17 INA2 D9= 68.00 IN. AS10 = 0.00 INA2 D10= 76.00 IN. AS11 = 0.00 IN"2 D11= 56.00 IN. I AS12 = 0.17 INA2 D12= 64.00 IN. AS13 = 0.00 INA2 D13= 72.00 IN. AS14 = 0.31 INA2 D14= 80.00 IN. I AS15 = AS16 = 0.00 INA2 D15= 88.00 IN. 0.31 INA2 D16= 96.00 IN. AS17 = 0.00 INA2 D17= 104.00 IN. I AS18 = 0.62 INA2 D18= 112.00 IN. AS19 = 0.62 INA2 D19= 120.00 IN. AS20 = 0.62 INA2 D20= 128.00 IN. I Area of Steel = 5.29 IN"2 Sum of Tension and Compression Force 0.00 KIPS O.K. Neutral Axis Must Be O.K. New Neutral Axis Location 13.30 IN. INominal Pure Bending Moment 1572 K-FT I8. FACTORED REQUIRED MOMENT _ Mu = 1.0 Ms 1195 K-FT I9. NOMINAL CRACKING MOMENT CAPACITY OF SECTION (Mcr) I Do you want to include axial load in cracking moment calculation? (YES=1,NO=0) 1 Percentage of Live Load to be used in cracking moment calculation: 0 IGross Section Modulus 22143 !NMModulus of Rupture 204 PSI Nominal Cracking Moment Capacity 436 K-FT I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com r5WDY Structural • Civil Engineers `il I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: sW I-) IClient: Ellis Eslick Associates P.C. Date: By: dep 10. EVALUATE NECESSITY OF VERTICAL STEEL CONFINEMENT(BOUNDARY MEMBER) Wall N-11ft pg 3/4 R= 4.5 R/ 1.125 4.0 Compressive Stress at 0.75 fm 1.950 KSI I Estimated Neutral Axis Location 26.70 IN. Pu = 1.2 D + 1.0 L 57.0 KIPS Summation of Tension and Compression Force 57.0 KIPS O.K. I Moment Corresponding to Stress 0.75 fm 1700 K-FT Therefore Boundary Element is: NEEDED The Neutral Axis Must Be : O.K. IEstimated Neutral Axis Location 24.13 IN. Pu = 0.9 D 29.2 KIPS Summation of Tension and Compression Force 29.2 KIPS O.K. I Moment Corresponding to Stress 0.75 fm 1597 K-FT Therefore Boundary Element is: NEEDED The Neutral Axis Must Be : O.K. ' 11. CALCULATE DESIGN BALANCED AXIAL LOAD (Pbu) I Balanced Neutral Axis (Cb) 75.76 IN. Nominal Balanced Axial Load (Pbn) 1120 KIPS Design Balanced Axial Load (Pbu= 0.7 Pbn) 728 KIPS 12. COMPARE ULTIMATE AXIAL LOAD AND BALANCED AXIAL LOAD IPu = 1.2 D + 1.0 L 57 KIPS Pu = 5 % of Nominal Balanced Load (Pbn) Pu = 8 % of Design Balanced Load (Pbu) I Flexural Phi Factor 0.77 Pu = 0.9 D _ 29 KIPS I Pu = Pu = 3 % of Nominal Balanced Load (Pbn) 4 % of Design Balanced Load (Pbu) Flexural Phi Factor 0.78 I13. CALCULATE DESIGN BALANCED MOMENT CAPACITY(Mbu) 1 Nominal Balanced Moment(Mbn) 4057 K-FT Design Balanced Moment(Mbu) 0.65 Mbn= 2637 K-FT 14. CALCULATE DESIGN PURE BENDING MOMENT CAPACITY(Mou) INominal Pure Bending Moment(Mon) 1572 K-FT Design Pure Bending Moment(Mou) 0.8 Mon= 1258 K-FT I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com Engineers W D Y Structural • Civil IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 5‘410 IClient: Ellis Eslick Associates P.C. Date: By: dep 15. CALCULATE DESIGN PURE AXIAL LOAD CAPACITY(Pou) Wall N-11ft pg 4/4 I Nominal Pure Axial Load (Pon) 2530 KIPS Design Pure Axial Load (Pou) 0.7 Pon= 1645 KIPS Maximum Usuable Axial Load (Pmax) 0.80 Pou= 1316 KIPS 16. DESIGN MOMENT CAPACITY(M) IMu = 1.0 Ms 1195 K-FT Design Moment Capacity Corresponding To: 1 1.2D + 1.OL 1333K-FT O.K. M/Mcr= 3.1 I 0.9 D 1296 K-FT O.K. M/Mcr= 3.0 I17. SHEAR DEMAND Vu = 1.0 Vs 44 KIPS IRequired Flexural Ductile Shear(Vdu) 64 KIPS 18 SHEAR CAPACITY IMaximum Nominal Shear Strength: UBC Table 21-J 205 KIPS Plastic Hinge Region enter 1 otherwise 2 1 I Vm = Cd *Ae* (fm)^2 UBC Table 21-K 0 KIPS Av= 0.40 INA2 S = 48.0 IN Vs = 66 KIPS I Vn = Vm + Vs 66 KIPS Ductile Shear Ratio (VnNdu) 1.03 Shear Phi Factor0.80 Vu <<< 0.80 Vn = 53 KIPS O.K. - I I I I t6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I FlM D. Y Structural • Civil Engineers bawd IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No:SU lei Client: Ellis Eslick Associates P.C. Date: By: dep 111 5F.6,72p4... 8C4,0 — b✓t7/L5-1- Got. /,,,,pit, N—s- I74D//V6-- I i . • Imo LL 12__b L-36 I015741,014- g-615 G /lazt-S (AJii A w'�' _ £", w / V" 4.183 ,./ I ✓�DbF 260 K 3i,71 qha6 o 61 436 80 k f Oo4 - 4511 I` I?.33 61# 8 273- So I7/z k /5131-4- 130 K e h= 2$ , I . 6,tav11r1 Lo,aos I fit., _ (2S/X.11psi- ) _ 476 pig XML I (2s'Y ZSas;') ' 7Oo p>Ji,- Lit., pri,t = C$ ( 60) = J 6 8"D tow.,, tit., IL2,5' i-o) ' 1 ) Z,b per- L t.. , I w A/v iS OW FOi-Lo v1p- -- Ag / s I / ordt- 5 SNri7'flon - (✓AUS bt 11.S 41tiki,S 04. 38 I WAIL 1., ) CS °SUKryr e, /6 ; (L) 4,.,4'ii/eqZ. &4(i '' 8ea44040,1 -f/K5 / c6' ATG 'L/4 aL L. I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 riw Dy Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No:5 t,' 20 Client: Ellis Eslick Associates P.C. Date: By: dep IWall 12 Main Floor pg 1/4 1. NOMINAL DESIGN LOADS I Applied Dead Load 17.14 kips + cmu dl 66.2 kips = 83.38 kips Live Load 25.20 kips Lateral Shear Force(Vs) , 80.0 kips I Height at Which Vs is applied 24.00 ft Moment(Ms) 1920 ft-k I2. WALL PROPERTIES Unit W 77 psf Nominal Block Thickness(t) 8.0 in Length of Wall (Lw) 36.00 ft I Height of CMU 24.00 ft Specified Compressive Strength 2.600 ksi Modulus of Rupture 4.0 fm2 I Maximum Usable Compressive Strain 0.003 -I- 3. LOAD FACTORS ' 1997 UBC Load Factors U = 1.2 D + 1.6 L UBC(12-2) I U = 1.2D + 1.OL + 1.0E UBC(12-5) U = 0.9 D- 1.0E UBC(12-6) I4. FACTORED AXIAL DEAD AND LIVE LOAD Pu= 1.2 D + 1.6 L 140 KIPS I5. NOMINAL AXIAL STRENGTH (Pon = 0.85 fmLwt) 7280 KIPS 6. DESIGN AXIAL STRENGTH (Pou = 0.65 Pon) 4732 KIPS IPu = 1.93 % of Nominal Axial Strength (Pon) O.K. Pu = 2.97 % of Design Axial Strength (Pou) O.K. I I I I 111 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 'NY 1 Fw D yl Structural • Civil Engineers IIlima I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 1) Client: Ellis Eslick Associates P.C. Date: By: dep. 7. NOMINAL PURE BENDING MOMENT CALCULATION Wall 12 Main Floor pg 2/4 ISpecified Yield Strength 60.0 KSI Estimated Neutral Axis Location 21.84 IN. IVERTICAL STEEL LOCATION module= 16.0 in AS1 = 0.62 INA2 D1 = 4.00 IN. I AS2 = 0.31 INA2 D2 = 20.00 IN. AS3 = 0.31 INA2 D3 = 36.00 IN. AS4 = 0.31 INA2 D4 = 52.00 IN. I AS5 = AS6 = 0.31 INA2 D5 = 68.00 IN. 0.31 INA2 D6 = 84.00 IN. AS7 = 0.31 INA2 D7 = 100.00 IN. AS8 = 0.31 INA2 D8 = 116.00 IN. I AS9 = 0.31 INA2 D9= 132.00 IN. AS10 = 0.31 INA2 D10= 148.00 IN. AS11 = 0.31 INA2 D11= 284.00 IN. I AS12 = 0.31 INA2 D12= 300.00 IN. AS13 = 0.31 INA2 D13= 316.00 IN. AS14 = 0.31 INA2 D14= 332.00 IN. I AS15 = 0.31 INA2 D15= 348.00 IN. AS16 = 0.31 INA2 D16= 364.00 IN. AS17 = 0.31 INA2 D17= 380.00 IN. I AS18 = AS19 = 0.31 INA2 D18= 396.00 IN. 0.31 11\02D19= 412.00 IN. AS20 = 0.62 INA2 D20= 428.00 IN. I Area of Steel = 6.82 INA2 Sum of Tension and Compression Force 0.00 KIPS O.K. Neutral Axis Must Be O.K. I New Neutral Axis Location 21.84 IN. Nominal Pure Bending Moment 7061 K-FT 1 8. FACTORED REQUIRED MOMENT Mu = 1.0 Ms 1920 K-FT I9. NOMINAL CRACKING MOMENT CAPACITY OF SECTION (Mcr) I Do you want to include axial load in cracking moment calculation? (YES=1,N0=0) 1 Percentage of Live Load to be used in cracking moment calculation: 0 % I . Gross Section Modulus 237168 INA3 Modulus of Rupture 204 PSI Nominal Cracking Moment Capacity 4531 K-FT 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rim, Dy Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: St,," 1-1,. Client: Ellis Eslick Associates P.C. Date: By: dept. 10. EVALUATE NECESSITY OF VERTICAL STEEL CONFINEMENT (BOUNDARY MEMBER) I Wall 12 Main Floor pg 3/4 R= 4.5 R/ 1.125 4.0 Compressive Stress at 0.75 fm 1.950 KSI I Estimated Neutral Axis Location 50.45 IN. Pu = 1.2 D + 1.0 L 125.3 KIPS Summation of Tension and Compression Force 125.3 KIPS O.K. ' Moment Corresponding to Stress 0.75 fm 8682 K-FT Therefore Boundary Element is: NOT NEEDED The Neutral Axis Must Be : O.K. IEstimated Neutral Axis Location 45.33 IN. Pu = 0.9 D 75.0 KIPS I Summation of Tension and Compression Force 75.0 KIPS O.K. Moment Corresponding to Stress 0.75 fm 7955 K-FT Therefore Boundary Element is: NOT NEEDED The Neutral Axis Must Be : O.K. ' 11. CALCULATE DESIGN BALANCED AXIAL LOAD (Pbu) I Balanced Neutral Axis (Cb) 253.31 IN. Nominal Balanced Axial Load (Pbn) 3685 KIPS Design Balanced Axial Load (Pbu= 0.7 Pbn) 2395 KIPS .. 12. COMPARE ULTIMATE AXIAL LOAD AND BALANCED AXIAL LOAD IPu = 1.2 D + 1.0 L 125 KIPS = % Load (Pbn) 3 of Nominal Balanced ( ) Pu = 5 % of Design Balanced Load (Pbu) t 11 Flexural Phi Factor 0.78 Pu = 0.9 D ,. 75 KIPS I Pu = 2 % of Nominal Balanced Load (Pbn) Pu = 3 % of Design Balanced Load (Pbu) Flexural Phi Factor 0.79 I13. CALCULATE DESIGN BALANCED MOMENT CAPACITY(Mbu) I Nominal Balanced Moment(Mbn) 36906 K-FT Design Balanced Moment(Mbu) 0.65 Mbn= 23989 K-FT 14. CALCULATE DESIGN PURE BENDING MOMENT CAPACITY (Mou) I Nominal Pure Bending Moment(Mon) 7061 K-FT Design Pure Bending Moment(Mou) 0.8 Mon= 5649 K-FT I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com row D y Structural • Civil Engineers bowie Job Name: . Alberta Rider Elementary Job No: 03320 Sheet No: S t,✓ 7,/ IClient: Ellis Eslick Associates P.C. Date: By: dela 15. CALCULATE DESIGN PURE AXIAL LOAD CAPACITY(Pou) Wall 12 Main Floor pg 4/4 INominal Pure Axial Load (Pon) 7674 KIPS Design Pure Axial Load (Pou) 0.7 Pon= 4988 KIPS Maximum Usuable Axial Load (Pmax) 0.80 Pou= 3990 KIPS I16. DESIGN MOMENT CAPACITY (M) I Mu = 1.0 Ms 1920 K-FT Design Moment Capacity Corresponding To: I1.2 D + 1.0 L 6508 K-FT O.K. M/Mcr= 1.4 I0.9 D 6164 K-FT O.K. M/Mcr= 1.4 I17. SHEAR DEMAND Vu = 1.0 Vs 80 KIPS Required Flexural Ductile Shear(Vdu) 349 KIPS I 18 SHEAR CAPACITY ' Maximum Nominal Shear Strength: UBC Table 21-J 821 KIPS I Plastic Hinge Region enter 1 otherwise 2 1 Vm = Cd*Ae* (fm)^2 UBC Table 21-K 0 KIPS Av= 0.40 INA2 S = 48.0 IN Vs = 216 KIPS $ Vn = Vm + Vs 216 KIPS Ductile Shear Ratio (VnNdu) 0.62. Shear Phi Factor _ 0.60 I Vu «< 0.60 Vn = 130 KIPS O.K. I I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I 111 vw D y Structural •Civil Engineers illimill IJob Name: Alberta Rider Elementary Job No: 03320' Sheet No: sIof 24 Client: Ellis Eslick Associates P.C. Date: By: dep Wall 12 Lower Level pg 1/4 I1. NOMINAL DESIGN LOADS I Applied Dead Load 81.93 kips + cmu dl 109 kips = 190.68 kips Live Load 69.16 kips Lateral Shear Force (Vs) 130.0 kips I Height at Which Vs is applied 28.00 ft Moment(Ms) 3640 ft-k I2. WALL PROPERTIES Unit W 77 psf Nominal Block Thickness (t) 8.0 in Length of Wall (Lw) 38.00 ft Height of CMU 37.33 ft Specified Compressive Strength 1.500 ksi Modulus of Rupture 4.0 fm2 IMaximum Usable Compressive Strain 0.003 -I- 3. LOAD FACTORS I1997 UBC Load Factors U = 1.2 D + 1.6 L UBC(12-2) I U = U = 1.2D + 1.OL + 1.0E UBC(12-5) 0.9 D- 1.0E UBC(12-6) 1 4. FACTORED AXIAL DEAD AND LIVE LOAD Pu= 1.2 D + 1.6 L 339 KIPS I5. NOMINAL AXIAL STRENGTH (Pon =0.85 fmLwt) 4433 KIPS 6. DESIGN AXIAL STRENGTH (Pou = 0.65 Pon) -. 2882 KIPS IPu = 7.66 % of Nominal Axial Strength (Pon) O.K. Pu = 11.78 % of Design Axial Strength (Pou) O.K. I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I � WD IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: .5'i,,, 25' Client: Ellis Eslick Associates PIC. Date: By: dep. I 7. NOMINAL PURE BENDING MOMENT CALCULATION Wall 12 Lower Level pg 2/4 ISpecified Yield Strength 60.0 KSI Estimated Neutral Axis Location 34.26 IN. IVERTICAL STEEL LOCATION module= 16.0 in AS1 = 0.62 INA2 D1 = 4.00 IN. ' AS2 = - 0.31 INA2 D2 = 20.00 IN. AS3 = 0.31 INA2 D3= 36.00 IN. AS4 = 0.31 INA2 D4 = 52.00 IN. I AS5 = AS6 = 0.31 INA2 D5= 68.00 IN. 0.31 INA2 D6= 84.00 IN. AS7 = 0.31 INA2 D7 = 100.00 IN. AS8 = 0.31 INA2 D8= 116.00 IN. IAS9 = 0.31 INA2 D9= 132.00 IN. AS10 = 0.31 INA2 D10= 148.00 IN. AS11 = 0.31 INA2 D11= 308.00 IN. AS12 = 0.31 INA2 D12= 324.00 IN. AS13 = 0.31 INA2 D13= 340.00 IN. AS14 = 0.31 INA2 D14= 356.00 IN. I AS15 = AS16 = 0.31 INA2 D15= 372.00 IN. 0.31 INA2 D16= 388.00 IN. AS17 = 0.31 INA2 D17= 404.00 IN. I AS18 = 0.31 INA2 D18= 420.00 IN. AS19 = 0.31 INA2 D19= 436.00 IN. AS20 = 0.62 INA2 D20= 452.00 IN. I Area of Steel = 6.82 INA2 Sum of Tension and Compression Force 0.00 KIPS O.K. Neutral Axis Must Be O.K. New Neutral Axis Location 34.26 IN. INominal Pure Bending Moment 7285 K-FT w I8. FACTORED REQUIRED MOMENT Mu = 1.0 Ms 3640 K-FT I9. NOMINAL CRACKING MOMENT CAPACITY OF SECTION (Mcr) I Do you want to include axial load in cracking moment calculation? (YES=1,NO=0) 1 Percentage of Live Load to be used in cracking moment calculation: 0 % I Gross Section Modulus 264252 INA3 Modulus of Rupture 155 PSI Nominal Cracking Moment Capacity 4619 K-FT I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I,w D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No:Si,, 2.6 Client: Ellis Eslick Associates P.C. Date: By: dep. I 10. EVALUATE NECESSITY OF VERTICAL STEEL CONFINEMENT(BOUNDARY MEMBER) I Wall 12 Lower Level pg 3/4 R= 4.5 R/ 1.125 4.0 Compressive Stress at 0.75 fm 1.125 KSI I Estimated Neutral Axis Location • 105.39 IN. Pu = 1.2 D + 1.0 L 298.0 KIPS Summation of Tension and Compression Force 298.0 KIPS O.K. I Moment Corresponding to Stress 0.75 fm 10912 K-FT Therefore Boundary Element is: NEEDED The Neutral Axis Must Be : O.K. IEstimated Neutral Axis Location 82.31 IN. Pu = 0.9 D 171.6 KIPS Summation of Tension and Compression Force 171.6 KIPS O.K. I Moment Corresponding to Stress 0.75 fm 9262 K-FT Therefore Boundary Element is: NEEDED The Neutral Axis Must Be : O.K. I11. CALCULATE DESIGN BALANCED AXIAL LOAD (Pbu) I Balanced Neutral Axis (Cb) 267.51 IN. Nominal Balanced Axial Load (Pbn) 2267 KIPS Design Balanced Axial Load (Pbu= 0.7 Pbn) 1473 KIPS I :: 12. COMPARE ULTIMATE AXIAL LOAD AND BALANCED AXIAL LOAD IPu = 1.2 D + 1.0 L 298 KIPS Pu = 13 % of Nominal Balanced Load (Pbn) Pu = 20 % of Design Balanced Load (Pbu) I Flexural Phi Factor 0.71 Pu = 0.9 D _ 172 KIPS I Pu = 8 % of Nominal Balanced Load (Pbn) Pu = 12 % of Design Balanced Load (Pbu) Flexural Phi Factor 0.75 I13. CALCULATE DESIGN BALANCED MOMENT CAPACITY(Mbu) I Nominal Balanced Moment(Mbn) 25588 K-FT Design Balanced Moment(Mbu) 0.65 Mbn= 16632 K-FT 14. CALCULATE DESIGN PURE BENDING MOMENT CAPACITY(Mou) I Nominal Pure Bending Moment(Mon) 7285 K-FT Design Pure Bending Moment(Mou) 0.8 Mon= 5828 K-FT I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com roar DV Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No:sl., - Client: Ellis Eslick Associates F1 C. Date: By: dep. IPURE AXIAL LOAD CAPACITY(Pou) Wall 12 Lower Level 4/4 15. CALCULATE DESIGN pg INominal Pure Axial Load (Pon) 4834 KIPS Design Pure Axial Load (Pou) 0.7 Pon= 3142 KIPS Maximum Usuable Axial Load (Pmax) 0.80 Pou= 2514 KIPS • I 16. DESIGN MOMENT CAPACITY(M) 1 Mu = 1.0 Ms 3640 K-FT Design Moment Capacity Corresponding To: I1.2D + 1.OL 7610K-FT O.K. M/Mcr= 1.6 I0.9 D 6854 K-FT O.K. M/Mcr= 1.5 I17. SHEAR DEMAND Vu = 1.0 Vs 130 KIPS IRequired Flexural Ductile Shear(Vdu) 380 KIPS 18 SHEAR CAPACITY IMaximum Nominal Shear Strength: UBC Table 21-J 633 KIPS Plastic Hinge Region enter 1 otherwise 2 1 IVm = Cd *Ae* (fm)^2 UBC Table 21-K 0 KIPS Av= 0.40 INA2 S = 48.0 IN Vs = 228 KIPS I Vn = Vm + Vs 228 KIPS Ductile Shear Ratio(Vn/Vdu) 0.60 Shear Phi Factor _ 0.60 I Vu «< 0.60 Vn = 137 KIPS O.K. I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 �`W D Y Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A 1 1 Client: Ellis Eslick Associates P.C. Date: By: dep I a RAW L, IVIsr 5S4I G ssizoorn S -" I R= I U4X6 -+4a)i 7 000 lb e,...2,0 ,(--- y I6000lX2h)/ ,oion= i fooIL '7OOc it(( s l 40x7 1 G(3mQ,wLKn (4x30.3) (Z)s 0'4-1 4 0. 33 = 0. I4 < 110 0/c I 1 (,00 LI- 4ivchtu/to I4- IF . (W(77,5.,..4 -7 '0-12 '2= 6qo pzc I "Fa -(Z1s61101.ar= 2,4,6 ks; 4 (0,613t)(1'11)= 28 1“: a� 1 664 /.4)(4x14 t„ ti I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rilW D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: IYl z Client: Ellis Eslick Associates P.C. Date: By: dep 6 L10 '/1/ 1 R6s K Y3,�om Rcoc, = (2b/ 'X'YZ)_ Zo IL 1 �S k irm ,.6 = 6o,Z`X?,‘oo)= 676 'sem r- y1 1 1 1 1 1 1 1 1 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rlIWDY Structural • Civil Engineers bowl IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: ,Y1 3 Client: Ellis Eslick Associates P.C. 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(42Y1t7� ` 71 ' 1 lG 1 1 GAN,' 12- /100 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I WDY Title •ARE Cantilevered 6443 SW Beaverton Hillsdale HW Job# .03320 Dsgnr: JG Date: APR 30,2004 Portland OR Description.... ph 503.203.8111 WALLi\/�" 8 I Cantilevered Retaining Wall Design RetainPro V5.0.3(c)1989-98 Retain Pro CriteriaSoil Data Footing Strengths & Dimensions Retained Height 14.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0018 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00 ft I Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Heel Width = 7.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 9.00 <---- Soil Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 24.00 in FootingllSoil Frictior = 0.300 I Wind on Stem = 0.0 psf Soil height to ignore = Key Width 12.00 in for passive pressure0.00 in Key Depth 24.00 in Key Distance from Toe = 2.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in I Axial Load Applied to Stem i Axial Dead Load Axial Live Load 900.0 lbs= 615.0 lbs Axial Load Eccentricity = 2.0 in Design Summary ` Stem Construction 0 Top Stem 2nd Stem OK As<Min% I Total Bearing Load resultant ecc. = 17,010 lbs Design height ft= 4.50 0.00 8.87 in Wall Material Above"Ht" = Concrete Concrete Soil Pressure @ Toe = 2,673 psf OK R = 10.00 10.00 Soil Pressure @ Heel = 908 psf OK Reecbaarr SSiz ize = # 5 # 7 I = 3,000 Rebar Spacing = 12.00 8.00 Allowable psf Rebar Placed atEdge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,705 psf fb/FB+fa/Fa = 0.681 No Good ACI Factored @ Heel = 1,258 psf Total Force @ Section lbs= 2,684.9 5,831.0 U Footing Shear @ Toe = 3.8 psi OK Moment....Actual ft-#= 8,900.8 27,609.8 Footing Shear @Heel 19.7 psi OK Moment Allowable ft-#= 13,071.4 27,043.9 Allowable = 93.1 psi Shear Actual psi= 23.1 64.3 Wall Stability RatiosI Shear Allowable psi= 93.1 93.1 Overturning = 3.60 OK Sliding1.53 OK Bar Embed ABOVE Ht. in= 12.00 29.44 Sliding Caics (Vertical Component Used) Bar Embed BELOW Ht. in= 12.00 13.74 Lateral Sliding Force = 4,410.0 lbs Wall Weight psf= 125.0 125.0 I less 100%Passive Force= - 2,000.0 lbs Rebar Depth 'd' in= 9.68 7.56 less 100%Friction Force= - 4,833.1 lbs Masonry Datafm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = _Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 3,705 1,258 psf Equiv.Solid Thick. = ' Mu':Upward = 7,048 34,552 ft-# Masonry oMu':Downward 840 62,069 ft-# Concrete Data Type= Medium Weight Mu: Design 6,208 27,518 ft# fc psi= 3,000.0 3,000.0 Actual 1-Way Shear = 3.85 19.69 psi Fy psi= 60,000.0 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes a Spacings Toe Reinforcing = #5 @ 12.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 12.00 in Heel:#4@ 5.25 in,#5@ 8.25 in,#6@ 11.50 in,#7@ 15.75 in,#8@ 20.50 in,#9@ 26. Key Reinforcing = #5 @ 18.00 in Key: #4@ 12.50 in,#5@ 19.25 in,#6@ 27.25 in,#7@ 37.25 in, I _Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 4,480.0 5.33 23,893.3 Soil Over Heel = 9,496.7 5.92 56,188.6 Toe Active Pressure = -70.0 0.67 -46.7 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = I Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem= 615.0 2.25 1,383.8 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = I = Stem Weight(s) = 1,750.0 2.42 4,229.2 Total4,410.0 O.T.M. = 23,846.7 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.60 Footing Weight = 2,700.0 4.50 12,149.9 Vertical Loads used for Soil Pressure= 17,010.2 lbs Key Weight = 300.0 2.50 750.0 I Vert.Component = 1,248.6 9.00 11,237.4 Vertical component of active pressure used for soil pressure Total= 16,110.2 lbs R.M.= 85,938.8 I WDY Title ARE Bsmt w/Vert Load 6443 SW Beaverton Hillsdale HW Job# . 03320 Dsgnr: JG Date: APR 29,2004 Portland OR p ri Description.... ph 503.203.8111 WAu_ 2 Basement Wall w/Vert Load 11^^nnr' q II I Restrained Retaining Wall Design RetainPro V5.0.3(c)1989-98 Retain Pro Criteria I Soil Data I Footing Strengths&Dimensions Retained Height = 14.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0018 I Total Wall Height = 14.00 ft Heel Active Pressure 40.0 psf/ft Toe Width 2.00 ft Toe Active Pressure 35.0 psf/ft Heel Width 4.00 Top Support Height = 14.00 ft Passive Pressure = 250.0 psf/ft Total Footing Width = 6.00 <---- Water height over heel = 0.0 ft Slope Behind Wall 0.00:1 = Footing Thickness 24.00 in Footing��Soil Frictior 0.300 •Height of Soil over Toe = 6.00 in Key Width 12.00 in Soil height to ignore Soil Density 110.00 pcf for passive pressure = 0.00 in Key Depth = 24.00 in Key Distance from Toe = 2.00 ft IWind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads I [Uniform Lateral Load Applied to StemorII m LaterFooting Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs I >>>Used To Resist Sliding&Overturning Height to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom 0.00 ft Eccentricity 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem Footing Type Line Load I = Base Above/Below Soil = 0.0 ft Axial Dead Load 2,700.0 lbs at Back of Wall Axial Live Load 350.0 lbs WALL/Col.win./ p(3p/� Axial Load Eccentricity = 1.0 in I Design Summary . = ` Concrete Stem Construction Total Bearing Load11,887 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 4.89 in Wall Weight = 125.0 pcf fc = 3,000P si I Soil Pressure @ Toe = 2,877 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel 1,212 psf OK Allowable = 3,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall I ACI Factored @ Toe = 4,053 psf = Stem OK Stem OK Stem OK ACI Factored @ Heel 1,707 psf Design height14.00 ft 7.65 ft 0.00 ft Footing Shear @ Toe = 4.1 psi OK Rebar Size = # 5 # 5 # 6 Footing Shear @ Heel = 11.4 psi OK Rebar Spacing = 14.00 in 14.00 in 32.00 in I Allowable93.1 psi 811.2Rebar Placed at = Center Center Edge Reaction at Top lbs Rebar Depth 'd' = 5.00 in 5.00 in 7.50 in Reaction at Bottom = 4,304.4 lbs Design Data Sliding Stability Ratio = 1.50 OK fb/FB+fa/Fa = 0.064 0.961 0.534 I Sliding Calcs Vertical Component Used) Mu....Actual 364.6 ft# 5,444.9 ft# 12,256.2 ft# Lateral Sliding Force = 4,304.4 lbs = less 100%Passive Force= - 2,531.3 lbs Mn*Phi Allowable = 5,666.1 ft-# 5,666.1 ft-# 22,939.6 ft-# less 100%Friction Force= - 3,946.4 lbs Shear Force @ this height = 0.0 lbs 5,284.7 lbs I Added Force Req'd = 0.0 lbs OK Shear Actual = _ 0.00 psi 58.72 psi for 1.5: 1 Stability = 0.0 lbs OK Shear Allowable = 93.11 psi 93.11 psi Footing Design Results Le RebarLap Required = 12.00 in 15.75 in Toe l Rebar embedment into footing = 9.19 in I Factored Pressure = 4,053 1,707 psf Other Acceptable Sizes&Spacings: Mu':Upward 7,584 10,627 ft# Toe:#5 @ 12.00 in -or- Not req'd,Mu<S*Fr Mu':Downward = 994 19,741 ft-# Heel:#5 @ 0.00 in -or- Not req'd,Mu<S*Fr Mu: Design = 6,590 9,114 ft-# Key: #4@ 12.50 in,#5@ 19 -or- #4@ 12.50 in,#5@ 19.25 in,#6@ 27. I Actual 1-Way Shear = 4.15 11.42 psi Allow 1-Way Shear = 93.11 93.11 psi I I I I WDY Title ;ARE Bsmt w/Vert Load 6443 SW Beaverton Hillsdale HW Job# .03320 Dsgnr: JG Date: APR 29,2004 Portland OR '1\ ,i Description.... ph 503.203.8111 WALL 6 Basement Wall w/Vert Load vtn 0 IRestrained Retaining Wall Design RetainPro V5.0.3(c)1989-98 Retain Pro Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding&soil pressure.... II Sliding Forces Load&Moment Summary For Footing: For Soil Pressure Calcs I Stem Shear @ Top of Footing = -3,104.4 lbs Moment @ Top of Footing Applied from Stem = -7,189.7 ft-# Heel Active Pressure -1,200.0 Sliding Force = 4,304.4 lbs Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 3,050.0 lbs 2.33ft 7,116.7ft-# I Net Moment User For Soil Pressure Calculations Soil Over Toe Surcharge Over Toe 110.0 lbs 1.00 ft 110.Oft# 4,996.3 ft-# lbs ft ft-# Stem Weight = 1,750.0 lbs 2.42 ft 4,229.2ft-# Soil Over Heel = 4,876.7 lbs 4.42 ft 21,538.6ft-# I Footing Weight = 2,100.0 lbs 2.86 ft 6,000.Oft# Total Vertical Force 11,886.7 lbs Base Moment = 31,804.8ft-# I I I I I I I I I I I I I I WDY Title :ARE Bsmt w/o 6443 SW Beaverton Hillsdale HW Job# ...New... Dsgnr: Date: APR 30,2004 Portland OR Description.... ph 503.203.8111 Vine L .�\k. n I I Restrained Retaining Wall Design RetainPro V5.0.3(c)1989-98 Retain Pro Criteria I Soil Data Footing Strengths&Dimensions Retained Height = 14.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0018 I Total Wall Height = 14.00 ft Heel Active Pressure = 40.0 psf/ft = Toe Width 2.00 ft Toe Active Pressure 35.0 Ps" Heel Width 5.50 Top Support Height = 14.00 ft Passive Pressure = 250.0 psf/ft Total Footing Width = 7.50 <- Water height over heel = 0.0 ft I Slope Behind Wall 0.00: 1 Footing��Soil Frictior = 0.300 Key Width Footing Thickness 24.00 in Height of Soil over Toe = 6.00 in 12.00 in Soil height to ignore Soil Density 110.00 pcf for passive pressure = 0.00 in Key Depth 24.00 in Key Distance from Toe = 2.00 ft IWind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary ` Concrete Stem Construction Total Bearing Load = 11,597 lbs Thickness = 10.00 in Fy = 60,000 psi I ...resultant ecc. = 1.73 in Wall Weight = 125.0 pcf fc = 3,000 psi Soil Pressure @ Toe = 1,781 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,413 psf OK Allowable = 3,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe 2,493 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,978 psf Design height = 14.00 ft 7.76 ft 0.00 ft IFooting Shear @ Toe = 2.4 psi OK Rebar Size = # 5 # 5 # 7 Footing Shear @ Heel = 16.3 psi OK Rebar Spacing 12.25 in 12.00 in 32.00 in Allowable 93.1 psi Rebar Placed at = Center Center Edge Reaction at Top = 784.0 lbs Rebar Depth 'd' = 5.00 in 5.00 in 7.50 in IReaction at Bottom = 4,331.6 lbs Design Data Sliding Stability Ratio = 1.48 Ratio<1.° fb/FB+fa/Fa 0.000 0.849 0.667 Sliding Calcs (Vertical Component Used) Mu....Actual = 0.0 ft-# 5,563.0 ft-# 12,438.5 ft-# Lateral Sliding Force = 4,331.6 lbs less 100%Passive Force= - 2,531.3 lbs Mn*Phi Allowable = 6,424.6 ft-# 6,549.8 ft-# 18,657.0 ft-# I less 100%Friction Force= - 3,859.4 lbs Shear Force @ this height 0.0 lbs 0.00 5,323.8 lbs Added Force Req'd 0.0 lbs OK Shear Actual psi 59.15 psi ....for 1.5:1 Stability = 1,289.4 lbs NG Shear Allowable = 93.11 psi 93.11 psi Footing Design Results ` Rebar Lap Required = 12.00 in 13.81 in I _ Toe peel Rebar embedment into footing = 8.06 in Factored Pressure 2,493 1,978 psf Other Acceptable Sizes&Spacings: Mu':Upward = 4,895 22,705 ft-# Toe:#5 @ 12.00 in -or- Not req'd,Mu<S*Fr Mu':Downward = 994 38,109 ft-# Heel:#5 @ 0.00 in -or- #4@ 5.25 in,#5@ 8.25 in,#6@ 11.50 in,#7@ 15.7f I Mu: Design Actual 1-Way Shear == 3,901 15,404 ft-# 2.35 16.27 psi Key: #4@ 12.50 in,#5@ 19 -or- #4@ 12.50 in,#5@ 19.25 in,#6@ 27. Allow 1-Way Shear = 93.11 93.11 psi ISummary of Forces on Footing : Slab is NOT providing sliding, stern is FIXED at footing Forces acting on footing for sliding&soil pressure.... I Sliding Forces Stem Shear @ Top of Footing = -3,131.6 lbs Load&Moment Summary For Footing:For Soil Pressure Catcs Moment @ Top of Footing Applied from Stem = -7,316.8 ft-# Heel Active Pressure = -1,200.0 Sliding Force = 4,331.6 lbs Surcharge Over Heel = lbs ft ft-# I Net Moment User For Soil Pressure Calculations Axial Dead Load on Stem = Soil Over Toe lbs 0.00 ft ft# 110.0 lbs 1.00 ft 110.Oft# 1,722.9 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,750.0 lbs 2.42 ft 4,229.2ft-# I Soil Over Heel7,186.7 lbs 5.17ft 37,131.1 ft# Footing Weight = = 2,550.0 lbs 3.54 ft 9,037.5ft-# Total Vertical Force = 11,596.7 lbs Base Moment = 43,191.0ft-# I rhAir D Y Structural • Civil Engineers ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 11, Client: Ellis Eslick Associates P.C. Date: By: dep 1/61'7" Az-z- B.osz h = 2 S ' ,05004.- Z F;'- ,dif �i✓ �ix�'r�^^ 1 OCL /0firi% C�Gr,qiJ 6. -7z 24>`iliZZ6,6 (i6os fr) Zf� , 2s) --f (`42-1 ,z)3 3331 VZ 211-1 " 1-. / 3r$ 1 oe& /806, 8. Z. 1 dpod Gl/VGO vsTad ail- 2 1 1 • I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 Dy Structural • Civil Engineers howl 11 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: fig i". Client: Ellis Eslick Associates P.C. Date: By: dep Immi/A✓ a/A/Di�v,4 1 SPAN.)= /0 ' az, /opt,- / Op/ii 00 P/A (6',fr lD ;?0,0 tVv `-• (s"/X I D-r)00 r S3-) ,ALM— �.= /5.3 II '1/438 g" b..)8kr0 s -7.8/ T- 70,8 ' 6"Bto W6x16 S= io.2 1= 32. 1 6x1Ivo 6x64 S 10.1 Z= ?a, 3 i 1 1 I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com IIIIk I 1711WDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: uk{4- Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG 1 III ICOL,U.-N4 S. I11 0 5 i 0 IDA 0 OF ° t I ,43 i 1 \\ r1 00 lila \\ 0 IIIIIII I '' 0 0 111 "711 t r___- d �„ 1 ° Q li o o C� 1 0 C) 0 111 0 C31 ez ' 0 ei m G 0 1IIIIIII i ii I L, e-s I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I FlW D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: K 1S Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I 1 I D Ste- CE-o II YQAN - I 6l —D---iir ,. f II 00 o 1 1 ., 1 Ailf _e• . i ri c) /fr.:\ e le,51,0V-- 0 0 1 Cs Q LH, a c__ Ingil-----0--0 I I cx. _ C7 cz 0 0o 1 Cz e9 �Z :::1z 11i_ 1 Ili ........_. I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I I!, W D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: r‘n Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I I cbLLL, (,V C1 C-' LleyiA,t , GAAos 4_1 5 el 1 F-...,vp_ CaAp �, = ?Z,Sk- rL. . Leila = PO- '. 8-4 k la ' o ' F-Feerfrk 1915c r9 CO P.t- 1 3- g-Z I JAS 1a 142'''43 I /a«.o @ 13' = 1 bth 04_, 2-�0 13 I S 1 yo ,Lw l @ G ✓1 i & .S , 1 /b 1� Sr, -,k4 Rss-4 P f = 51, 1L 4 I Fr i- rk, AISC RSD PmaF 3-9+z 1 2,, � WS-S& �-� y l� flw 1 t2v' 55 -k .I ; C 1Sl)a'-'Al EIs.Ev✓l-larze w Pht.RX l0 ) Sk-- I v /l/SG ASO � 3-` z- I F/L vita I NS S 6 xC , 5/e.' Ai.-4,0 e le' = I Z.Fk"., v,?G. tO II I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 1 EIW D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: i>1 7 1 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG i — I C2 i�iz - 3Cd( 1S) = 5:1-k_ .j,t_ I = 614o , 0 1 5 = z -" IrLidiµi 11 Iwz.,' (_►s' z PSS ) (_‘ s') = zz8,PV- �,,�c✓J 1 2 I I to 'z f-c)67)44 • 6 --7' .1 Tint tik - zZ (/b) z/0 / 1,, '(c 1 ,__r2Lr H 35 &;, x/41- __ __ _A = 1. 5 y -_x' 34 C = 4 C.,d Ii,SL-/c'Y = I Z7, /Ca_ = 9 Slk-sc -r-b,G i P S•7/1. ss — 13 .e.1 s G 5c fag o-,1/- 3) AsD. 4 5, 4" ae... oi72'.c./ 1,.r>Quf IS Fcl io-x/ rz- c dz vk. I 3 I ( ooT U ,SCS I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: fi\ Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG C > > e6;-5) 11678.5') = 664- PL !a Lam 1 wqu �kTcF -4we a"-`r 1456 vx f5x 4`� = 1I,1 S ZZ/451- 3,a9 Zs' k-� z4 �z Q3 T C �/ = i s l-st (=b = 64/46) = 3U '›; • l`1 = 431E>Z7-4-)ze6 72, 1 , h 27` CZ)/z‘, = �v LAS` ' Cd nc 6./mc-lo . l S =7 Ohl 1–f -PS Fre 17,I 5, 7 ',-ti'S` / �o � -r- Sl = ,9/ < 15 (1 – —1-7,3)(-54) I I u-S6 1/SS Sx5 3/g 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 1 inINDY Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: frk.t 9 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I C S IQ = \ S ( z-c ) - 39.d . "7d r4).SC ,gsi r� 3— f 2. 13 i I l'I s s S k y -f¢ A« 18zk- a2, ILt-Ss "` NssS x 5xG 4- I CC, I I -7-0--'t r- F(sS x 4-x 3/8 ---9.--/r = z S1_12.y/,Scr'= l 9 s� A • 3;13 4-5- I ZSR � / ,6 = l SsGc.S < 3,_1-3 4'g' _ crlL (,L /1.5,5* 6 x. - VE3 I IC z (SFS', CYa L c-- .SST ► SO I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 1 flW D Y Structural • Civil Engineers 1 Job Name: Atom 11)04,, Job No.: O332,0 Sheet No: ni 26 1 Client: sk4 Date: 6/2 4 By: 00 I I p) w P = L3 X 23 )) /7�sv ) fle- so +1f= 39. x` z Loc., gooF I. I g �)ha� PA211114,, W1404,� H P = (/ 'X/0090) -/- 2,7 -1- s k id s P-L. 40 s 14 5s k P� Errs-.= S '= B.o$ 619 k5, 1/3 1. i \I 2(PXo.�8 )(la5k)- 2 k � 11 1 s _ K [1 �3 = �Z 1- (1 7,5 -F z6f4ks; � 6.Y4-4. ) '776 K4, I 4 L�= 24 44, --- ?s k` —� F '.3 lis, 1 01181rt .... -„- 6.4 -4 b FL ' 9 I 68 . (/Ago) ,L = 0•-- --p- o,3-$ ` A3 A/4. I ( / — t 27,b,4i3'31 I I I I 6443 SW Beaverton-Hillsdale Hwy, suite 210•Portland, OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com 1 rIPWDV Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: M Z) Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG IPc-..S/6r.4.) l�i14,1(ET (3►OLL 50 PPox..73 d Sera# ..5',/,,e �/t- 'S T t<, 6 � 5 Ta u � i r - /b' I N"AA x �- , Si \cO cs DGS/6�,( Tor" wr rv.� \ --a,- A FI, !-v c3KsOr ryt�x �' Sri- 51i103. 0 1 jr. I tin = 5v (Gz.)/8- _ d l /../N, C — 33, 1ff,u 3N. pLLt ZS, 9 c✓ \. Iter-LSC //<S56,e6>eX¢ = /a, / Z= .3 , I7_C5/l A.' GJ r Ki ,,e7 S 1.4.41t#e'4-1 C'/, e'_6/raj:, (.i,,./, _5. e _ /�/ ('z) _ 9 a 3 3 I s-4 = 3, 7 ..±7-1.,. ./p, g7 --- lS 7,3c, :".1._ _H.Z_2.l i (_ I I I 4{" a r= 4 Lam.c=L 4 = 3 '6,53X.5-) = I c , 1 0-Le— t1_1,45 C A 14i4c 67 Ac1- f?r1.,•=d,Aw4 I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com Ir ,• 1'2/ 29/ 2004 19: 45 503X38122 .!D`/ INC PAGE 01/10 3vP„2oO' - 00 51 Z • OFFICE COPY J4 T5° 13 ° ►ER rO WDY Structural Civil Engineers • .Transmittal To: Miller Consulting Engineers From: Doug Paola 503.246.1395 Date: December 29, 2004 Job Name: Alberta Rider Elementary Attn: Ray Miller Job No.: 03320 cc: File: 0332015x 136.doc Re: ARES — Plan Review We are sending you the following items: ❑ Drawings (originals) ❑ Drawings (copies) ❑ Report ❑ Proposal ❑ Calculations ❑ Specifications ❑ Letter ❑ Sketches ❑ Other Via. ❑ Fax !♦ o pages incl. Cover ❑ Messenger ❑ Mail ❑ Express Delivery These items are: O For approval ❑ For your use ❑ As requested ❑ For review & comment Plan review items per our discussion today: Item #5: Revised calculation sheets Al & A2 enclosed. The top reaction of 5.4 kips was previously taken from the retaining wall software which took into account the fixity at the base of a 10 inch wall The revised calculation takes into account the fixity of the 8 inch by 8 Foot long wall and shows a top reaction of 5.9 kips and a bottom reaction of 21.1 kips. If we assume that the top reaction is 1/3 x 27 kips = 9 kips this would require (2) #4 to resist. If the wall is assumed to cantilever it would be 7% overstressed in bending although only two bars were considered effective. On page A2 the sliding factor of safety was re- checked using the revised forces. Item #9: The seismic joint is now shown on detail 5/S6.1 (enclosed). Item #12: Detail 6/S8 (enclosed) has been revised to show connection from the roof joist to the top of the pilaster (similar to 7/S6.8). This will collect load from the masonry into the roof diaphragm. The nearby skylights have been value- engineered out of the project and will be removed from the structural drawings. Item #13: Revised elevation D /S4.1 enclosed. Reinforcing is now consistent at the lower level. Item #17: Details 21 & 22 on S6.1 have been revised to meet minimum reinforcing. Item #23: Detail 12156.6 has been revised. I will be out of the office Thursday 12/30. returning on Monday 1/03. If you have any questions you can contact Jim Gipe in our office, or we can speak on Monday. Thanks Signed Dougl Paola, P.E., S.E. 6442 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.9111 • fx: 503.203.8122 • www.wdyl.com • 12/23/2004 13:45 5032038122 IJDY INC PAGE 02/10 W D ¥ Structural • Civil Engineers REVISED STRUCTURAL CALCULATIONS FOR ALBERTA RIDER ELEMENTARY SCHOOL SW 130 & BULL MOUNTAIN ROAD TIGARD, OREGON DECEMBER 29, 2004 1 ..=-7 .1 777 5 1 v Jar 25. � c G A .S E • �� iZ.3�- ZOO 6 DESIGN PARAMETERS: 1997 UBC w/ 2000 OSSC AMENDMENTS ROOF LOAD 17 psf DL 25 psf LL + Dnftine Per UBC Appendix Chapter 16 FLOOR LOAD 60 psf DL Classrooms 40 psf LL Corridors 100 psf LL Library 60 psf LL W I N D 80 mph Zonc, Exposure B SEISMIC Zone 3. Soil Profile S MATERIALS: CONCRETE 3,000 psi at 28 days REINFORCING Fy = 60.000 psi STRUCTURAL STEEL Wide Flanges: ASTM A992 gr. 50, Other: ASTM A36 MASONRY Fm = 2,600 psi — Special inspection Required CONTENTS: MISC. CALCULATIONS A -1 & A -2 DRAWINGS... SK -103 (revised), SK -122 to SK -I26 6442 3'» 8ea'erton- H,Iisdale Hwy, sw'e 2.0 Ponldrd. OR 97221 ph 503.203.8111 `x. 503 203 8122 \•, r' ' ? �ly,g.,..dyi.com 12 ?29'2004 19:45 5032038122 !4D"/ INC PAGE C33!10 W D y structural ;Civil Engineers bawd Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A / Client: Ellis Eslick Associates P.C. Date: /7,/) c 1 4 , By: dep 4"-re/iv/NA EL5a5[p LA/41-c-- ,P.of l AMIZ S Z EFP 44 ;t ir- (Pp>, U,CS /A/L. 2Eoorcr rlfA y 2G"3 4 In/,,,✓� - 17.33X` 693 pi /11/A = , 7443 %P2' /1 t - 9830 P " ( 0.71 Xcn) 10 t,,oL- f5 11— AS= 0,2I = a( 1 2- -5 667- "7, — =C6 0 1/1/v :=6), )( X6' c)17. 6- 11)= /07.5 Di''' > 983 =1,k Ol_ TCP Reien0Q L. (2. 0,7 )(14)' q, IL 5,1 k -N, A- I.7-4 L= 8 / 1\ I �' ✓n', - 612 Per k 4,5 1 = 3/1 B pt- --, Z /*- 1 VL, _4.1 ` z , 17.1 �r = 6,7>1,6/3P5111.mY - - - - X3 - (S4ov/�1.?-3) 1 /96.3 ") k / J - MT y��A L 11= T IICLW Lvt1 LL '/! �l ( / i !1 q, ? 5 l /� 1 ' = Z65 ( ) SG Fit/0 OF j = b' J 3 9c) " a , /, 9 z_11 (:. )(0,6 of q ° L � ) 248 l06 o V p � ) d Q J VG =& 8 > • X (/)i1 30�° C G ��` qo � .47 k �' 4- ok Ci' GOnI. 1NAlL '^ / ltk.. C.I. 6443 SW Geaver!on- Hillsdale Hwy. suite 210 • Portland, OR 97221 • ph: 503.203.9111 • fz: 503.203 8122 • wvw.wr;yi.com 12/2 13:45 5032038122 WD( INC PAGE 04/10 fl W D ¥ .structural Civil Engineers . .• • • , bound Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A? Client: Ellis EslIck Associates P.C. Date: 14/6 to 4_ By: dep RE1.0/A/ bv1.- 1"./4 /.97).va- /SS, —> .5 - 4-11 , //v/)-- rs..<46-- if.) FooT OF k//67;14 X1/14/1.:P = 6)0' = q 400 / 5 t.. wiA/6- F/2/4 ON Fr6. /0 7... 46 I ASsiv&_ oe../ 5014711 Lud IL/PT. - " NY .0kAi-Xg e " 45no 1: 25 j ve_ ON Re) = (41 svo AL F/1.14-n.,/ o = )( St; • I 7iIL (2 A 4 sisrzizil- z- 461) -+ 950o 4 Soo g r- 10 27 I r.s. /0 /0 45v sr/, 57.0 P-6 L-L-- 144.4g z - P/ti7v)ovii 631/ 145 A c e Frk (I 9.3? 14-0 04r-I 4 5 9= 34S0 VPr4 (2118X (:), ago -21.1sX 'IX -) V-prriy\., f - 1.4 PM- Fool' oF aril 2-7. I 4, 5 I 6 50 frr7 1 I 6 iS9 = / 6443 SW 2eave1on-Hillsdale Hwy. suite 210 • Portland. OR 97221 • ph: 503 203.8111 • ix: 503.203.8122 • www.wittlyi.com 12/2?!2004 13: 45 50 'JD`r INC P;:AGE 05110 • W .St •Civil Engineers . - • Irma Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: S K f 0 3 Client: Ellis Eslick Associates P.C. Date: I Zr1 / By: dep ��,.. 12 /.4 )04_ SLAB ON MTL DECK L4 x 4 x 1/4 CONT \ i 2" BEARING (T'I'P) I I ' ! • r 011 3/4 "tt) BOLTS s 48" O.G. J H 1 /2 , SNORT SLOTTED HOLES J H IN BEAM FLANGE PER AISG BEAT 1 PER PLAN 5 SEISMIC JOINT AT FLOOR S6.1 1" 6443 Sv+! weave- ton- Hillsdale Hwy, suite 210 • Portland. OR 97221 • ph. 503.203.8111 • fc: 503.203.0122 • www.wdyi.com ' 12/2E/2004 13: 45 5032038122 1 ,.1D`;' INC PAGE 0h/ 10 n iAnDy Structural *Civil Engineers ' Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SK tt2 Client: Ellis Eslick Associates P.C. Date: I Z 2 , 1D, By: dep �— v't € ,..,------.•-. • N `i \N C \ w ,_,, . w� 6) , "� 7:1 j •F A (1..., lit o po . 01 00:°.11.11.1.11.111 .... 111 ::5 it :" --::" -I Z It.115.17.11i4V--.. I w V cz w ;� o _ N Tr 6 \ ____ "): X O _ f t-3- CI • x x Q k x t- u ° '� * / x / • ,n w Ii. r rel N ' • \ _ — /.-./ .1 .. ;I- l 1 \ 11 1 1 . l I'1l1 — . s, \\ Ill • to / l ' 1 l to ,n , / / / „�, � ' .1 1/\ IL i 1— � 1 1 1t o 4 (.6 CO 64.13 SW Eeaveron•Hillsdle Hwy. suite 210 • PortI d, OR 97221 • ,t".. 503.203.8111 • (X: 502.202.8122 • vfwn wdyi.com • 12/2'/'2004 19:45 5032038122 1 .WJD'' IN PAGE 07/10 In ihy D Niff . Structural • Civil Engineers, lama Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: qK 1/, Client: Ellis Eslick Associates P.C. Date: )Z / By: dep co c CC 1 ��o O z a z z W�a_ Nc nWs--, O QAz J mu� • _ l --7 - - --- -- z LL f) 0 4"--- r i cc j__ I� 1. h n 0 CC , -6,-- 7 r— . 0 \ / F- 2, W j . \ Z \ / / \ _I / \\ Q \ z a © O U U Q� 4 Ti ul 0 © �n CID 6442 S'f': Seaverion•Hiilsdale F!vny, suite 210 • Portland. OR 97221 • ph: 503.203.8111 • hr: 503.203.6122 • 1.v vw.wdyi.rom • 12I29'2004 19: 45 5032038122_ WD',' Iru: PAGE 08%10 fl D Y Structural -Civil Engineers. Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: S K /2,4- Client: Ellis Eslick Associates P.C. Date: /Z /` 1/0 ¢ By: dep • M 3 TIES . 6 0 S " O.C:.--\ • FULL HT \ (10) 6 6 VERT-\ \ \ [(2) 6 5 FULL HT (2) "S FULL NT. tli . WALL CONTINUES ABOVE �\/ AND BELOW OFENING (1) '4 NORIZ. EXTEND NORIZ WALL AT 4e." O.C. REBAR THROUGH PILASTER T YP. 2 „ - CJ \L. .' . . ... , CLR "is, : \ . X '' CLR 21 S6.1 1" = 1' -0" 64i3 SW eea•/nrtnn- H,Ilsdale Hwy. Suite 210 • 'Reiland, OR 97221 • ph: 503.203 • fx: 502 202.3122 • wviW, w.7.cem 12! 13:45 5032038122 ;JD/ INC PAGE 03/10 Fl D If Structural i- Civil' Engineers. - • Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SK )1S— Client: Ellis Eslick Associates P.C. Date: Is /7, e l94, By: dep (10) o VE RT •4 NORI.'.. AT 45" O r. o (2) "5 VERT FULL HT \ // / 2" ¶CLR . .. I "3TIE5a " O.G. ��!"0f� FULL HT l r - T`rPICAL WALL • -.. • • REINFORCINC- :. ., 5EE PLAN FOR WALL U ' 22 S6.1 l" = I' -0 • 6443 SW Eeaveror- Hillsdale Hwy. suite 210 • Portland. OR G7221 • ph. 50.1203.81i I • f.: 50.1203.8122 • vnwH. wp» cOm 12/23'/2004 19:45 5032038122 LOU/ INC PAGE 10/10 fl D ¥ Structural •,Civil.Engineers , , Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: sk 1Z‘ Client: Ellis Eslick Associates P.C. Date: /Z 4_, q 04 _ By: dep 1 1 / 2 "/T/ 1 I / °M FROM 1"id50NRY WALL / F.C.M ON CORRIDOR SICE OF WALL T'I'P. GROUTED SOLID \ : / ! \ -- --Th '-1 ( N i l i I C . — ti = = = -- — \ If4 j "l 121 1 12 SEAM (2) °5 4706 x 6' -0" °LAN TOP 4 BOTTOi 1 BOND BEAM \ \ eE SEE PLAN RE'NFORCINr \ _ 1 �\ .— - - I i /4" . . �:..rm . • O. 1 .--- , ' - .K .\\ f \' s 3/3" x 3 1/2" W/ (4) 3%4 " 4325 BOLTS . . g \ \ P_ -3/4" x 6" x I' -0 1/2 TTP. > V ,-- / W/ (2) 3/4" DIA. x 6" ® , 3/6 SE ION12 -12 I-C4 4T t f ■ 6.6 1 ". 1 '- 0 " 6,i4.2 SW 2eaverton•NUi; dale Hwy. suite 210 - Pcrtland. OR X7221 • ph: 50 ?.203 8111 • fx: S0 3.202. °122 • Hnvn.wo,i.ccm 1!0412005 15:54 5932038122 11D/ INC PAGE 01,/e7 Ai ZUP260 Z OFFICE COPY / 6 7 / ? . 5 , 0 s,„/ l 3 2a.-r D Structural • Civil Engineers • , • • Transmittal lord To: Miller Consulting Engineers From: Doug Paola 503.246.1395 Date: January 4, 2005 Job Name: Alberta Rider Elementary Attn: Ray Miller Job No.: 03320 cc: File: 03320rx 137. doc Re: ARES — Plan Review We are sending you the following items: ❑ Drawings (originals) ❑ Drawings (copies) ❑ Report ❑ Proposal ❑ Calculations ❑ Specifications ❑ Letter D Sketches ❑ Other Via: ❑ Fax 7 pages incl. Cover ❑ Messenger ❑ Mail ❑ Express Delivery These items are: ❑ For approval D For your use ❑ As requested ❑ For review & comment Plan review items per our discussion today: Item #26: Calculation page A33 enclosed. Item #27: Revised calculation for the 14 inch K joist is shown on page RF16A & B. A minimum T required for the joist has been indicated on the drawings. Net uplift of 18 psf is shown on the overhang. Item #32: Previous calculations used a 75 psf loading for mechanical which is conservative. The revised calculation for the lower beam takes uniform load from the worst case mechanical unit including the concrete slab, and applies it to the full length of the beam. Total load deflection is about 1.1 inches or U310. The upper beam total load deflection is about 1.3 inches or U267. Please call if you have any questions. Thanks Signed Dou s Paola, P.E., S.E. 5443 SW Beaverton - Hillsdale Hwy. suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdy.com 01/04/2005 15:54 5032038122 WWJDY INC PAGE 02/07 MI 0 H Structural `. Civil Engineers -. - • `I REVISED STRUCTURAL CALCULATIONS FOR ALBERTA RIDER ELEMENTARY SCHOOL SW 130 & BULL MOUNTAIN ROAD TIGARD, OREGON JANUARY 4, 2005 f s tir,t5 Set ' ii 1'395 . :,t - \ & 2j �C.AS [FUMES: 12 -3I -ZCD 6 i DESIGN PARAMETERS: 1997 UBC w/ 2000 OSSC AMENDMENTS ROOF LOAD .. 17 psf DL 25 psf LL + Drifting Per LBC Appendix Chapter 16 FLOOR LOAD .. 60 psf DL Classrooms 40 psf LL Corridors 100 psf LL Library 60 psf LL WIND 80 mph Zonc, Exposure B SEISMIC Zone 3, Soil Profile Sc MATERIALS: CONCRETE 3.000 psi at 28 days REINFORCING Fy = 60,000 psi STRUCTURAL STEEL... Wide Flanges: ASTM'I A992 gr. 50, Other: ASTM A36 MASONRY fm = 2.600 psi — Special Inspection Required CONTENTS: MISC. CALCULATIONS A -33. RF -7a, RF -16a & 16b DRAWINGS SK -127 Eaa3 SW Beaverton - Hillsdale Hwy, Suite 210 • Portland. 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OR 57221 • ph: 50? 2C2.9111 • fr 5C1203 8122 • wrww; »i.rcm Brian Blalock - Plancheck 12- 13- 04.doc _ Page 1 EUr * — ("052� OFFICE COPY /(f850 SW )32A4>T JOB NAME: Alberta Rider Elementary School City of Tigard CITY OF JOB ADDRESS: SW 130 Ave. & SW Bull Mountain Road Building Department DATE: December 13, 2004 13125 SW Hall Blvd. SHEET 1 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #1 Plans Dated September 2004 Building Permit BUP2004- 00529 Item Page No. Comments No. 1 S1.0 Structural Notes Clarify concrete strength and use for 3500 P.S.I. concrete Concrete specifications 3300 2 S1.0 Structural Notes Clarify noted differences in lap lengths Reinforcing specifications 3300 3 S1.0 Structural Notes, Clarify locations and reinforcing spacing of areas which are reinforced brick masonry, brick or CMU. structural calculations, specifications 04210, 04220 4 S1.0 Structural notes Floor live load for library noted as 120 P.S.F. UBC Table 16 -A General Notes notes 125 P.S.F. submit calculations, connections, details and footings with correct load. 5 Detail 10/S6.3 Submit calculations and details for different types of retaining walls and reinforcing steel laps, include retaining wall at elevator. 6 Details Submit calculations for anchor bolts including spacing. 15/S6.1, 17/S6.1, 18/S6.1, 20/S6.1, 4/S3.4, 5/S3.4 7 Details Submit calculations for footing designs. A/S7.1, B/S7.1, C /S7.1, D /S7.1, E /S7.1 8 Details Submit calculations for loading combinations including lateral A/S2.1, B/S7.1, C /S7.1, and vertical. D /S7.1, E/S7.1 9 Calculations for lateral Forces and ties (sector A to Sector B) for lower floor are not (Li through L 2 1) consistent. 10 Details Submit calculations for anchors and bearing at different 8/S3.4, 10/S6.2, 25/S6.2, conditions. 26/S6.2, 27/S6.2, 3/S6.3, 12/S6.3, 13/S6.3, 15/S6.3, 7/S6.4, 23/S6.4, 24/S6.4, 27 & 27A/S6.4, 3/S6.5, 21 & 21 A/S6.5, 20/S6.5, 2/S6.6, 12/S6.6, 13 & 13A/S6.6, 14/S6.6, 15/S6.6, 19/S6.6, 20/S6.6, 24/S6.6, 25/S6.6, 6/S6.8, 15/S6.8, 1/S6.9, 2/S6.9, 5/S6.9, 7/S6.9 and 11/S6.9 !Brian Blalock - Plancheck 12- 13- 04.doc Page 2 JOB NAME: Alberta Rider Elementary School City of Tigard CITY OF JOB ADDRESS: SW 130 Ave. & SW Bull Mountain Road Building Department DATE: December 13, 2004 13125 SW Hall Blvd. SHEET 2 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #1 Plans Dated September 2004 Building Permit BUP2004 -00529 11 Detail 10/S3.4 Submit calculations and detail for two anchors. 12 Detail A/S4.1 Submit calculations and details for reinforcing steel of vertical elements each side of openings between grids 5 to 6. 13 Detail D /S4.1 Submit calculations and details for reinforcing steel vertical elements between grids 3 to 4. 14 Detail 11/S6.1 Submit calculations and details for top reinforcing steel in concrete beam. 15 Detail 16/S6.1 Clarify length of base plate. 16 Details 14/S6.1 Submit calculations and details for plate welded to steel column. 17 Details 21/S6.1, 22/S6.1, Submit calculations for columns and pilasters, including lateral 27/S6.1, 28/S6.1, 29 loading. A &B/S6.1 18 Details 14/S6.2, 21/S6.2, Submit completed details. 22/S6.2 19 Detail 11/S6.4 Clarify length of top plate. 20 Detail 23/S6.4 Clarify length of tab plate. 21 Detail 25/S6.4, 19/S6.5 and Clarify connections for end plate. 20/S6.5 22 Detail 13/S6.5, S3.3E and Clarify conflict of materials noted on detail versus noted on S3.3W plans. 23 Detail 12/S6.6 Submit calculations for vertical and lateral load to masonry. 24 Detail 23A/S6.7 Clarify HSS weld to drag strut. 25 Detail 3/S6.9 Submit calculations for connection of plate to vertical truss angle. Brian Blalock - Plancheck 12- 13- 04.doc Page 3 JOB NAME: Alberta Rider Elementary School City of Tigard CITY OF JOB ADDRESS: SW 130th Ave. & SW Bull Mountain Road Building Department DATE: December 13, 2004 13125 SW Hall Blvd. SHEET 3 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #1 Plans Dated September 2004 Building Permit BUP2004 -00529 26 Drawing S3.2W Submit calculations for footings on grid E at grids 4 and 5. 27 Drawing S3.3W Submit calculations and details for canopy at grid A and grids 6 I i through 7. 28 Drawing S3.3E and S3.3W Submit calculations and loading for trusses between grids 11 and 12 and grids B to H and between grids 7 and 8 and grids B to H. 29 Calculation sheets RF -2 RB16 noted in calculations but not on plans. Clarify. and RF -8 30 Calculation Sheet RF -5 RB -8 noted in calculations as W24x62. noted on plans as W21 x57. Clarify. 31 Calculation sheet RF -6 RB -10 noted in calculations different than beam noted on plans. Clarify. 32 Calculation sheet RF -7 RB -13 high and low beam span in calculations shorter than noted on plan. Submit calculations. 33 Calculations sheet RF -9 Submit calculations for HSS 14x4x3/16 with cantilever loading. 34 Calculations sheet RF -9 RB -18 noted in calculations different than channel noted on plans. Clarify. 35 Calculations sheet RF -10 RJ -2 noted in calculations different than RJ -2 noted on plans. Clarify. 36 Calculations sheet RF -11 RJ -5 noted in calculations different (grids 3 to 4 and 4 to 5) than RJ -5 noted on plans. Submit calculations. 37 Calculations Sheet RF -15 RG -2 noted in calculations different than RG -2 noted on plans. Submit calculations. 38 Calculations sheet FF -3 FJ -1 noted in calculations different than FJ -1 noted on plans. Submit calculations. 39 Drawing S3.2 W Submit calculations for FJ -1 at exit area grids 8 to 10 and grid L to M and grids 12 to 16 and grid L to M. 40 Calculations sheet FF -3 . FJ -2 and FB -1 at library. Submit calculations and details with and FF-4 125 P.S.F. loading. g Brian Blalock - Plancheck 12- 13- 04.doc Page 4 JOB NAME: Alberta Rider Elementary School City of Tigard CITY OF JOB ADDRESS: SW 130 Ave. & SW Bull Mountain Road Building Department DATE: December 13, 2004 13125 SW Hall Blvd. SHEET 4 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #1 Plans Dated September 2004 Building Permit BUP2004 -00529 41 Calculations sheet FF-4 FJ-4 noted in calculations different than FJ-4 noted on plans. Submit calculations. • 42 Calculations sheet FF -5 FB -2 noted in calculations different than FB -2 noted on plans. Submit calculations. 43 Calculations sheet FF -5 FB -3 submit calculation at exit area grids 8 to 10 and grid L to M and grids 12 to 16 and grid L to M. 44 Calculations sheet FF -5 FB-4, FB -5 and FB -6 noted in calculations different than noted and FF -6 on plans. 45 Calculations sheet FF -6 FB -8 noted in calculations has a reduced live load. Submit calculations and details per section 1607.5. 46 Special Inspection Special inspection per section 1701 is required for concrete, welding, reinforcing steel, bolting, adhesive anchors, expansion anchors, anchor bolts at braced frames, headed stud anchor, masonry and epoxy anchors. 47 Structural Observation Structural observation per section 1702 is required for foundation reinforcing steel, masonry, structural steel erection, steel decking and braced frames. 48 General Submit one set of reinforcing steel shop drawings, which have been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 49 General Submit one set of steel open -web joists and girder shop drawings, which have been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 50 General Submit one set of light gage metal framing shop drawings, which have been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 51 General Submit one set of steel decking shop drawings, which have been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 52 General Submit one set of stair framing shop drawings, which have been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 53 General Submit one set of miscellaneous steel shop drawings, which have been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 54 General Approved resolution of the above items shall be incorporated into submittal plans before a permit will be issued. Submit four (4) sets of revised plans to the City of Tigard. [ Blalock - Plan heck 12- 13- 04.doc Page 5 JOB NAME: Alberta Rider Elementary School City of Tigard CITY OF • JOB ADDRESS: SW 130th Ave. & SW Bull Mountain Road Building Department DATE: December 13, 2004 13125 SW Hall Blvd. SHEET 5 OF 5 Tigard, Oregon 97223 • MCE Project # 041081 STRUCTURAL PLAN REVIEW #1 Plans Dated September 2004 Building Permit BUP2004 -00529 i 7 • OFFICE COPY • JOB NAME: Alberta Rider Elementary School City of Tigard JOB ADDRESS: SW 130` Ave. & SW Bull Mountain Road Building Department DATE: January 5, 2005 13125 SW Hall Blvd. SHEET 1 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #2 Plans and Revised Details Dated Dec. 20, 2004, Dec. 29, 2004 and Jan. 4, 2005 Building Permit BUP2004 -00529 Item Page No. Comments Date No. Completed /Comments 1 S1.0 Structural Notes Clarify concrete strength and use for 12 -29 -04 Concrete specifications 3500 P.S.I. concrete 3300 2 S1.0 Structural Notes Clarify noted differences in lap lengths 12 -22 -04 (regarding Detail Reinforcing specifications 10/S6.3 only; others to 3300 follow). Completed 12 -29 -04 3 S1.0 Structural Notes, Clarify locations and reinforcing 12 -29 -04 reinforced brick masonry, spacing of areas which are brick or structural calculations, CMU. specifications 04210, 04220 4 S1.0 Structural notes Floor live load for library noted as 120 12 -29 -04 General Notes P.S.F. UBC Table 16 -A notes 125 P.S.F. submit calculations, connections, details and footings with correct load. 5 Detail 10/S6.3 Submit calculations and details for 12 -22 -04 (with additional different types of retaining walls and information as provided by reinforcing steel laps, include retaining WDY, sheet SK101 dated wall at elevator. December 20, 2004). Completed 12 -29 -04 6 Details Submit calculations for anchor bolts 12 -29 -04 15/S6.1, 17/S6.1, 18/S6.1, including spacing. 20/S6.1, 4/S3.4, 5/S3.4 7 Details Submit calculations for footing designs. 12 -29 -04 A/S7.1, B/S7.1, C /S7.1, D /S7.1, E /S7.1 8 Details Submit calculations for loading 12 -29 -04 A/S2.1, B/S7.1, C /S7.1, combinations including lateral and D /S7.1, E /S7.1 vertical. 9 Calculations for lateral Forces and ties (sector A to Sector B) 12 -29 -04 (L through L 21 ) for lower floor are not consistent. 10 Details Submit calculations for anchors and 12 -29 -04 8/S3.4, 10/S6.2, 25/S6.2, bearing at different conditions. 26/S6.2, 27/S6.2, 3/S6.3, 12/S6.3, 13/S6.3, 15/S6.3, 7/S6.4, 23/S6.4, 24/S6.4, 27 & 27A/S6.4, 3/S6.5, 21 & 21A/S6.5, 20/S6.5, 21S6.6, JOB NAME: Alberta Rider Elementary School City of Tigard JOB ADDRESS: SW 130 Ave. & SW Bull Mountain Road Building Department DATE: January 5, 2005 13125 SW Hall Blvd. SHEET 2 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #2 Plans and Revised Details Dated Dec. 20, 2004, Dec. 29, 2004 and Jan. 4, 2005 Building Permit BUP2004 -00529 Item Page No. Comments Date No. Completed /Comments 12/S6.6, 13 & 13A/S6.6, 14/S6.6, 15/S6.6, 19/S6.6, 20/S6.6, 24/S6.6, 25/S6.6, 6/S6.8, 15/S6.8, 1/S6.9, 2/S6.9, 5/S6.9, 7/S6.9 and • 11/S6.9 11 Detail 10/S3.4 Submit calculations and detail for two Not Used anchors. 12 Detail A/S4.1 Submit calculations and details for 12 -29 -04 reinforcing steel of vertical elements each side of openings between grids 5 to 6. 13 Detail D /S4.1 Submit calculations and details for 12 -29 -04 reinforcing steel vertical elements between grids 3 to 4. 14 Detail 11/S6.1 Submit calculations and details for top SK 117 reinforcing steel in concrete beam. 12 -29 -04 15 Detail 16/S6.1 Clarify length of base plate. 12 -29 -04 16 Details 14/S6.1 Submit calculations and details for 12 -29 -04 plate welded to steel column. 17 Details 21/S6.1, 22/S6.1, Submit calculations for columns and 12 -29 -04 27/S6.1, 28/S6.1, 29 pilasters, including lateral loading. A &B /S6.1 18 Details 14/S6.2, 21/S6.2, Submit completed details. 12 -29 -04 22/S6.2 19 Detail 11/S6.4 Clarify length of top plate. 12 -29 -04 20 Detail 23/S6.4 Clarify length of tab plate. 12 -29 -04 21 Detail 25/S6.4, 19/S6.5 and Clarify connections for end plate. 12 -29 -04 20/S6.5 JOB NAME: Alberta Rider Elementary School City of Tigard JOB ADDRESS: SW 130` Ave. & SW Bull Mountain Road Building Department DATE: January 5, 2005 13125 SW Hall Blvd. SHEET 3 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #2 Plans and Revised Details Dated Dec. 20, 2004, Dec. 29, 2004 and Jan. 4, 2005 Building Permit BUP2004 -00529 Item Page No. Comments Date No. Completed /Comments 22 Detail 13/S6.5, S3.3E and Clarify conflict of materials noted on 12 -29 -04 S3.3W detail versus noted on plans. 23 Detail 12/S6.6 Submit calculations for vertical and 12 -29 -04 lateral load to masonry. 24 Detail 23A/S6.7 Clarify HSS weld to drag strut. 12 -29 -04 25 Detail 3/S6.9 Submit calculations for connection of 12 -29 -04 plate to vertical truss angle. 26 Drawing S3.2W Submit calculations for footings on grid 1-4 -05 E at grids 4 and 5. 27 Drawing S3.3W Submit calculations and details for 1-4-05 canopy at grid A and grids 6 through 7. RJ13 - Cantilever deflection 28 Drawing S3.3E and S3.3W Submit calculations and loading for 12 -30 -04 trusses between grids 11 and 12 and grids B to H and between grids 7 and 8 and grids B to H. 29 Calculation sheets RF -2 RB16 noted in calculations but not on 12 -27 -04 and RF -8 plans. Clarify. 30 Calculation Sheet RF -5 RB -8 noted in calculations as W24x62. 12 -27 -04 noted on plans as W21 x57. Clarify. 31 Calculation sheet RF -6 RB -10 noted in calculations different 12 -27 -04 than beam noted on plans. Clarify. 32 Calculation sheet RF -7 RB -13 high and low beam span in 1 -4 -05 calculations shorter than noted on plan. Submit calculations. 33 Calculations sheet RF -9 Submit calculations for HSS 14x4x3/16 12 -27 -04 with cantilever loading. 34 Calculations sheet RF -9 RB -18 noted in calculations different 12 -27 -04 than channel noted on plans. Clarify. 35 Calculations sheet RF -10 RJ -2 noted in calculations different 12 -27 -04 than RJ -2 noted on plans. Clarify. . JOB NAME: Alberta Rider Elementary School City of Tigard JOB ADDRESS: SW 130` Ave. & SW Bull Mountain Road Building Department DATE: January 5, 2005 13125 SW Hall Blvd. SHEET 4 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #2 Plans and Revised Details Dated Dec. 20, 2004, Dec. 29, 2004 and Jan. 4, 2005 Building Permit BUP2004 -00529 Item Page No. Comments Date No. Completed /Comments 36 Calculations sheet RF -11 RJ -5 noted in calculations different 12 -30 -04 (grids 3 to 4 and 4 to 5) than RJ -5 noted on plans. Submit calculations. 37 Calculations Sheet RF -15 RG -2 noted in calculations different 12 -27 -04 than RG -2 noted on plans. Submit calculations. 38 Calculations sheet FF -3 FJ -1 noted in calculations different than 12 -27 -04 FJ -1 noted on plans. Submit calculations. 39 Drawing S3.2 W Submit calculations for FJ -1 at exit 12 -27 -04 area grids 8 to 10 and grid L to M and grids 12 to 16 and grid L to M. 40 Calculations sheet FF -3 and FJ -2 and FB -1 at library. Submit 12 -27 -04 FF-4 calculations and details with 125 P.S.F. loading. 41 Calculations sheet FF -4 FJ-4 noted in calculations different than 12 -27 -04 FJ -4 noted on plans. Submit calculations. 42 Calculations sheet FF -5 FB -2 noted in calculations different 12 -27 -04 than FB -2 noted on plans. Submit calculations. 43 Calculations sheet FF -5 FB -3 submit calculation at exit area 12 -27 -04 grids 8 to 10 and grid L to M and grids 12 to 16 and grid L to M. 44 Calculations sheet FF -5 and FB-4, FB -5 and FB -6 noted in 12 -27 -04 FF -6 calculations different than noted on plans. 45 Calculations sheet FF -6 FB -8 noted in calculations has a 12 -27 -04 reduced live load. Submit calculations and details per section 1607.5. 46 Special Inspection Special inspection per section 1701 is Per the City throughout required for concrete, welding, construction reinforcing steel, bolting, adhesive anchors, expansion anchors, anchor bolts at braced frames, headed stud anchor, masonry and epoxy anchors. 47 Structural Observation Structural observation per section 1702 Per the City throughout is required for foundation reinforcing construction steel, masonry, structural steel erection, steel decking and braced S4 ' JOB NAME: Alberta Rider Elementary School City of Tigard JOB ADDRESS: SW 130`x' Ave. & SW Bull Mountain Road Building Department DATE: January 5, 2005 13125 SW Hall Blvd. SHEET 5 OF 5 Tigard, Oregon 97223 MCE Project # 041081 STRUCTURAL PLAN REVIEW #2 Plans and Revised Details Dated Dec. 20, 2004, Dec. 29, 2004 and Jan. 4, 2005 Building Permit BUP2004 -00529 Item Page No. Comments Date No. Completed /Comments frames. 48 General Submit one set of reinforcing steel Per the City throughout shop drawings, which have been construction reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 49 General Submit one set of steel open -web joists Per the City throughout and girder shop drawings, which have construction been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 50 General Submit one set of light gage metal Per the City throughout framing shop drawings, which have construction been reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 51 General Submit one set of steel decking shop Per the City throughout drawings, which have been reviewed construction and initialed by Project Engineer, to be filed with the City of Tigard before placement. 52 General Submit one set of stair framing shop Per the City throughout drawings, which have been reviewed construction and initialed by Project Engineer, to be filed with the City of Tigard before placement. 53 General Submit one set of miscellaneous steel Per the City throughout shop drawings, which have been construction reviewed and initialed by Project Engineer, to be filed with the City of Tigard before placement. 54 General Approved resolution of the above items Per the City throughout shall be incorporated into submittal construction plans before a permit will be issued. Submit four (4) sets of revised plans to the City of Tigard. • OFFICE COPY D ¥ Structural ■ Civil Engineers ALBERTA RIDER ELEMENTARY SCHOOL SW 130 & BULL MOUNTAIN ROAD TIGARD, OREGON DECEMBER 20, 2004 fu Ar , ,4 EGON vte- SAS E. n'PI EES: 12- 31 - Z G66 DESIGN PARAMETERS: 1997 UBC w/ 2000 OSSC AMENDMENTS ROOF LOAD 17 psf DL 25 psf LL + Drifting Per UBC Appendix Chapter 16 FLOOR LOAD 60 psf DL Classrooms 40 psf LL Corridors 100 psf LL Library 60 psf LL WIND 80 mph Zone, Exposure B SEISMIC Zone 3, Soil Profile S MATERIALS: CONCRETE 3,000 psi at 28 days REINFORCING Fy = 60,000 psi STRUCTURAL STEEL Wide Flanges: ASTM A992 gr. 50, Other: ASTM A36 MASONRY f m = 2,600 psi — Special Inspection Required CONTENTS: DRAWINGS SK -101 to SK -121 RECEOVED DEC 21 2004 CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • e: wdy @wdyi.com • I Ili ,;, • I W D ¥ Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 - Sheet No: si I o Client: Ellis Eslick Associates P.C. Date: By: dep - +� 20 N144. coot. 8Eb0t.✓ 10 / I EA. W O 70P I go Dv SO I ■ i_ li lmc 562 � � "� 1 I 1- w® 563 — — 562 `_ _I 0" CON I . . IUALL I r K 8 „ O GN , 9 1 _ — — F6x9) I O �. 25 • _T___ __ WALL 5 i 6 "CONt 962 . - - - � ® UJALL u L 1_ _ F6.0 i l r (D ;go, 0 !� ,.i / _ t 1 IM. , \ J 6 — i __ 1 %1111 — I % 56.1 TYF _ -- r /11 ® 0 1 � 11� - -- 11 / (2) PLCS 1 /; ----1------ I 1 1 1 1 56.1 I/ I 1 � _ I _ . I 1 11g - , ^ i ,, / I TOP OF FTC= O I �I I / I 1 11, I I 41) - -- : 30 II 1 F8.0 I _ —� ----_ I 1 r 56.1 : iik 1 1 I E L 4 �: : I : / 56.1 1 • 1 TOP OF FTC 5 61 I— — J / , % it I ,;„ -14 ' 11 , 1 1 +' ; ./ ID I 5 1 R(� 1 F4.0 ,0O 1�I F6.0 , © _ — �0 1 1 DEC 2 1 L u 1 � I _ --- -- - - _ �,- _ r — L CITY OF TIGRIRD BUILDING DIVISION S LA 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com co w" y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SK 107_ Client: Ellis Eslick Associates P.C. Date: / Z/ / - /n1 By: dep A• ,,, - - 1 _ 1.0 I I• I AI — G 1 D I ' 1 4x44 Ef -1 I 0 ` � ) ® ' I ® RA FF 11 � �i 1 I- 6 ©�, �� 1� EA.E - -10 56 351 ••• 12K 200.! ..; :: / jib — — /'� � , 00 / L „ .:::.: „..� //. 48 i� •�1S6r�2 � �` I x l� TL jl of ,I © 0 S6 ... l2) ® 0T `— ' O'c2 S — L — �' / w 10 I 5 6.3 i - . — nit . iim��: — ■ 4 4 t. 1 f, 563 -1—(1' I 563 I _ I 3 I C I , ” X (2) PLCS Tl 'P X 5 G w1Dx22 I I 81 !S6.2 0 I 1 © _ I � ?�___�_ _�P717., == � T A R =_� -- I _1f W Imx 562 3 3 562 24 S62 1 D �I - � EQ . � ' EQ S62 EQ 4- E ri, — W 10x22 CONT 10x22 562 2 � O L =-. /II III ' i 9 00 , 01 ' It II�IIi . 13 TL= 562 — $11 X1 IIE�,C,/ w , ,� ,, t, • 1-L = 0 . -- 01 ► V III .I/ x 24K ■ 241-0 Swv1. - /I!� k — '{• — ,� I x 900 1 I I I W C3 24K 3 \ -.: TL' 00 /C11 II \` =I 56.1 W 24K I Allk LL - / ;� � 19 II�r 1 0 . M—�- 562 �„ ,,► 2, au 4E10 / 56.2 56.8 56 2 P (2 ) r C� 562 - .� U w c. I I 0 Ni TYP O kill FLOOR DECK g62 � -- g 6.2 '' — � i u II iI SS6x6x3 /S _\ ® 0 - -O AIL 5 6 2 --t 5 E � ' % / @ �0 E� • a � 1 6 / 10x22 IF 562 'n F-- N ®� -q- @ Ln J _ g p� 563 \ % 56.5 EA. cv @ xl � 1 END . 3 I _ A . 11 ROOF D -U � K , C t� � I. _. / DEC 2.t 200k CITY OF TIGARD ��1�. ®14G DIVISION 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com V r, • y (• D y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SR /03 Client: Ellis Eslick Associates P.C. Date: / y� �Og By: dep L.9x4k1/4 z GAP GON71Nd�OGI 2 H • —._ - ° __ y, . ..ao — — — — 1 112 /1,17 SG 48 ON MIL IV s 2 " 8442 nv goi, AT • SNDirr Sa71ED NOZ /A/ r, 8E461 F1,41y6L Pet-- A)se, 2I (ti, BEani PL/z RA (�v /Oxzz. • / \ON L I AT FGl2 RECENED DEC 2.1 2004 CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com fl W D Y Structural • Civil Engineers.. `oll Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Sk /624_ Client: Ellis Eslick Associates P.C. Date: � �= — — : /Z / By: dep � � ....... ...•.•1..•.•.•.•.•.•.•:.• -..• .....: ... 1.. .......... 1.......,...1......... . — — — —' L_ — � w 10x22 IT< 13 _ W 10x15 a 5 -8 O .C. 563 14 TY 563 563 I SIM i I 22 56.2 56.2 10 © ® S6 5' -S" 562 TYP 562 56.2 I • _ W I0 -- wpm �■ 10 _ 2 CON pp A % �✓i4 I IIi�►iii ✓il - 1%//' ill lii✓i� rel.. i t -� • • i _, 'I i. — I = I' /// ° MEP . - �: �� I - I = 1 1 B @ ink AN 1 � 56.1 562 24 ® Lt) 24 56.2 56.1 II _ / TL =500 / 00 = T =500 / LL =200 . IS TYP AT 2 TYP AT 15 I S62 OPNCxS 24_ 1 S62 9 `n 24 K 01=N5 S62 1 • - IL=200 II TL =500 l 1 = .00 / LL =2 — ' el - =a, �� =��/A145h1L"/�� 1 =MaI��411 rir ��/ / / /.I= _ — I ►% ' 4. 562 �1 - _ - - 1 ; TYPICAL 0 . () 101575 PE L, IS/1%f 7'KQI Gd L II (4) /4 ht.. spmcxs A _ 1 0 - 1i- 4507 G/,=300 0 P,4/L7/AL Pap/ 53,24✓/53,2, /147,5 . RECEMED DEC 21 2004 CITY OF TIGARD BUILDING MOON 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com ...,:,...-• W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: sk /4.5 Client: Ellis Eslick Associates P.C. Date: / y / 2c; ,1/4, 4 i By: dep 2 2(d I I 1 5 6.7 56.5 I ( I I 1 1 I p\ W 1Sx3 /IO \ I W 18x35 C 0 T G ‘„ I 1 — ®ABOVE L I 56.5 TYP O I 0 --- -I I AN BELOW CO I � CO 56.5 TYP 6 ` L - - - - - CONT W O j,� I _ I I 56.E w A w 3 I I / N553x3x1 /4 I OUTRIGGERS TYP -----% GRIDS D TO I-1 I I , . Pomir L ON 73,s 1 2 1 1 �_t I 6 w s KIT 6d G if 'TLIB& ; 56.5 S6.5 N DL= —z30 's =FLOW ABOVE I I _ L c = -ism" 1 I 7 I I I i � who = 4 /0S ._ )d I' I I v I w 1 7'I /0)64L 14 17 t,./05-7- I ` - -4t. - - - CONT W OA 6410 Iz /4.5 _ a ell V+11 _ \- - © 56. 0 ___ I dk I I I I I 1 6 A T' 56.5 I c i � 17 --Ti 86.5 T• P�dD Paw 5 II - �� 1J A/./, S I ___ 1 � RIDGE r in BF (H -7) ..0 1Sx3� ABCs I I I� I �. / n r, -1:41 18x46 B =L( I I I* I 1 , _uv l O - 11L, D 1 ZOO O CITY OF TEGAR® BUILDING DIVISION 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com EI WDY Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: St /014 Client: Ellis Eslick Associates P.C. Date: /7 By: dep 5 1/2" 11/2" AP 1 1/2" IE3 /4 "x12 "x l' -2 "U1 (4) 3/4 "4) TINREADED . RODS UJ/ DBL NUTS ' 5/16 r " I I SLAB SEE PLAN 1 1/2 "± N.S. GOUT 1E 3 /S' x3 "x0' -3" -‘p UJ/ DBL NUT _! 16 S6.1 3/4" = 1' -0" ECEVED V CEC 21 2004 CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com 1 i„c -‘ '..1 ■ •■■ 111,WDY Structural • Civil Engineers lima Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: . 57 ( / Client: Ellis Es lick Associates P.C. Date: , 1 /.. ap -7/4954 By: dep 4 1/2" 4 , 1 1 1/2" I = FE 1/4" x 4" (2) *5 VERT'S ...:.':,::.*' I I c4,.., — x GAF WITH ,..-. FULL HT AT EACH SIDE/ ... ., COLUMN ------„ p—-, 4-- . ;..'7.:::•::1 fE 3/4" x 12" x 1 WI .. 0 RODS 11J/ 1:D5L NUTS --- 1 • = \ cs, -... Ion SECTION A-A 5/16 V _ _ 3/8" x &" x 0'-a" -I AT 4'-e," O.C. LW : •' I TYP 3/16 r (2) 3/4" (I) x 5" rtellA • HEADED STUDS 7 SECTION E3-15 AT ct Lig 5 IL H / SEE FLAN i' A I II I A 1 1/2"± N.S. GOUT ill FE 3/8" x 3" x 0 \ H ,..,,..............., 11J/ D5L NUT \ UJ/ STD HOOK -\? 14 ____... S6.1 3/4" = 1 RECENED DEC 21 200k • CITY OF TIGARD BUILDING DIV!S1ON 6443 SW Beaverton-Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com 4 I ` ,� _ c a W D Y Structural • Civil Engineers Illmil Job Name: ' Alberta Rider Elementary Job No: 03320 Sheet No: SAC / B Client: Ellis Eslick Associates P.C. Date: h i / 7 A 79. __ By: dep WTSx23 CUT 1/2" IR 14 3/8" KNIFE iE WEB TO LENGTH 1 I/2" 1 1/2" I ' A Li , 4 -, MTL. DECK SUPPORT _ NIII roil .1 I 3/16 V <TYP (2) 3/4"0 4325N BOLTS I III TYPICAL EACH BM II SLOT GOLD ■ , r li 1/4 II 1/16" FOR F 14 1/4 > <TYP r - ,, I 14, 1/2" Q N d- ; cn W10 SEE PLAN WS SEE PLAN —� - \ � • • I I • I - \I• I. 1 ]� L - _ N COPE FLANG=ES 1 1 I 1/2" AS REQ'D I I TYP SECTION 14 -14 14 6 . I " = 1' -0" CE D DEC 21 2004 CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com Fl W D Y Structural • Civil Engineers Wood Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 5 Client: Ellis Eslick Associates P.C. Date: /7/ 7/a By: dep FILL VOID W/ GROUT OR (2) *4 CONT WALL BARS SLAB CONCRETE ':: :- • : OPTION: STOP BARS AT BLOCKOUT 4 PROVIDE `::.. (2) *4 x 6' -m" IN FIRST TYP °;f.: COURSE ABOVE FLOOR 3/16 ' a 5LAB ON DECK a SEE PLAN HSS 2 1/2 x 2 1/2 x 3/16 x 0' -6" \ AT DECK EDGE FACE OF WALL BEYOND FILL VOID W/ GROUT AND PROVIDE FACE SHELLS ON CLASSROOM SIDE SEE ARCH WT4x14 x 1' - 6" F • AT ct WALL W/ (3) *5 x 1' -6" :; : 1/4 > 4 (A'1m6) ' S" O.C. TYP • : (2) "r✓ x 1/4 3 21 6. I = 1' -0" RECENT [ DEC 21 2004 CITY OF TIGARD • BUILDING D1V S?ON 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com Fl D Y Structural • Civil Engineers bond • Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SK //D Client: Ellis Eslick Associates P.C. Date: / t o By: dep BLOCK OUT AT END OF WALL AND FILL W/ CsROUT I SLAB ON DECK SEE PLAN t.' •I I FE 1/2" x 1 1/2" SQ :; BEAM SEE PLAN W/ (2) "r✓- A x BARS 15) "O.C. • BUM Ty QF.Arr. CAJN4.7r wIJ PEA- AO' f1 /4 (/ - VW SIP 22 6. p i RECEIVED DEC 21 2G CITY OF TIGARD BUILDING DIV!S9ON 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com • rilWDY Structural • Civil Engineers • Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SQL -/1/ Client: Ellis Eslick Associates P.C. Date: /Z By: dep GRID I 1/4" STIFFENER 1E O 1 1 EACH SIDE .l 11/2" 3/16 • 1 ' � I I1 BEAM - SEE PLAN (2) SIDES I fiE5 /8 "x6 "W/ (4) 5/8 "P 4325N BOLTS AT STD GAGE (2) SIDES> 1/4 > SECTION 11 -11 COLUMN - SEE PLAN 11 6 .4 I" 1' -0" [ ECENE D DEC 21 200k CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com EI WDY Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Sk _//y Client: Ellis Eslick Associates P.C. Date: 12'li / 4, By: dep CONT 3 /S" x W/ °5 Al m6 x 1' - 6" BARS 6 16" O.G. CJP WELD SPLICES TYP. LEVELING GROUT 1 1/2" MAX ROOF DECK- SEE PLAN FOR SIZE 1/4 AND ATTACHMENT — 2— - 1 1/2 • — , i • - � 1 i • 1/4 %.....; BEAM SEE PLAN MASONRY WALL �` '`y: ` • % TAB iE 3/5" x 3 1/2" x 0' -9" GROUTED SOLID �:' `. W/ (3) 3/4 "4 4325N BOLTS �.. 1E 1/2" x 9" x 0' ' / (4) 5 /S "c1 x 5" HEADED STUDS a 6" O.G. 23 6 I" 1' -0" CENE J-11 DEC 21 200k CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com 441 n WDY Structural • Civil Engineers . albara Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: sk //--- Client: Ellis Es lick Associates P.C. Date: /7h By: dep MASONRY L " GROUTED SOLI D / / 2 ,,.. 0- 4 Op . e . I 1/4" BENT 1E x A ■.,\ 0 I W/ (2) 5/0"4 THREADED I I I RODS. EMBED 5" MIN I I IN EPDXY. SPACES 3/1&" END fE I I ANCHORS VERTICALLY 1 10" 0.C. I I 1-155 FASCIA I I (3) SEE PLAN I 1 1 3/16 r SIDES 1 1 1 1 ' 25 6. A 1" RECET&LI DEC 21 BM CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton-Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503 203.8122 • www.wdyi.com F! W D Y Structural • Civil Engineers `ull Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Sk //¢ • Client: Ellis Eslick Associates P.C. Date: / 7 1 /7 / 2# By: dep L3 x 3 x 1/4 x 1 -1" W/ (2) 5/S "4) THREADED RODS. EMBED 5" MIN IN EPDXY. SPACE ANCHORS VERTICALLY 9 10" O.C. USE 1/4" x 3" x 3" x I' -1" BENT IE AT 19A S6.5 / < (3) SIDES ; \ 3/16 V \ \\ ...• . . . . . ••• •• H55 FASCIA .:••••••••• SEE PLAN 3/1c7 /16 END f!? :.:.. 1 3/16 \ MASONRY WALL 19 19A 6.5 6.5 1 1/2" = 1 -0" RE cENED CEC 2 1 2111O CITY OF TIGARD BUILDING DIVISION 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com ®W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: _s-/r //S Client: Ellis Eslick Associates P.C. Date: 17 h 7 / By: dep (3) 3/4 "47 4325N BOLTS L — = CENTERED IN 3 1/2" ' NORIZ SLOTTED HOLES ': - \ iq _ I J FASCIA f ; ,.,.. . 3/16" GAP f!? SEE PLAN MASONRY WALL L6 x 3 1/2 x 5/16 GROUTED SOLID . (2) 5/S "0 THREADED . 3 /16 N A RODS EMBED. 5" MIN IN EPDXY r— ' IA G _ N- - -L I/ G 11/4 20 1 3/4" 6.5 i n = 1 -0" RECEIVED GEC 2 1 200k CCTV OF TIGARD BUILDING DIVISION 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com L. - 1711 Structural • Civil Engineert Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: / V I - By: dep 4 laiik en P *1 11Mik 'III (Cs4 111 (n \ --------'-'. .. iii 6 -;.Q - It ::: :.' ... ••:. -. 1...: ' , ' ' ■•:. — 1 O 111 I- "Pr iu d) ir- Lii d) L AL sl. sl. -,.. < 1 I z . a LI _ Q,1 LI w 0 w __I _ _._,,,d._ - in ■ ' IQ in x x gio . - tu F.4 1 iii 0,1 fa in IN •■■■•■.. .. , . . . . .. . .,..% . r 41111;... , ..,'......... - :.,•.,. ,...,- : :.::: , . - ...... -- ,...::•.H. - •:::•: - .....:•.....:: :;,.. ,....,, • Ffi fiLi . ..I..': -..,......,..:,... ....-_,...:. .....: ,-,. i 'il i 4'. "I .--- It '..,..:',. ;',-.' '.... .:.' . '..," ,..-.': ..: ..:::-.....".... -.... • /7 i Nx ■ ti. te cn T - ' I cn IN (V 0 T Z ill (S) In CO : .4 _I .< -( z z •• 0 oa 0: t o ill -I D 0_ "1 )- )- Z • 8 E ,9 0_ h I : l! to 1-- al w a ce < z z z --I B I 6 ii _ ,, V 0 00 O IL -q zo Oco U--) 4) I E� E tn .....____ r DEC 2 1 2004 • dt& i T D I 1 G v A is R lo D m 6443 SW Beaverton-Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 50 C t i g re • www.wdyi.com fl D i Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: sk /! 7 Client: Ellis Eslick Associates P.C. Date: 0,1194, By: dep WALL PER FLAN WHERE OCCURS SEE (2) 4 '5 CONT 56.1 e 12" O.G. EAGN WAY a 4 2 -4 _ a . :.i,. .',.. ^ a • a . a .• . �l � x C`7 �, �• • a 12" O.G. SEE Aix .-.• (2) "5 CONT. 56.1 a .. ; U 1 1/2 • • ,:: , ALL AROUND *3 TIES e5 " O.C. 12" (5) *1 CONT 11 S6.1 3/4" = 1' -0" . L L 21 2004 CITY OF i @MA Q 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122. ,www ONI • fl D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SAC Client: Ellis Eslick Associates P.C. Date: /2lI' / 4- By: dep 1E3 /8" x 9" AT EACH VERTICAL TRUSS WEB (VERIFY LOCATIONS) 1-155 FASCIA SEE PLAN • _ 3/16 - -- VERIFY in 31 13 3/16 V • VERTICAL WEB 3/16 ANGLES BY SECTION 3 -3 TRUSS MANUF DESIGN FOR 25 PLF FROM FASCIA STEEL JOIST - BY MFR. —mil n SEE PLAN 6.9 1„ C_u L El 2. 2004 CITY OF TIGA6D BUILDING DIVISMN 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com 11.1i W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: SK c Client: Ellis Eslick Associates P.C. Date: /Z f J9 4. By: dep WALL PER PLAN /...''.. " 1£ 3/S x 3 1/2 x (d' -6" I 1/2" <•, W/ (2) 3/4 "�, 4325N BOLTS g BM PER PLAN MIM% �...: ... = ME% C w N �... / AT SIM CONDITION ONLY: LONG SLOT HOLES IN ..:.' BM WEB PER AISC 1/2 x 3/4 x �5" HEADED STUDS 3" O.G. 25 6. 1 " = r -er CZ, 21 2004' CITY OFTIIGARD BUILDING DIVIS.3014 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com ter M A/1)y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: .SK / ZO Client: Ellis Eslick Associates P.C. Date: X7,// q104-- By: dep END FE 3 /S" x 6" x m' -9" (BEVEL 45 DEGREES AS S1-1OWN) W/ (4) 3/4 "0 ANCHOR BOLTS W/ 6" MIN EMBED / // ;J //, 3 PJP> 3/16 \ 46 _ • \ 3 3/16 . � / CHANNE SEE PLAN SECTION 3 -3 MASONRY WALL SEE PLAN FOR 3 REINFORCING 6.3 11/2" = 1' -0" R DEC 21 M CITY OF TIGARD 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.2 8 1 [ 22 • w w wl d yi .c� o m • Q W D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Sk / z • Client: Ellis Eslick Associates P.C. Date: n.b.olp¢ By: dep CONT ANGLE SEE"' BENT PLATE 56.9 SEE /. 56.9 (COPE NORIZ B 3/8" x x 7" LEG) .:: " W/ (4) 3/4 "4) x 5" , I- EADED STUDS AT 4" O.G. EA. WAY DECK 3/16 Pr PER PLAN f 1 r .... /-4"0.C. • BEAM %, COLUMN :..I 6 6.8 1 " = 1' -0" R E V . ►� CEC 2 1 200k CITY OF TI GARD BUILDING DIVISION 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com pit coPi FILE COPY January 11, 2005 L CITY OF TIGARD Robinson Construction OREGON 21360 NW Amberwood Drive Hillsboro, OR 97124 RE: FOUNDATION ONLY PERMIT FOR NEW ELEMENTARY SCHOOL Project Information Building Permit: BUP2004 -00592 Occupancy Type: El Tenant Name: Alberta Rider Construction Type: II -1HR Address: 14850 SW 132 Terrace Occupant Load: NA Area: 67,800 Sq Ft Stories: 2 The plan review was performed under the State of Oregon Structural Specialty Code (OS SC) 1998 edition; and the Tualatin Valley Fire & Rescue Ordinance 99 -01 (TVFR99 -01) 1999 edition. The submitted plans are approved subject to the following conditions. • Special Inspection: Special inspection is required for items listed on sheet S1.0. The special inspection agency of record, Carlson Testing, shall furnish inspection reports to the Engineer of Record, WDY Structural Engineers, the General Contractor, Robinson Construction and the City of Tigard, Building Division, attention Hap Watkins. All discrepancies shall be brought to the immediate attention of the general contractor for correction. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of the code. 1701.3 OSSC Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respectfully, Brian Blalock, Senior Plans Examiner fP 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 A , Itir l iATO Y Structural • Civil Engineers - , : .: ..,,,::-, : .ri:- e' -..- - .- - . . .. , limo/ ..., _ . , .. •, .. .. Job Name: r9 _ / z EL6),46707.1.94.4., Job No.: (. 233 . 2... , 2 Sheet No: gF_// Client: E El') . Date: By: , --- • f , , • , . , . 'N. • . 1 • ' - ), : ' • `'-'' • : . 1 ' , . . ! - ' - ,_ ,,-$■ ' - ---- , ; --- -I 17" ,5 1" ) . CO ksaPy i r-441,„1 . i _ • ! , ! ; . i . i • ,,, . 1 . , . . . . . , . . . , . , . 4 ! 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'7:1'_) ' • I I ' . __ . _ . • - - . . . . 1 STI r,.. ,•_; ; .,. • . 6443 SW Beaverton-Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com �VI/ D Y Structural ;• Civil' ; Engineers - • 3 , ; ', :- . +' Name: lrL ,c2�iO AiE2 � /1"-- 4' Job No Sheet No: ,Z.,c—/gr nt: Date: / V By Jlr . ; 1 _ • - O e s / `J C�NT/G r6 � 5 9 ... i yl f1d1' n P — '; s( < <:=3 )CZ 4- c1a 2 - Zves �y tl. J r - �I� i - i — �1 . r_o�v� Z o o — I .:. �_.._ — I 7 • cS , F -r ; - _Z--f rte. : _ . ; �, ?E . ' l r� ' r >r xE -''fit ■ . ... I i • s I • : — : i : i • _l� _. a_►sT _ __ - _ _Pay 4 o l;2.041 o4 �� : ; , • P (j) fb) , i , ; g 3 -6_ I - z , 1 9 : : , , , i �� . �� - , • ' I _ X.r..il '4.. :xwz •C • . . . . i I — 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • w ww.wdyi.com y I P 120/2004 17:19 5032038122 WDY INC PAGE 02/02 12/20/2004 13:49 5032940827 LEA ARCHITECTS PAGE 01/01 ROBINSON REQUEST FOR XICFlJRMATION No 032 cl PAC 0101128, IIYI cow TITLE: 3' -2" Elevator ftg step DATE: 22/20/2004 PRO2EC ; Alberta Rider 70B: 05149 TO Ellis Wick Associates/ Architects R Q D D 12/2.1/2004 'Attn: Greg Weiler COST IMPACT,: 1230 5W First Avenue, Suite 300 C CAL TO SCHEDULE: F21rtland QI 97201 - 3236 REF DWG: w Phone; S03- 223.6963 Fax: 503 291 - 0827 REF SPEC: INtJ IlTED BY: is ,pu Telecon with Doug -WDY 12 -20 -04 regarding footing step detail 7/564 which fails out 7 max step unless noted otherwise. Doug said It is okay to have a 3' -2" step down to the elevator pit slab. Please corlrM Post - Ite Fax Note 7671 Date �41. t To ;/, kTe,,, Rroln Ca. /De t. _ Ce Phone* PhoriP Fax # Fax VI 9 NTI%i1CtOR RECOMMENDATION: JONI draw] i — answered Dyr EIs eslick Associates / Archlt Date, u u�� Greg Waller DEC 2 i 2004 CITY OF TIGARD BUILDING DIVISION 1/20/2004 17:19 5032038122 WDY INC PAGE 01/02 111 WDY Structural • Civil Engineers Transmittal Irma To: Ellis Eslick Associates From: Doug Paola • (503) 294 -0827 Date: December 20, 2004 Job Name: Alberta Rider Elementary Attn: Sean Scott Job No.: 03320 cc: File: 033201x131.doc Re: RFI #32 We are sending you the following items: ❑ Drawings (originals) 0 Drawings (copies) D Report ❑ Proposal ❑ Calculations ❑ Specifications ❑ Latter ❑ Sketches ❑ Other Via: O Fax 2 pages incl. Cover ❑ Messenger ❑ Mail ❑ Express Delivery These items are: ❑ For approval U For your use U As requested © For review & comment Remarks As discussed by phone on 12/20/04 with David Haggard at Robinson Construction, it is acceptable to step the footing at the elevator pit 3' -2 ". Please call if you have any questions. " ' ` 1.789 • 4 REGON ‘Cb& L y 25,'k Cj tA 1�3i °�C CC IIVC 17,3' 5 : --c DEC 2 i 2004 • Signed CITY OF TIGARD Douglas Paola, P.E., S,E- BUILDING DIVISION I ' 6443 SW Beaverton - Hillsdale Hwy, suite 210 - Portland, OR 97221 • ph: 503,203.8111 • fx: 503 - 203.6122 • www.wdyi,00m 1 ... 12/03/2004 16:52 5632946827 EEA ARCHITECTS . 1 * r PAGE 01/03 „12/01/2004 09:46 FAX 503 645 5357 ROBINSON CONST. -00 0 _ 11/2B/2004 17:12 50? . ' ' '':,:, - . 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I OFFICE COPYis,,,,,el'C --U sw (34 7(1/ I � IN D Y Structural • Civil Engineers I ' ADDITIONAL & REVISED STRUCTURAL CALCULATIONS IFOR ALBERTA RIDER ELEMENTARY SCHOOL I SW 130TH & BULL MOUNTAIN ROAD TIGARD, OREGON I DECEMBER 20, 2004 I cnol.13CTUJr?4L I al P Rkrip fir �-4' �O ;�, ,� i, 1 895 r •REGON G(3e/1r 25,19q,S)>f LAS E. ?r- L— LXPIRE S: 12-31-ZOO 6 I I DESIGN PARAMETERS: 1997 UBC w/2000 OSSC AMENDMENTS IROOF LOAD 17 psf DL 25 psf LL+Drifting Per UBC Appendix Chapter 16 FLOOR LOAD 60 psf DL I Classrooms 40 psf LL Corridors 100 psf LL Library 60 psf LL WIND 80 mph Zone,Exposure B ISEISMIC Zone 3, Soil Profile Sc MATERIALS: I CONCRETE 3,000 psi at 28 days REINFORCING Fy=60,000 psi STRUCTURAL STEEL Wide Flanges:ASTM A992 gr. 50,Other:ASTM A36 MASONRY f m=2,600 psi— Special Inspection Required ICONTENTS: MISC. CALCULATIONS A-1 to A-32 I ROOF FRAMING RF-1 to RF-18 (revised) FLOOR FRAMING FF-1 to FF-7 (revised) BRACED FRAMES BF-2,3,5, 11 &20 (revised) I ' I6443 SW Beaverton-Hillsdale Hwy, suite 210•Portland, OR 97221 •ph:503.203.8111 •fx:503.203.8122•ej wdy@wdyi.com I OW DV Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A I 1 Client: Ellis Eslick Associates P.C. Date: /fr j/4 Jn 4. By: dep Igel-in/vim, NAIL, e- EGgim7-4.- 1 t✓�OL[.- 5/0Aws hb4/z- S-Z i) EFP= I144.0 =67.33x40 Ps,-)= 6e13- eb, Im7/1'6q3%0%g 17)1- g830 PSS CA 8s1*3X 11 Ic60/iu-1%, ei (o-31X6or7. G— V,W-" /0�5D14' 96301:4 qf` pll I 3 /011/,44“-- o„ 4L` h./ lse- 12.. 'o',e 1 ____, fir( g r-- r,ii . $J,D.+, lea GC S � K I � imi r A= I7'911 L= 8 ' . R. 12•00 �� `q,5 syoo 14 I in/m. w= 6ei3�'. t,l� k'`�, i 3/l6 PIA t VN f zvi ;�),:�-� 46 is I I U C-0 5 MI, _ (1,-7) C�.X ).b/,�. /7)-7, 3-) }�3• .11111 e I (2) Sa ,END of two., b- 8" d= qo a b 1 a = /� St� 0il,r-Co. e110,.6zz64go'- if-1;0,r- 248 f,,L 106 0._k. I - • Vc, -�o. 13-)' )v ?a�,� ( g'Igo'1.x 4-7k ' k ok 8 eovv- WALL 447 I445-Or 12,14e. L'.I,./,. C?) 413 !04, izvio ^ 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FlW D Y Structural •Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Al. Client: Ellis Eslick Associates P.C. Date: ), //6/D4.. By: dep RE?a I/✓/Ad— WQ U. AT an/4702 1 /Oc -> s ', o- f S. < /.S^ (4 Id c) Pz4..•. Fcar of ?Ma_ RF6,611iiite = /r S k 6 Z 6$ ''/= 9100 /G I SL/DIN - F/4 G ,crrnv ON FY6. /0c c 4671 4 , ✓ Ac Pass/vrs. eaV SOGIM 1.1441- 111x (� sPrtikX6 92= 'soo41 59 atilt i PAsslvrL o(v 11 y = ()4.X7,5-0X2.)1.-= 500 ' F/Lrar:� (SI) I� j 41-es 104. an/ St-ion = 5-0(6.67)( o.3,)- 6cc s‘. 1 nod °'c = 4611 F 9soo -) Soo +6 o - /f.J VI 1,5. = /d2-71 /62By = 463 > /, S' 01c 1 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I WDY Title •ARES-Elevator 6443 SW Beaverton Hillsdale HW Job# 03320 Dsgnr: dep Date: DEC 14,2004 Portland OR Description.... ph 503.203.8111 17./16104- A3 Restrained Retaining Wall Design RetainPro V5.0.3(c)1989-98 Retain Pro Criteria i Soil Data I Footing Strengths&Dimensions I Retained Height = 17.33 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0018 1 Total Wall Height = 17.33 ft Heel Active Pressure = 40.0 psf/ft Toe Width Toe Active Pressure 35.0 psf/ft 2.00 ft Passive Pressure = 250.0psf/ft Heel Width 5.50 Top Support Height = 17.33 ft Total Footing Width = 7.50 Water height over heel = 0.0 ft I Slope Behind Wall Footing��Soil Frictior 0.00:1 = 0.300 Footing Thickness 24.00 in Height of Soil over Toe = 6.00 in Soil height to ignore Key Width 12.00 in Soil Density 110.00 pcf for passive pressure = 0.00 in Key Depth = 24.00 in Key Distance from Toe = 2.00 ft Wind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary ` Concrete Stem Construction Total Bearing Load = 13,722 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 5.95 in Wall Weight = 125.0 pcf fc = Soil Pressure @ Toe = 2,658 psf OK Stem is FIXED to top of footing 3,000 psi Soil Pressure @ Heel = 1,149 psf OK SPAN 1Io( l2 - Pg A2 ) IAllowable = ps M, ax Betwe= Soil Pressure Less Than Allowable @ Top Support •p&Bas- @ Base of Wall ACI Factored @ Toe = 3,722 psf ACI Factored @ Heel = 1,608 psf Stem OK s<Min o Stem OK Footing Shear @Toe = 3.8 psi OK Design height = 17.33 ft 9.6 ft 0.00 ft FootingShear Heel = Rebar Size # 5 # 7 @ 27.1 psi OK Rebar Spacing 12.00 in ./0 in Allowable 93.1 psi 12321OO in Rebar Placed at = Center Ce•ter Edge Reaction at Top = 1,200.9 lbs Rebar Depth 'd' = -eactton at =o'om = • .7 I's 5.00 in �t0 in 7.50 in = =Design Data Sliding Stability Ratio I 1.15 Ratio<11 1 fb/FB+fa/Fa0.000 1.00 t Sliding Calcs Vertical Component Used) 198.5 Lateral Sliding Force = 6,267.7 Ib 5 E Mu....Actual = 0.0 ft# 1,553.t ft-# 23,598.5 ft# less 100%Passive Force= - 2,531.3 Ib q Mn*Phi Allowable = 6,549.8 ft-# 6,549.8 '-# 18,657.0ft-# less 100%Friction Force= - 4,671.9 lbs A /// Shear Force @ this height = 0.0 lbs 8,162.2 lbs III Added Force Req'd_ = 0.0 lbs OK Shear Actual = 0.00 psi 90.69 psi ....for 1.5:1 Stability = 4,006.3 lbs NG Shear Allowable = 93.11 psi 93.11 psi Footing Design Results ` Rebar Lap Required = 12.00 in 27.70 in - Toe peel Rebar embedment into footing = 16.16 in Factored Pressure 3,722 1,608 psf Other Acceptable Sizes&Spacings: Mu':Upward = 0 0 ft-# Toe:#5 @ 12.00 in -or- Not req'd,Mu<S*Fr Mu':Downward = 0 0 ft-# Heel:#5 @ 0.00 in -or- Not req'd,Mu<S*Fr Mu: Design 388 388 Actual 1-Way Shear = 3.77 27.08 psi Key: #4@ 12.50 in,#5@ 19 -or- #4@ 12.50 in,#5@ 19.25 in,#6@ 27. Allow 1-Way Shear = 93.11 93.11 psi ISummary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding&soil pressure.... Sliding Forces Load&Moment Summary For Footing:For Soil Pressure Calcs Stem Shear @ Top of Footing = -4,801.3 lbs Moment @ Top of Footing Applied from Stem = -13,881.5 ft-# Heel Active Pressure = -1,466.4 IAxial Sliding Force = 6,267.7 lbs Surcharge Over Heel = lbs ft ft-# Dead Load on Stem = lbs ft ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = 110.0 lbs 1.00 ft 110.Oft-# 7,076.5 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 2,166.3 lbs 2.42 ft 5,235.1 ft-# Soil Over Heel = 8,896.1 lbs 5.17 ft 45,963.0ft-# Footing Weight = 2,550.0 lbs 3.54 ft 9,037.5ft-# Total Vertical Force = 13,722.3 lbs Base Moment = 46,464.2ft-# I I niA/ Dy Structural • Civil Engineers 111 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 12/04 By: JG 1 I CCN 7 c /�u��h �, E � Gips 4— �a 0 5, I D 1S T2t L 1'6.c7 Cali fl 2-`f I C7�� = /PZ-'' 1' )I— (Pt2)6°' $) + '+ 3 (9�)ll v = �.Sly IG F3,e-4 t t6SS [c'rr IPF-/ 72. (2-Jki trrepuu ter 42 • i I e',rxrt eW )q��Z.S = 7��1� ' 7�� -77v = 12_30 111 L6-pvGT/t _ /5 8 I --r-rLY 6 tz__ -F, Grod-et Cd![1 c Gry 7-44.47-do cion (cE /V'S .--) 11 To r41_,_ Ler-r4✓J' ,a/ `7 /L t iq'zzL7• s)-4- 4 _ 33, 7 7"1.c e3) mss--- I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com Building Code: UBC '97 II f'c=3000 psi Allow. Soil Bearing=2000 psf fy=60000 psi Soil/Footing Friction=0.4000 e_'1/ % Min. Steel=0.0018 Concrete Wt.=145 pcf 5- 4,D 33.9 kips I 12" 1l2" i t 12 I3 sa a • 12' L RBT I • • • • 7'-6" 2'-6" Length Width Serv. Bearing LC Serv. Bearing LC II DL + FLL + RLL v r 1953 psf --"'"- P4'1,716,-%': / DL + FLL + RLL I ,...� � �% �`.,- . .,,i.-7=', ,k �� 1953 psf 5�% �` �� 1953 sf Service Soil Bearing Load Case Left Right Top Bottom Allow SF OTM Allow SF Slide Allow (psf) (psf) (psf) (psf) (psf) DL + FLL + RLL 1953 1953 1953 1953 2000 N/A 1.50 N/A 1.50 II DL + FLL + SNL 1953 1953 1953 1953 2000 N/A 1.50 N/A 1.50 DL + FLL + WL 1953 1953 1953 1953 2667 N/A 1.50 N/A 1.50 IDL + FLL + SEL 1953 1953 1953 1953 2667 N/A 1.50 N/A 1.50 DL + FLL + WL + 1/2 SNL 1953 1953 1953 1953 2667 N/A 1.50 N/A 1.50 DL + FLL + SNL + 1/2 WL 1953 1953 1953 1953 2667 N/A 1.50 N/A 1.50 DL + FLL + SNL + SEL 1953 1953 1953 1953 2667 N/A 1.50 N/A 1.50 IIFactored Soil Bearing Load Case Left Right Top Bottom (psf) (psf) (psf) (psf) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 2734 2734 2734 2734 II0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 2051 2051 2051 2051 0.9DL + 1.3WL 1758 1758 1758 1758 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 2051 2051 2051 2051 0.9DL + 1.43SEL 1758 1758 1758 1758 Shear Design Punching One Way 11 Load Case vu L-R vu T-B vc vu L-R vu T-B vc (psi) (psi) (psi) (psi) (psi) (psi) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 62 62 219 69 0 110 I 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 46 46 219 52 0 110 0.9DL + 1.3WL 40 40 219 44 0 110 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 46 46 219 52 0 110 II0.9DL + 1.43SEL 40 40 219 44 0 110 Moment Design Load Case Mu L-R Ru L-R As L-R Mu T-B Ru T-B As T-B (kip-ft) (psi) (in^2) (kip-ft) (psi) (in^2) II 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 33.4 183 0.900+ 5.3 10 1.458* 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 25.1 138 0.849+ 4.0 7 1.458* 0.9DL + 1.3WL 21.5 118 0.724+ 3.4 6 1.458* 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 25.1 138 0.849+ 4.0 7 1.458* II0.9DL + 1.43SEL 21.5 118 0.724+ 3.4 6 1.458* * Min Steel Controls, + Bending Controls Sug. As Width X-Sect. Sug. As Length X-Sect. IIRebar Size Total Count Rebar SizelTotal CountlColumn Band Count US#3 9 US#4 5 US#5 3 C US#6 3 �t}-S I OWDYI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: A I Client: Ellis Eslick Associates P.C. Date: /2b¢/a¢ By: dep I /ONuGWon- SO4,73- 47 Bildc Fi7dm P �/i s,441vcrk DAC/6n/- OA AAlajona6lC LVOiL.', T 0006 ,- - F/ZO�Y1�L // To CONLd 6G.'Ti 1, Is-T2. imPAC/6w rros/ary A = O. l '//5) - 1.It(4z.6 k)= - 4 G7 3 k ISN,r44. 1/4 = 6, 91i4. ) = )41, 7 K I _ (6) r__ _ _ _ 1 . ,/il otl /Q30-7 hoof= ggul 4, 1 T v L M 11 I 0" C30 1,5 x = / 5A19 - 21 I • • • I ct- I L IAN = (6Z".X48) = 3456 /�Z l.s{,� 'T ¶ 1,54, 111111111111 Ao =(1)(11c-01'0)601 - 29/6 /0- I I PGA A-51, : N _ AN Y I cA 6A- -7a _ , 1,5 /0c ) N - k-.\F-V47- Ji c. hcf Gvlr,,. k . 24 = Z q -� 30°0 (is') - SOD,3 K I1 1 = I.0 LOA11 NG /S GdNGY a7il►c- PeA 61'90 -; 1r2,. 0,, -4 0.%(-2.-, ) = 0,9 1 24/6 1r: )(1,010.1111,04/00.39.-- s0 0lV„d=C0,70109) = 7.5- K 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •Sc 503.203.8122•www.wdyi.com OW D Y Structural •Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: /74/1410# By: dep GavTin.yGKfl 1 GN�G,E FAs` i vr., Ma-our B,asov or./ G •N rr As s a.651 "G.a 1�CA 0-114) /Via =(O, 6S"fr -t..y�T1 �7000 P5 ) = 1 S, 6 k- I =40 /VAN= /5,6" 1 91 ry (0. ext., l54 6 k AO® P1-4715S 70 OeL -An/rr ,; sic S7"2,��16T 1 6o✓x , c1Q z4 Mut—c_ Srit 6-'4 AefF= o,334 pNv//l3ot% Ns = Y0,7k y �a /it =(v,So,`g0x)--' I 1 I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com OWDYI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: A-g Client: Ellis Eslick Associates P.C. Date: 12 f X4/0 g'° By: dep GONTj,v 4 7 1 5-/ O/I S7-4l rv57,t1 = O,ecl X o.?3-ix4cA: ) ' � k ' Ky oastdv4 - ,/ GONG✓trix- 1/12z14-407- eoeS 1 CA/ger- Piz roar 5-141$44"-M PC (A-21 ) Ili P - kc,P Aka 1�,� = 2 o fa,. Aer >2. Vc, _( 0XoX"9 ) = ask 1 Gome/NKa1 STA 05 5 t49- ` k I� _ � � ,� 0, 68 -+ a.z� = 0. g Ie Z Oh (G) 14114 A20-1 _ /8 " I ' 1,voii G,as -redvsviv or/t 7 No7 47 a ilia Ny = 49.3 (c 6 A6 Ax = 21g = 3024 by 1- 1 3024 GoNc.nrtit� NG�6 (ZGI6 ��40,10(6o/600.'2 = 94- )4 4 � Ns---(0s1/41.0.s34 S7 C7W xg�xs, � = �8 41,1 -1- 3 % d� (4) kg. A3a 7 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I It, W D ... i Structural •Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 1 Z f!7A,¢ By: dep r oI P Pg 1--i/ Ifl2amE 13 1410 = (o,f 3!x :}o.6 9 = 5,1 k /2, Fif l>bs = Z,1 k h= /9 ' I P( (4/7 )(41.)--= g/6 't oL \ i %t d (zs) ----- 17.0o „ /97.. = (I-0(11)( Ill) = 245-011 pi_ I \ 1 1 3600 Lt, I04 *1-/- " &A 50 - 816 X S'/ '-' (3600 -l20c,X 5') s zo ZP l k- ! _ - -'aC �� z.� k� !�3 - 3 3 3' = s�,6 (Fizo.n 4f. b A G7G. ) -: aT4L z -77 5I f}�k t15 4 /-04 x 16 =0'' k-zt" , '. — s t 1 A/2 I 1 I Fnam G Viso = Co. )7)114,64) z4• Z F� ,f,,.5 = i z. z k 11= 21 I Pi 4i07, = 2-I '-l. 13' X l, psrX.zd') = /Le 2'L 6-5-PSp) -. 20 k" L 1.– II 4sE 4(-onx 27.-I--a'' x 2t" F?r. — 51a- 4 Al/ AT 00 CA Fifa*I& I I 111 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I OwDYI 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A Io Client: Ellis Eslick Associates P.C. Date: 121/7/04- By: dep I I Footing Analysis: Frame B Applied Loads: Seismic Governs Footing Properties h load = 18.00 ft above top of pier ftg.width = 4 ft 1 h = 21.33 ft above bot of ftg ftg. length = 16 ft P dl= 3.25 kip(wall+roof) ftg depth = 2.00 ft P II = 4.80 kip(floor+snow) S (ftg)= 170.7 ft^2 I V M totalof= 77.791= 2..701 kip kip-ft pier width = 0.67 ft pier length = 16.00 ft pier depth = 1.33 ft I pier above soil= 0 ft soil weight= 115 pcf foundation depth = . 3.33 ft 1 P ftg = 19.20 kip P pier= 2.13 kip I Soil Bearing allowable= 2000 P soil = 8.16 kip increase = 1.33 Foundation Total = 29.49 kip design = 2660 psf I Dead+Live + Seismic .9 *Dead+1- Seismic R total = 37.5 kip dl+ll R total = 29.5 kip 0.9*(dl+ll) Triangular Distribution Triangular Distribution I P/A+ M/S Controls P/A+M/S Controls e= 2.07ft e= 2.64ft 2.67 mid 3rd 2.67 mid 3rd length brg. = 17.78 ft length brg. = 16.08 ft max. soil = 1055 ok max. soil = 916 ok Overturning Resistance Overturning Resistance I M ot= 77.8 kip-ft M ot= 77.8 kip-ft DL Mr= 300.3 kip-ft DL Mr= 235.7 kip-ft I F.S. = 3.860 ok F.S. = 3.030 ok 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 I F sliding = 11 kip F sliding = 9 kip Sliding F.S. = 4.17 ok Sliding F.S. = 3.27 ok ITrapezoid Distribution Trapezoid Distribution P/A= 586 psf P/A= 460 psf M/S = 456 kip-ft M/S = 456 kip-ft I Max. Brg. = 1042 psf Max. Brg. = 916 psf Min. Brg. = 131 psf Min. Brg. = 5 psf I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I OWDy 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A l i Client: Ellis Eslick Associates P.C. Date: iZ/j7ffl,f_ By: dep I I Footing Analysis: Frame C Applied Loads: Seismic Governs Footing Properties h load = 24.00 ft above top of pier ftg.width = 4 ft I h = 27.33 ft above bot of ftg ftg. length = 22 ft P dl = 13.60 kip(roof) ftg depth = 2.00 ft P II= 20.00 kip (snow) S (ftg)= 322.7 ft^2 V total= 12.21 kip I M ot= 333.677 kip-ft pier width = 0.67 ft pier length = 22.00 ft pier depth = 1.33 ft 11 pier above soil = 0 ft soil weight= 115 pcf foundation depth = 3.33 ft I P ftg = 26.40 kip P pier= 2.93 kip I Soil Bearing allowable= 2000 P soil= 11.22 kip increase= 1.33 Foundation Total= 40.54 kip design = 2660 psf Dead+Live + Seismic .9 *Dead+/- Seismic I R total= 74.1 kip dl+ll R total= 48.7 kip 0.9*(dl+ll) Triangular Distribution Triangular Distribution I ok ok e= 4.50 ft e= 6.85 ft 3.67 mid 3rd 3.67 mid 3rd length brg. = 19.50 ft length brg. = 12.46 ft Imax. soil= , 1901 ok max. soil= 1956 ok Overturning Resistance Overturning Resistance IM of= 333.7 kip-ft M ot= 333.7 kip-ft DL Mr= 815.6 kip-ft DL Mr= 536.0 kip-ft I F.S. = 2.444 ok F.S. = 1.606 ok 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 F sliding = 22 kip F sliding= 15 kip A DOT L 3,3 acs9 Sliding F.S. = 1.82 ok Sliding F.S. = 1.20 N.G. 5G48= SOPSp. p,4= 1515!` I Trapezoid Distribution Trapezoid Distribution 2 20 SQ. = O P/A= 843 psf P/A= 554 psf M/S = 1034 kip-ft M/S = 1034 kip-ft I Max. Brg. = 1877 psf Max. Brg. = 1588 psf Min. Brg. _ -192 psf Min. Brg. = -480 psf I f6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I � WDYI I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: A I Z I Client: Ellis Eslick Associates P.C. Date: lZ`iG/20¢ By: dep Ih1AS0ev4,'7 SGT La/W.1 touts i 6= 1) 7'= 7.625 A = 86-7 ' c� 0 i C IEli ` (a 34J77 /1i) -7t(CP5P-17'5"_9 _ 7.7&A _ (4)/731g di)- 6g s'- '- 1 45 = 0,6/ d= S 9 0,61 _I e =6sXs%) - 0.007 4 fo, =(7sox2600) _ ►9 S ks; Vl = /4.91 4 = 0,1105' 13 I _ (6g5--X 17-X6.13 ) _ = 577 !2� p�1 (Z �Zdr� l�33� Ps,' Oe �e (16 . s,125-)- .S 125) I I A.riAL Gaon /hosaaviy (/5.13 177 frfr)(8 > -4 (7zpsi!.14 :X9.33')= 479004i i2boi,- (9 l?f 8 ' _ ' X s�( � 288 I /ZS89 r= 7,6Z}A� = 440 hX- - (86�/1-2.)/0 - Z7, 6 I I 'Y� = I HS/6tsx7.61r) _ /03 pSa Ga102-S Z60 ! _ (86�,Y)2 Z7 (Q9014.4) 313- PS, D 1 _ k I corneiv,t�,� iso �$! 4. /D 3 0� = 0.-z1 4 a. 33 = p.5-41-- /0 o k ISl i ns s 313-PS: j = o,B751 I ---C .--;. (6 8 s X 1 L ) GIST /i X ii8 {>r/ASr.7FrL y s + (0,61„.-'xo.S7s51Sb� 3 k5, k3 w (74 415-- &i, GtZ44/ I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com OWDYI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: A 13 Client: Ellis Eslick Associates P.C. Date: /01/0.0, By: dep C04<4.40T4- Bm 4T 611OI4'D 6.tio ,T ' Spdev= // sau? B� wpm _ 6 46th.671.2rre) 7/.0) = Iyzo,ter 1NL L = Z 1.)(100 P.SF) = ZOO Pa = ZOO AA- ki = Z 189 AVIA PdL (S'.Y6o PSP-JLS'J - /.SAO �S PLL 6s x yo)PIA X3 ') d4 �Li " 6.75-0 11 //Gl eADS " (4)/%106&,4//��Z �4 zsv 9I/� F41k CZ) -°� Q = 0,6 I o{ = b 49 MN �O.�IXo,6I)(6v�'/7.SI- � ,Cr = 172 'i1131 fi►� 4l� ' ase Luh ' #r- -r.oia 1 i 1 1 I I 6443 SW Beaverton- Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com OWDYI Job Name: Alberta Rider Elements ryJob No: 03320 Sheet No: /4/9' 1 Client: Ellis Eslick Associates P.C. Date: l 2��/a� BY� dep d/L iz�56,6 (pie 1,2 dL f Er,, 1 G✓o, - GOs/L GoLL�crrr.,, L a AT" Z9So�� Is efi f F� =(2.8 f h¢Al/lr 8 k, = < (g J ` = Xo.3/ �60 ks,J 744xs ) 0j- 1 R0a94 DL (1.461.11-10)(5,3-0 -f (811-7,5-p,ts_S-- ho5- 4 tOX/-3309= 5320 Csl)// #� 1 1 5/8 A ,Y(S�B 6/= 2 s ik/,oti 1 R4,400 — 4,1)(42zs- "X0,7o-7,174f i/ ) = qk- 6443 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com � WDYI tJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 46— Client: Ellis Eslick Associates P.C. Date: lZ/I tiD4' By: dep mA.Iwn wit- a- 641D f /3 Woo,- dG T/ P.,-X,0 ) -t 35--J = 8728 ' L L = C►+"1)(ZSpfal r z000 ell-4(.1.19/,)= 4o�l POI— 61291S*331= 2 Z-0 4v� I h�L � (Wao 333 •� = I 3600 A I (2) 3' /811a.e. As =0.2► "/t 1 �r 1 r ' c454/0X�1- W/1.L- ANALYJ2I 13r i t 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97 221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I 0, 1/1/ DYI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Ai6 Client: Ellis Eslick Associates P.C. Date: /7,/0,4_ By: dep CMU Slender Wall- Grid N&3 at point load (ref. D/S4.1) pg 1/3 I1. NOMINAL DESIGN LOADS I DEAD 2620 PLF LIVE 3600 PLF WIND... 15.00 PSF SEISMIC 26.20 PSF I 2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 8.00 IN WALL HEIGHT.(hw) 25.33 FT c — k HEIGHT/THICKNESS RATIO.(hw/teff) 39.86 I PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES I CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm ICMU MODULUS OF RUPTURE 2.50 fm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI IREINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL A bar(in2) Spacing (in) AREA OF STEEL 0.31 18 0.21 INA2/FT < as CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.06 INA2/FT OK I reinforcing ratio p =As/bd = 0.0034 ok CODE MAXIMUM Pmax= .5*Pb= 0.0093 DISTANCE FROM CENTROID OF STEEL TO I EXTREME COMPRESSION FIBER 5.13 IN <-- d 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 0.00 IN I I I I I6443 SW Beaverton-Hillsdale H suite Hwy, 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I OWDYI Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Al l Client: Ellis Eslick Associates P.C. Date: I By: dep CMU Slender Wall- Grid N&3 at point load (ref. D/S4.1) pg 2/3 111 6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS 1 7.1: IS WALL PARTIALLY GROUTED? (YES=1, NO=0) 0 I 7.2: IF PARTIALLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 18 IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 I9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I 10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 IDESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS I DEAD LIVE WIND QUAKE RED.FAC CASE 1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 CASE 3 UBC 12-5 1.0 ( ) 0.9 0.0 1.3 1.0 1.0 I 13. CALCULATED RESULTS/SECTION PROPERTIES I GROSS CROSS-SECTIONAL AREA OF THE WALL 92 INA2/FT SELF WEIGHT OF THE WALL 80 PSF GROSS MOMENT OF INERTIA 443 INA4/FT GROSS SECTION MODULUS 116 INA3/FT I DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 1.67 IN ICRACKED MOMENT OF INERTIA 77 INA4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 127 PSI I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • h: p 503.203.8111 •fx:503.203.8122•www.wdyi.com r3WDV IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Q ls ' Client: Ellis Eslick Associates P.C. Date: By: dep CMU Slender Wall- Grid N&3 at point load (ref. D/S4.1) pg 3/3 I14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 7233 PLF ' MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) CHECK, OK 9516 PLF 15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 1.62 FT-KIP/FT ' DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.22 IN SERVICIBILITY DEMAND MOMENT 1.64 FT-KIP/FT DEFLECTION 0.23 IN c MAXIMUM ALLOWABLE DEFLECTION2.13 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK(LOAD CASES 2 &3) CASE 2 CASE 3 STRENGTH MOMENT DEMAND 2.83 2.31 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 6.44 5.05 FT-KIP/FT p k. DEFLECTION 1.10 0.78 IN CHECK OK OK i r 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • h p .503.203.8111 •fx:503.203.8122•www.wdyi.com IJob Name:WDYAlberta Rider Elementary Job No: 03320 Sheet No: A 19 I Client: Ellis Eslick Associates P.C. Date: him/9i_ By: dep P/I4 7 2 41A /56. 1 /6 s>. 66) 6 Vg5t-T 01/51na 4- Pa F?. Roos DG ': 61/11i195X'&) -1- Y21)7PfF ZS,L j(B) _ .563 � X J2�6 = 4ii Pa_ ' k000r- 'LLl6�!�z -� rt [Z,Ys) ) = S 33 /b x Xs = 4-0a P&P 5.1414-- h'7 `o. M10 kr 0/14)2t17°)(13-/)= 3Z00 8 ,10T,24o = (26toi3O ,C 21,S')= .SGo�x x 12/6 = 4Z0 Oce I h = 30 / 4,,,--0X4u0X30)2= /-14 SG&14011441011.- of✓ vLLDw/N-- 4s. AZ 06 oehi 514,9 6At, -t.�mL . v �� S/P4 •/?/44-6/� e = (7.S4 *10 6J Z6ad) = 0,0093 (4X '.4- ) ' 061/Lw) - a 00 g 3 OIG USE 1 P SS>. 1011,osT44.-- t J(8) 6 722-4eL (4 ) &CAI S-4041) 1 1 I 1 1 1 6443Beaverton- Hillsdale SW Beaverton Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I QW D Y I Structural•Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Azo Client: Ellis Eslick Associates P.C. Date: /7,494 By: dep I CMU Slender Wall- Grid 7 at D&F (ref. 29A/S6.1) pg 1/3 I1. NOMINAL DESIGN LOADS DEAD 422 PLF I LIVE 400 PLF WIND . 15.00 PSF SFS P 4/1 SEISMIC 420.00 PSF I2. WALL PROPERTIES I NOMINAL WALL THICKNESS.(t) 16.00 IN WALL HEIGHT.(hw) 30.00 FT HEIGHT/THICKNESS RATIO.(hw/teff) 23.04 PARAPET HEIGHT.(hp) 0.00 FT THICKNESS OF FACE SHELL 1.25 IN 3. MATERIAL PROPERTIES CMU SPECIFIED COMPRESSIVE STRENGTH 2.60 KSI CMU MODULUS OF ELASTICITY 750 fm CMU MODULUS OF RUPTURE 2.50 Pm^1/2 REINFORCING SPECIFIED YIELD STRENGTH 60 KSI I I REINFORCING MODULUS OF ELASTICITY 29000 KSI 4. VERTICAL REINFORCING STEEL IA bar(in2) Spacing (in) AREA OF STEEL 0.44 4 1.32 INA2/FT CODE MINIMUM AREA OF STEEL(0.0007Ag) 0.13 INA2/FT OK reinforcing ratio p=As/bd = 0.0093 ok CODE MAXIMUM Pmax= •5*pb = 0.0093 �--- DISTANCE FROM CENTROID OF STEEL TO m0 IEXTREME COMPRESSION FIBER 11.88 IN 5. DISTANCE FROM VERTICAL LOAD POINT TO CL WALL 3.81 IN I I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • ph:503.203.8111 •fx:503.203.8122•www.wdyi.com OW0v II. Job Name: Alberta Rider Elementary Job No: 03320 Sheet No:472,/ Client: Ellis Eslick Associates P.C. t ' Dae: l2 /y Dec. By: dep CMU Slender Wall- Grid 7 at D&F (ref. 29A/S6.1) pg 2/3 6. MAXIMUM ALLOWABLE MID-HEIGHT DEFLECTION 0.007 h 7. PARTIALLY GROUTED WALLS 7.1: IS WALL PARTIALLY GROUTED? I (YES=1, NO=0) 0 SOLiP 61100r 7.2: IF PARTAILLY GROUTED, THEN C/C DISTANCE OF GROUTED CELLS? 'I IN I 8. DO YOU WANT TO INCLUDE AXIAL LOAD IN CRACKING MOMENT? (YES=1, NO=0) 1 ' 9. DO YOU WANT TO USE EFFECTIVE AREA OF STEEL IN CALCULATING DESIGN MOMENT CAPACITY? (YES=1, NO=0) 1 I10. PERCENTAGE OF LIVE LOAD TO BE USED TO CALCULATE CRACKING MOMENT? 0 I11. CAPACITY REDUCTION FACTORS (PHI FACTORS) DESIGN CRACKING MOMENT CAPACITY 1.00 ' DESIGN STRENGTH MOMENT CAPACITY 0.80 12. LOAD FACTORS ' DEAD LIVE WIND QUAKE RED.FAC CASE 1 1.0 1.0 1.0 0.7 1.0 CASE 2 UBC (12-4) 1.2 1.0 1.3 1.0 1.0 CASE 3 UBC (12-5) 0.9 0.0 1.3 1.0 1.0 I 13. CALCULATED RESULTS/SECTION PROPERTIES ' GROSS CROSS-SECTIONAL AREA OF THE WALL 188 IN"2/FT SELF WEIGHT OF THE WALL 160 PSF GROSS MOMENT OF INERTIA 3815 IN"4/FT GROSS SECTION MODULUS 488 INA3/FT DISTANCE OF NEUTRAL AXIS FROM EXTREME COMPRESSION FIBER 4.88 IN CRACKED MOMENT OF INERTIA 1466 IN"4/FT MODULUS OF ELASTICITY OF MASONRY 1950 KSI MODULUS OF RUPTURE OF MASONRY 127 PSI 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • � wDY IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Z 111Client: Ellis Eslick Associates P.C. Date: /7,� 1Q�- BY� dep CMU Slender Wall-Grid 7 at D&F (ref. 29A/S6.1) pg 3/3 1 14. MAXIMUM ALLOWABLE AXIAL LOAD CHECK(LOAD CASE 1 ONLY) DESIGN AXIAL LOAD 3222 PLF ' MAXIMUM ALLOWABLE AXIAL LOAD (0.04Agfm) CHECK 19500 PLF OK t15. SERVICIBILITY LIMIT STATE DEFLECTION CHECK(LOAD CASE 1 ONLY) DESIGN CRACKING MOMENT CAPACITY 5.80 FT-KIP/FT DEFLECTION CORRESPONDING TO DESIGN CRACKING MOMENT 0.13 IN SERVICIBILITY DEMAND MOMENT 34.35 FT-KIP/FT DEFLECTION 1.74 IN I MAXIMUM ALLOWABLE DEFLECTION 2.52 IN CHECK OK I16. STRENGTH LIMIT STATE DESIGN MOMENT CAPACITY CHECK (LOAD CASES 2&3) ' CASE 2 CASE 3 STRENGTH MOMENT DEMAND 48.19 47.84 FT-KIP/FT DESIGN STRENGTH MOMENT CAPACITY 57.07 56.34 FT-KIP/FT DEFLECTION 2.52 2.51 IN CHECK OK OK i 6443 Sw Beaverton-Hillsdale Hwy,suite 210•Portland,ortland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I EIWDYI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 73 Client: Ellis Eslick Associates P.C. Date: /Z l q 04- By: dep P/1-457'it,-- Z q b /56', / 14 "-Y-7-44 A„/(8) v,GvT I I /�aotr- OL =CV/1)1 1°s��2 CZ-2)( zs)(.Ze ) - /5, 4- k- A = 3 a 575cp- 427 mid - - = x.)41rJ' 'll- 490:,) 6,osf I Ge>,bioL ; z'. 5'-F4) goo pG�- Gig GcS O+- , Ot h„'y�- 1: -Rj = 63 9 .d 1153 WOszlrivG S720,I5 490S/6N> Corn 6)n.w) = b, 6c t 1.0 tis it /d �¢ w/ PlGos• z-1, 21 is,‘, / Lot,.. no/L. 6'L i.e � 5- • • Gif)0vL so iS Lrs', ri-iiWY ,dy 8 ' 24 inks-,0,,i_y • i 4 = /3, 3 3 — L d GroL Go,00s Adf/i74:r� ffrgravorc. ,B y Arsp < v. /P f Di.. = V.33 `117,,,rX 140 = _7 14- LI- -= LL = /1 = l D,a k MA3o,vr7 i9L = (77/05,X2 'J(13.73+zs)= S,b k GDO,L. Ot =68. 73_X6o)(/a3—') _ /7 8 k LL GZs ) = 37, Z 78 4- = 7�i k-49/24) S� /-(407,1'31‘.1-7' �/c3.n1 rz ) Z 9-� p 4 (ass, I-1 (/90 '6.�) )= 63/ psi OX._ i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com OWDY IJob Name: Alberta Rider Elementay(9. Job N0;7,19 03320 Zet No: A Client: Ellis Eslick Associates P.C. Date: 1 q�0,� dep CMU Pilaster Analysis ref. Detail 29b/56.I Special Inspection ? 1 Yes Load Factor= 1.33 (1)for LL, (1.33)for wind/seismic b= 16.0 in Pm = 2600 psi nominal depth = 24 in E'm = 750 x f m = 50 ksi actual depth = 23.625 in Fy= 60 ksi 1 r= 9.24 CMU Weight= 120 pcf cover= 3.38 in h wai, = 30 ft h parapet= 0 ft effective ht= 1.0 Moment stl. bar# 6 h' = 360 in quantity= 3 h',/r= 39.0 1 As = 1.33 int d = 19.88 in rho = 0.0042 k = 0.2959 n = 14.87 j = 0.9014 n *rho = 0.0622 2/jk = 7.50 Lateral Load = 399 plf Total M = 44920 ft-lb Applied Vertical Load = 25900 lb Self Wt mid ht= 4800 lb Total Vertical Load = 30700 ' f(b) = 639 psi f(a) = 81.22 psi F(b)= 1153 psi F(a)= 599.63 psi ' ok ok f(s) = 22.6 ksi F(s)= 31.9 ksi ok Combined = 0.555 + 0.135 = 0.69 < 1 ok I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I 171/ WDyl El=====.1.11111111111.1.111.11111.11.1.... 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 42,5--- Client: 2SClient: Ellis Eslick Associates P.C. Date: /Z /9 0,� By: dep 1 G044r49on, eh. To `YlQcofvn./ #6. Z (IS/56, 3 SM/him, 1-0 Ga,-►.C. I ,04,--(6-160,,,,,x596i soo iII,^ LL= 6-X 100 efols)= Zoo " I 1111 - �n 1 it i I so° ii-2soaV 4 = /000 'if (/`�/ Apt ., I I ---1" (4000 'X---V-'1) sX ��, )= IZSd,V2 = 625" f,bGNNIi i 79'�f I Ad. G1eL 74BLIL 2/-F V>aL4aw = l I"/14 ' ' -7-4/14.11- 2 l -i I -Arco,.,, z 1 q 10 rc ICom�on 6ZS's 17,50 4 i sin ss �a66 '` t 16100 44a 32.. -1- a 66 = o. 98 41, o ezt I «) 3/ ° X " m.-sh, SSI s °a-r/4 wAIL ens -ro MASON NN 26/x6.2. , 7154.4 I yW D )G=02')/60 as, ��l4',C140:-,4j(7)) = 1 q6o 4 I L = 175'0 'i 3710 'j V- 37/P/1 = 123-1 iVAA/cNN.. I � � 2� \ _ = (-1 7/o`'/l- �� J = 580 VA Nclic�, I5-908a o GoiN 1731 Z 3-� MD + z-- ala -t- o, 65 = D.9S Z1, 0 0J (3) '1� x59AnCN,4s Moo I -kiz, .moo /.1,5- . $ /, , z 900 i,,,•ll. I --1':: A-F7.--H-676) :--- 0.3 3 // ' Ok . . I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland OR 97221 • ph:503.203.8111 •fx.503.203.8122•www.wdyi.com I eWOY Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: AzG Client: Ellis Eslick Associates P.C. Date: I /z/q1�,t By: dep CO/eft/41W gm. --'7® /,,..0/vAy 2$ 56. 7-- I ( OAtr as-4.. Al- 4)4- atvd me, (R0/j K-6 l P2 P) P, (4 X60-tloa%s'./= 512,0 14 iv L,,II q) 1 ,) I 4 ► IPZ.-.(2,i s 'I J6o%6 9 = 2640 IL R IIZ= 5360 fL 4 BA.s42 o'V /0156,2, tit) ANCiii0 Aa. 7n i (6) .f(''56 I �s/ V 5280'/ ‘ 8R� ,oNct., III 1 1=(5-3eo ',re-- ! /481 h I 7_ = 8.90 4/040,, ICorn,B,�..v 1-t--° - 4 _ = a 4 -1 o, 97 = 0, 10 4 A, b Oil 19 1 goo I GAS �� 3/ '' Q ' I To ?o 00.141 27 ,, /5.4 Z. /ti AcTiv/fr�`SPAce AI LL = (2,5"_.(.. IooX&S) = 21zs ►3 e. y I SSL 16) 7 1, ,®, 1/4,1,5 ok - LSt --/,eon/ Agovis I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com DYI Job Name: Alberta Rider ElementaryJob No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: Z r 2 f!R� BY� dep GiG/,oniN�L Ar 51.7ci/L Lava/44- to OND/44- ' ytoAvoinr 574/44/4- a 44/ -yy !7L= CZ sX(,D 'fix,s'� C/Z xs jl6o,�(,Z.r 13� �d ' LL — GG. = 360o �/ Sirr»ro�. 9cs /0/S6 i — /ri.Ca(orrL �-o ��9 5� ��S I I5a15T 70 GOn.0, b.io(.l. 17/56,3 (ie r,z oa vl S) DL= .6111 oP>fr)I ` 1gZo r> _ )� LI-- (, pt,►) JZBo 9980 " I V 488 /9 = l2 20 aANciy 140 /Eeso,✓ .5700S : Velar =( it N,qi �/= 9,R 1` ( 3 0,‘. 1�1ti /pt i g„ = 12z 9 --3,z5") " q. (S'a c. 1 ca 14 0 Amo 1s aZ -f- 1 z z o _ a z6 z A0 (4) X5)/Aiv # s S'oU ' 13gom -tp Co . _ 13156-3 (AAT 051.0 or Maui w y /f0f10- C6a41,v; rn- = (j,X6a)(a ) +(5-'%6PX 51 Yg40 sa L[, = 40 /oa = 3÷60 Z/i i1 6400 '3 1i15.t (.3) XS 1/ ,o►,e>,bf �= 64w/3 = Z/33 1(6ft, 11 .9 = Ivo 2133 2O7o , z L J 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I DW D Y Structural •Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: A28 Client: Ellis Eslick Associates P.C. Date: /2 /9 p By: dep I ,eooF "ra /yl0laav/i 7 0- ro14 'Z3 ;Z9/5G.9 I / y v � } L ,= 6/ 17X 6J" 6'z- " ' LC 5-) 900 `ISS (fit)74x�'i J sl. gaoo 16CSIn�lcon 7a /0lS6.Z ) A1/GNol-f I Roos To mA.av/Z I Z 7 A/.c- 4- swam,. ?'o ►3/36.3 --'5 UPC L3) 74."/IT 41V61%n S I 27 15‘14 Nsr 1,15-00 I Roo ?D /1?pso/1/ /Z/ 7 raj l✓l Y 6 Z//SLS I Rte-8 PKC. /1-R6 /� 7-4,c 4,,)l v76 Pa la) 1 g 915,0 , = s y � � � � .s3 l z ' e = 3'i " I V'5911-/6 = 91 a 13'.:42 etfin,. I uy31� 1 (-81 z- I/4 /- 14s 3 a/z 7 Z l�"7 9Avt,.f qua .711 lai�iQi�r,� /9 00 -1190 - 0,5 l 4 0.31 = O, Sg c 1, 0 C46)% Xs 1Cithrex- 04 0/11 s6077ist9 davit- aL= (g)(► Pffr%/7.739= /011 11 1 1 e - 3f -0l4. s 7-= 1E313 )(SY14" 48 ok I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland OR 97 221 •ph:503.203.8111 •fx.503.203.8122•www.wdyi.com I in 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: 42,q Client: Ellis Eslick Associates P.C. Date: /2 20/d� By: dep P FASO IA Tals,r- Te3 /lamp 7 <a/S6, " 2 7044 5- 1J - ,OG= I117Pffr) -1- s164 ) - 8z6 ij II 1/1.- = LX Z q it) -- 7oa /5-7.-6 14 IV= /52-6 Vs, = 3 IYAA,04--- < 1 q/4 1g 69mdirve .) 73 f 45.3 II /G/6 133 O, 48 G,34 = O.7¢ l.a colt- -7-, sa.Yn 1 A7 6410 -3 2/56. 6 1 / /56.9 ? ZS6 1 I04-2-* (g 117 psp)(13.s')= /e36 ) II LL r- (2-5-- pir) = 7.700 4 q 53 6 h IV= 4c '/4... = 1134- "s ,volon- 1 e= 2 )) 7= (9536,2*la`s - yo7 /z_ _ 1.519- ,s/,�+•... U54 61) 'lx, "' GOn^t+i s l9/aa� 54 ', -60 = 0,4 0 4 ©. -3 = d,83 41, a AwGNpvS 1 I oLL,KG7lM-- -•o /47,054/71 12/sC.0 1 Se4-- 6 44 I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • h:503. p 203.8111 •fx:503.203.8122•www.wdyi.com El=3:1=1=1.11.......iimainiiimei IJ DYI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: 430 Client: Ellis Eslick Associates P.C. Date: /Z/z 4 By: dep 1 Roof- g4n, ?o /YI,MAO y i 3 k 6 I . 5007,u Sox DG= (Z' 'XI7P3AX/o,S') = S!7 7 ' LL = 2s) 761 3 ,t /1'790 '' n U= 1Z"90 6 = 7432, n4Ncww. 23 30 /�� k/ ��oregfl moo f/ l l t! &f Off) Ie- 2'z" --i`627.7aq-1:2-45v)- 200x4 1 479: ' I i# 1Ad21/- k-/- rTII 4154 e6) / 1/, 7iV 100-ari I SK o El ft0 WI� ?O ihas ivrlh I -rL = 63 1-74 .5-)64-')z 17 6 e ` 3'i I' 49- P6.5;r.1/o77w us,e._ (., ) 34 1,44/M45 I I 1-011-7- ro 41I452?vM 1,5-/s- ,c , zo ils6.6 5-- ...-.749,2_, A x ooF I = 63.11-1 psx) /5'J z 2040 n I 5nDlN = LZS) s 300a r&• _ 45"- 57014 I ! OL 4 SA/ow V.- 504-04/4- = 12-60 'j/,vGNan. E- Z=l 1-- (6-a-g0X 0/911= /2,0 Yz oo I6ornaiivii__, _ J2-6o 19 Oa _t_ Qd� O.66 4, O. 72_= D.g`��40 I + DLf EX - s tn. �g) 34 ��XS ,��Gti��j v Zo90 •/� = six 7=(ZZ20 40 12 )1Q°4 9�o/q-= 138a 'I �Aciti,,, 510 /380 Goiligin40 = I Ov f !960 = O.z 1 -} 0.V ` 0,4'14 )1 o Ok 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 171WDY Structural•Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Ail Client: Ellis Eslick Associates P.C. Date: /217,04,4 By: dep Ro0Y- eiN to max9"1 i9/5‘.6 s4>�.A /200,0 f TL= (4-1 1tifZs)(/o')= ago '3 ae eY vase4i4Ori,ry✓ gar 0) '4;0'4.7 ,pn/C)M,S cN4r,t i TO riesoivI 1 k carvvp y 24/56, , RF-�J , RE.-23 R,rocrow = s4oa V 3 Gc �9 s 975 l 3 3a d/S. ) g-� X5)'AnfG/ra,S I ft/AL 4/vGNO4o' ;/Z t 6�s‘. S g6X77�r>-- P) �- �2'Is 6pfik%9'�v'�= 6912 ,1/41' /12, ' h- e 0 c. /tiCa.e4,l Tv 4 ;6' "Ave ‘•-rt ' iSm ?a mos-",2 y AT GfI D 7 N 70 7 /54-G, 1m1 ' -- Z//SC. 7515-‘.2._ ©A_ oas tvo/i,,.- I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,and,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • eWDVI IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: A32, 1 Client: Ellis Eslick Associates P.C. Date: /'Zi2,�I/a4„. By: dep ' 86orn �o /�.tlso.�n y -715k1 (5-4-6,q A0-7 G/f ) .1o)fr 0/ yy 2.( l 7'X3517pt,A-) 4 631)7-kZs)(s'�= 4992 r3 ' ,B/16 ON) �; rhtlson4 y = q9qZ /(S17') = i afi <6426x26O6)= r7‘.0r; (OZ ' VL L5xcx 'z xo/7 i) GN4iv4' ._ 7 ///S"C. ■ C*A/M44- 50/Vd r /10G1!gyp .004, O/1/G V G./F/Lyf < /ate /s GJf r (2) 5,4;4 AwG/bn s I 1 I 1 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com IFl W D Y Structural • Civil Engineers ll Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: ,e,, - Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I?«,, 5g4141/41 i T I III i _ i 1 f i I f� -3 I I. R 3-3 2BZ1- �_ S_ ►•�' 1 �2a-i _ _ 44,—z I I ' — IL JL -1 Z tic,- z... - -4 I -1 m 51,4 m i ,�,�_,� , = -b-S te6-4 e.e- 4 K3- 4 R_D7 - — - i . �,i (2-3- l' ' -1-1 e_,,_ I n -lc-- - II --- rz -to r li i : a , '4 1 i li$-- - --e / I t li: -—--IL---O Aki r I >. 1 _ __Ili I - 1 _0 of-15 1 f I ��s-rS , 4 I • L3-Is 5-/$ , I SIO I nI. I I I -/7 1 iii i ,e4sci,4 i i 'c Lvs o S vot C........./-/,,, -- = ¢.S e1F R 5 Psi Sitf c i ;,,, Lai Acr 1 fK f.,ks c, = 3,-5- �s� �b- G .7; I P3 r i14 S,✓5� 7.- 11o' - l`q-F z, p PSie W OL = 9-�3.1') = I Z-.1-' D= /Ic I ,k.t Sc 5r M . De-rfr A:NO = 3,1 tC.-.--) - ✓G'/ fSfc Tr 7,4 L 1 c.-�--A L. Q 4-+el" C:>49 = 51-'45 =,1Z 1 I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 0 W D Y Structural • Civil Engineers ►.o/ I • Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: ,....,c-Z Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I Woos -iaroM1&.44 C_arr. II ' , ,I -r5 Irye,,, - I :. i5- - - °--- 1 Q I •• I ' . lei-) I o- - — — — =L =.�I. — r z_ fall • I— -- II, 1 3io. _ la3- Iz -Tr . IIII. ....ii .".. :.-- \ i 1 -- i 4 1_ Lv1 v- 1 , I L. R>3 I 3 1 o-;— \ ' ' 41 — ----' 1 i el\ 1 1------ -—I-- li .a, 1 ' -moi à1._ 1 ► �' .-Aulv.2. 1 1 m. lip- ‘• t ,D,. i_ , 1 .., „moso • III L 4111L I ll ' ..."„dr-L_____,_ --- 1�- - - - - r-- -- — — 4-2 -is - - -1 I I I I I �� b 1 ' I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I WD Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I .7-.. 1 0962 Pt- • is Fel 7g5G I - Oi,4 3 I O6 r=7 A n =- z , ay' i d/ (A--,S ,i Z 1t�,2 S = A3/- T=f,'S, - z IW7-• =- I 8(Do c.t= / -1-4:2 t 12:0-) \.,-),r -----1 I 37 5'z°$ _ ►z3 ,,u /ate -• 25 .,u �. ._ _ IE- : • w -4-X ,&z. I 2B- 3 r"'--) I l -- . 5/ 2 .4. ..s‹.1.7..) .1. 15 o I` 11 , / 030eix- 111 M4 1,z- - ' -SC l..L..) 1 2) x .. S SL 57, E = '5.10 ' 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 1 I !'I W DY Structural • Civil Engineers I Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: lap. - 4.. Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I k.„..)r. (7 I/ ..I. 1 / -x_r -.) A, ' ► ,S o f ue- Z5r1" - I S7z-5), j I - -5 W --=- 3 /?.., + 'Q�ZX'i-Z) - /5cJ = II IS (c.F r 1 28i 5'' _/ r54; ITr -5 A._. %' lel.-SE ; W ? 8-t-441 I R6 -6 w 1 Iw =6z_- � 4e �``/ -- 1z_,-Ft, t-� a / ..... 1.4-I- 1 &0 1 14— S ri4e,d z 24*61141 I t' s✓./Af `1 ic56 wtS,'35" S 57, (, = 5/ v 111 I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 0 W D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I ILc -►-x�.if1s� = 53c) Pz� Nit._ 5z'I S — 3S' .z= Z4- " 6 ;c C° 1, F 2 0.tv0 `- . 5) 4- ;50 - 635pcj- x ( 1 Ni 15 . � k s / - . s I u /0 A-35- '7 =6 J 5,0 f2-43 - v Lo ►.✓ f2✓cx /...i....\ / r,L sN�-v wK�e'c�h otic g,... /z/iY1�t Li = Z`t1� 77 -4-LS * 2.4 -h.7f = f/J • o At Il 4- I Z /OJ !"'irfr MfKFF 1 36,-(0. M 6��` 1og, 3 L -1 3 7 hist+. u1/4-5 6 w z1 x57 5= it r I . .= rr=to 4-lo ovcri-- 6 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I CnWDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I w = 7166 0) '-+ ) s, = - z 5,t'Cie- 1 f� 13, 9 1 331X5/4 1 S-/' = 'g'-/,fr,3 s s6, 6 _2" _.5/0 A 1140- W 7:: c4-0 4- _2 S 1 95`,0e--_ i ' J } r i 1 'tvt ' 4.S'!c-- Ste, I ,8Z l,K__. 0t�14x ZZ 1 Z9 .Z"-- ,9'y w _ t z-t- 3. ¢- -r1 i-- I 64, k c Jr_ 1 Ste — 61-rks I --tqlr 774,41¢ VASC; LA.) z (X4 I 3 I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com WDY Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 I By: JG I I -z- - ... :.,... /4:31 _- 3 � _ I p_.. -/ 5 H 1 H ize.9a - w 1L,j9J 9 L.,-) r<5 -1z>( ) + f I z 8 5..'4-- '(, 1 I 5 _ }-4,f lie �� t k 3 5 I I � I >-m) ,w -z.. Z"4 (I1 t Z5 +24,-,4- 75`) 4-1"4 74/49 = 2/a�a,f ZBIc 3 I Sr78 ' WT 7n.2 -"" • .-5- ; vyE,2- c.i- -�_ I I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com FlW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: le./C e Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I 1 I ._ ,,," z. A. Si4- rt, ill ) 4,.-_-_- I22,L, 4- mac_= w14-_e z7----- 5 z-9 .2--- l 9I s - ? Ii (------,56- 2 u..)1 v x44,„ I I.._ - 1S fir.._._ I _ t t II �`3,5 ,3` 5 _ > 2;4.1 I 1 u56-� HiQ )Lsz- S =_ 7-3 D `b t- w = e '(-1z.) f I D a 1- p c(--- `z, 1 ) 9 I f --1-'1- �' /44'i w `l" `.1.,.5 6. /./. 5/te-e - /�, j S _ z7 --- /g1� I ------.6743 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8 .wdyi.com I W D Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: ._ Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG X13 1 '7 _._._._._.___.. /W 111014I 174 w z(4-27) 4sd ,/ 3s i-f '' ,S_5 - r- 1 Ze-6.1,E (L23-17 I / I17a 9 1.,s6-5s,),..)' 4 k. __------.. 11 1 LHsstft44 1 t IW = 16_, S'64-47) 4 I a c34-c9 f te- _ -7 I ___ td I V1 d 05 eJ S = v z, z I 1 1 - 171 Je If = ZZoC/ O') = 72aA-6 I °„,..",, .` et-3, Z 1� 5 •=•••• I-�., " 10 I r e W ,6 sc- Z 35. f- T= 3 I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I in WD Y Structural • Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG 1. — se9e,) __ X36 t'l.F- I L_____ e : rte" 4,1,1 '3v<Vz.-<3c ap�.cr I ? _z ,z-4fdg Ls.w = to I-2 -' .33 r'i."-- f r f-' Z l i 5),_ I EYP. Ji/STt 36, -7- I - e,C z4 33ea leu 7 4„,.. ..,c /,feC,,, Lehi j 7. a z": z-4-1444, Al. 51/49,5-. g Q)/ ./c-, , ITc,T�� _ etot = 4 74 efi IL)._) .-z--- (.c1.,.-7-,.... 3 5 gi."/..#- t Vr we--r3 ,;k:J ,g e `-off' ,a =_ g 69 z. -f- /et>"cam = 43 S -e 4 42– T- = 16 Z.--/4/1-. (�( ..56 14)/4-"P 1 5 -79 � / 99 111 I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com El/ WDV Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I PGi`T 1 t !f� Li-)= 5&frt.) f C6.s ` r, ,,, e' . t. _" I 1 M = 1a'(c. c/ i : 5). '7/4, 11 '5a 57, 80 =-'514 g-J I T \W -,prig. ` .-\ -t- = -5j eye."--- , 1 f ! -1— I ,2...1 -15 I _ 864-2) *la'? t3‘ t t.....)2_= -(z ',.) LO,1,1 IN 94. i lk-- 5r '`7I0' "u p r �,, -_ x53 .5 3S i. z1 I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I OWDYI 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG I -4( ÷ 2-7` '/1- - t 3 , A. ! 18 f k__ 27 o yT_.-vv a"6.1 j k,...).5,0 .).;,-)-5-1-. e).--,) ae 14 Ig.) -/d 1 w I 6: 3 " L4 3 5...)/z„,,,, j ' . UP6x1 t ag i 'rsT,3 a. c�"-a`fid, C, 1 1 f ft, 4► I ► G 1 Pt - z5/=-CQ .X - 3,� t� I \,L-, = lL'� I S, 1 A --r P, i 7, „u \J--b e- ►, H 55 4- e. k IS = z . - /89 I I I I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I FlW D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: #64-, I S. Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG DeS/ 4-) -R�� . &Vr /-/pi{ ,'T _/ i/9.,i/ Gram, , ____ I 15 tai-°0 C� -( *z_ 5 SS� ,_ - 7 fiz- I Z Iz�S( 2z + 3� 1rt i pct. `;r q os) +-. ..e s� _ 7.5,E �f 1:[ = S- 1.114_� - -- \ dr—L- r 1 I = /�, bjg, 7sle- h1 , I__ I l i i7.-- 14 -- c; 'Ire- i*"-dete. - 4,e,-/z (01..„ Oma. I44u,tie k _ I fin.= 7I- $" �Z, /¢ t .d4S�Z, �/ e = -(i I SE 77 HSS `: c;.:�.r,> I ,.5-f.5 = _ 41 CI z)/4z(4e). =.. we Z. .. .., . _ -r N S 0-C .c . /5- Ste: z Ct)IG , CdN!�A 4€ 136-A.10i ill �?t (? Me/44-_, S 7Z A = t (it r= 3.07 T - /4 4=- /�-=.__ 21('-� ,a, tr. �1 r.___...„ 17. 3 .1,..�r ib = CEJ = psi I - 5, Z �5c b II s-e = s.Zi" 5 3�-f,5i = f. lI /, 3 3' 0 I -' c1Ia5e.evk3lecdt , j. 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 9 ph:503.203.8111 fx:513. i www.wdyi.com FlW D Y Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: gic Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG 1 '3 G� C-C—#4 S�65)z'eZ 577— ` 12.: "V 1+.',N/TE I 4-T4°,9;d2,7 r��L !-✓..,sus, . ' rJ 9,e/e-c. .," - 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph.503.203.8111 fx:503.203.8122 www.wdyi .com 1 nWDY Structural • Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: `Z�-15 1 Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG g-6) - I fi v P P I J - .P = 1a.7, I k � � t 1 S E Z- 4-,U /7,h. 1 \ .S,7-'t. -542)57 efre,42F.e.... ) 14//r/o L L - d- if.r._ 2rFle35& := g,i,t-/ -.7 . , it. i1T Gig- i I I I I I I I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com I IIW D Y I Structural • Civil Engineers Job Name: r1...&6r2-714 /2i5--fre. LE-„,/e7 7.-)V 4” Job No.: X33 Zd Sheet No: RF-/l., i Client: 6"Etl Date: --'4,By: iv zh P/40-14 I \\Ii-11- . yrs Zo Ca g3-Z3 �. .RJ- IZ I '1_ J - I L .,k) = 4c.4Z) # 4-C � = z'"-ii-,o'Lt r r s ' Z4" k -7.C1:7/z� QPM/ Z,n I Z' 1.,-,e- Jd/STS a, 5423."‘).‹.• 111 g — zc--) W =6i0+ Izx �) -f /._.1_59nAr 4. 5--= E.E1' 9 ..,7"--z:-•--- c,'.3,:-.n:7 /V — /V,'7 ) 6443 SW Beaverton-Hillsdale Hwy, suite 210•Portland, OR 97221 •ph: 503.203.8111 •fx:503.203.8122 •www.wdyi.com I 1171WDY Structural • Civil Engineers I Job Name: fite$E7Z.,TA 4; . gL6-0,4 ,v7""14 Job No.: 0.33 ZQ Sheet No: -/-7 1 Client: Date: f Z,JD¢- By: •••.-4- Ni4..g- ;1211 4 1 ) _- 14(G,5) + Sv = /oQvP1.,c gn 4 /k DS 1 ! LLS ! .,' I ! 1 : i ! j-S-F--- ;:;&%! .-.4T 7-=--; 4/4- , •=-." 1/14E4 , ; i - ) — - rte P F =a 9-(3 y_c,g = d3/S+-� 4 t._ , - - 5 , , w= 2S ,Pc,r SC-cP- '. I4 ,- z' ; t r`t% '1 / 3 ', 3 . 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Date: 3/04 By: JG I _ �� Z G� ro .St CK Ah, 1 /�,f/d�- 1,,.) s,(-66d, + 7.s /4%) #1100 !. 1 , , i. il , /z., ,-, , ,_ ,,, (.k_ s,.. __, z_. ,.?„,, . 1 ,,,,,. ....._ .78. 54,O4 35= z , Z 7= 1/8 i Fi3-3 I --- LL , .. = 35 fo_ 1.,.., = 2 v(76+ �c: # /oo = Z6.2vP _ I\ � l 53. 5.14. ZZ� T _= 6s J,,cr}- J 5= 7S. 7 _7/2 I �-6_� ww.x �Yl7f�¢ W c /S-Q.v7J,4-��o,t- 0co /e�Sd,� I , - 1L- zz' ' � Zd.3fc {, "YS6 c.c.,/0xSS S'= Z= 8 did 2r- f' I /z-/3 S Iw = &Cl6') -,-- ,aa) It ,oa - 19- 4.. - (.s.1 I 1 t,, _ r..- - 1 - 35.7 t'1-' 50-v----- K.s .A,3 i •� _ l O 6443 SW Beaverton-Hillsda- -5, .' 32 • ? • ,h:503.203.8111 fx:503.203.8122 www.wdyi.com I Fl W DV Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: /_—, Client: Ellis Eslick Associates P.C. Date: 3/04 By: JG h.� c so, w N Lc. 1 J 4-s6(.. ) +....5�/Q:7) f /4v.* 05 a 1—: ... IN' z� o rc../4 91c . ........... ?d, 5 k- 3 5 , z Cl, i.0 LC= W/crk Z� ill a- 31--3� ��► 4 3, z T /1 $ g_7 5-1-/4,2 ✓ ee 5T nr,Z w = 'i-.(,COV) + Civ 0 ) * 50 .= 1 Nk I 73/ z (14.- SO4-4-4V-- - 9 i 3 i. :zi S l A____\ l w r i so, 7k SSoa f' S = /1/ .T— //7 / _ fi I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com In W D Y Structural • Civil Engineers IJob Name: Alberta Rider Elementary Job No: 03320 Sheet No: .F- ...7 Client: Ellis Eslick Associates P.C. Date: 12/04 By: JG I ---\..._.\\\L 4 ......._... I FD - AT E---XLT Q-7,41 Y S 6744 a'5 0 're /0 ? /2 .7., /4 , se iYc.E l STS 1 igk SSG) P 1-zd -- tae- .L I S piic i /26c 56-;46„ = 3.5'a c, OSE 3 0.e .. Zgk a/ ______j r3 -3 e-svise-0 A - Ex,T tara0inf1 _______________________�. yfd� l L C Ze(/O0 +6 0) -'f, So _ cf.6 kuc I 1 r i ,,, 1 tt5- 0.-- 1 , 4 sr = ,tift �', , 5,2=3,u I Lc5 � t�1)x-3S_ �/ S = 57 i 5/D / I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com OW D Y Structural • Civil Engineers rJob Name: JC1GdHrore, Job No.: 073z-� Sheet No: 6F_Z IClient: Date: By lJtsfFt20,r.I' /�B' Gv�tY �oAoP- 2� ; �7f2s8 :2_41,1/2:0,4,../.04,../8.:; ' X28) 3.8 K pc. : 5, 6_k sNv�✓ �� Rz 12, �g � . � k R. --(8/ l3'> k _ 4.5,,,„,)- � 1 . .hoc,/lZaaw... it 1, $ DL -f- 2.S M�scif 9 � aC� Z.� Ii6 - 1,V 1.3t M,Cu — 2,I k 2.6 4 Stir✓ k I,g kDL -> 6-5__,r% - 2.6 t k I pt- � 2.6 5/•16v ...... .._..... r I 1O1. = 10.2 LL = 11,2 16,2. t, I A . I • I • I I 6443 SW Beaverton-Hillsdale Hwy, suite 210•Portland, OR 97221 •ph:503.203.8111 •fx: 503.203.8122 •www.wdyi.com I WDYI' !job Name: Alberta Rider Elementary Job No: 03320 Sheet No: QFC 3 I Client: Ellis Eslick Associates P.C. Date: q/zoo* By: dep L/ ii ,ii/04- 111 Bl24C 2 Fi?en>L Gila 1/ VII / I Vk= (o• 13x1/i)(138.1k)= 9. 1 k `I 1 /4, 11'. V` / I :r," \ 'T M -r - b- 1 L 23. 1MA N� B= 1 JLJ . T t I47.2:- 43.12 L62 Fm =42.2-1114-X �.Z 9= 11,5k 6..o,\,T,za,S 69.6 k 61.'6 01..-1- LL 4 E4. IPs =(8.91 v4'- L4 G ks; ) _ 4/3 _3 4 >< _-31.3 4.9 IOL -- Ir a. I5/oo. cicbt-7=c(0,-70-7_,(57/6/l'2/%i,-i) = 7 S ',,� ��' ` A I1:L.1:L. q t PSL =0, --7//6,c9= 28/ k Cl n I If 'L4.597- 14.► t�oot1n,G- s7TAL " (2.)A► �g� iL h = 30 - 1114 al- = Z6C/342i'-j /3')]( ,6' ) 4 34-oo = 1-3 )(- p„., ? )<P„. _ QC=s) (-2,1i- 13 )304') - = 16 k- 1 I I6443 SW Beaverton-Hillsdale Hw suite 210 Y, Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I OWDYI Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: /3c-5" Client: Ellis Eslick Associates P.C. Date: April 2004 By: dep IQ I7.11-7/04- FAINE 1-/ ANG/#ait, 601-is I Asn F0/246S : EQ vE,,r= i1,1+19.2+ il,"t- 41, 6 4" I i ve - 9,8 + PC. ' 11,5 + 154' 4-11, 1 - 3 8. 6 \ I �8 , I - Pc =(0.�t�(11.5) - /l, = - 1.4 '` 11 NQ ' Nc, --.. R c , I -I- R - I I,-7 + 19.1 -r 3 S.6 - 69,5" k e : 2, i) I -Y�y = - /1,� - M, 2 - I,4- :-32. 3 I4- e - q.5�� I RN- 9 ,8 + 5,9 - Iso k Y '',/ _ Cs- 1 0,44 .5. 9 KS, FT 26 -(/,8, 5.? - 15 -` 0 I z _ .3 _ I Ie _ ,32.3/6 - S, 4 kl i.,-1 Igig ' CS 4. k t 4.'z, )- 2 3 h."!� I I I I6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com I ri W D Y Structural •Civil Engineers Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: Client: Ellis Eslick Associates P.C. Date: 4/2,00 A' By: dep I I Footing Analysis: Frame H Applied Loads: Seismic Governs Footing Properties h load= 30.00 ft above top of pier ftg.width = 4 ft h = 33.33 ft above bot of ftg ftg. length = 44 ft I P dl= 26.00 kip(wall+roof) ftg depth = 2.• P II= 32.000 ki• (floor+snow) S(ftg)= 1290.7 ft^2 V total = 28.20 kip IM ot= 939.906 kip-ft pier width = 0.00 ft pier length = 44.00 ft , pier depth = 1.33 ft ' I pier above soil= 0 ft `-,� soil weight= 115 pcf 1 I foundation depth = 3.33 ft I '141 P ftg = 52.80 kip P pier= 0.00 kip I Soil Bearing allowable= 2000 P soil= 26.92 kip increase = 1.33 Foundation Total= 79.72 kip design = 2660 psf Dead+Live + Seismic .9 *Dead+7- Seismic I R total = 137.7 kip dI+II R total = 95.1 kip 0.9"(dI+II) Triangular Distribution Triangular Distribution P/A+M/S Controls ok Ie = 6.82ft e = 9.88ft 7.33 mid 3rd 7.33 mid 3rd length brg. = 45.53 ft length brg. = 36.36 ft Imax. soil= 1513 ok max. soil= 1308 ok Overturning Resistance Overturning Resistance IM of= 939.9 kip-ft M ot= 939.9 kip-ft DL Mr= 3029.8 kip-ft DL Mr= 2093.2 kip-ft I F.S. = 3.224 ok F.S. = 2.227 ok 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 IF sliding = 41 kip F sliding = 29 kip ADOT�L ►9, x Rt~cQ'>0 Sliding F.S. = 1.47 N.G. Sliding F.S. = 1.01 N.G SLA.$= SDPSF x0,3=I5pSF ITrapezoid Distribution Trapezoid Distribution 967 f+Z REe� P/A= 782 psf P/A= 541 psf 26 x 49 ' OK M/S = 728 kip-ft M/S = 728 kip-ftI Max. Brg. = 1511 psf Max. Brg. = 1269 psf Min. Brg. = 54 psf Min. Brg. = -188 psf 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com 1 ri W D Y Structural •Civil Engineers 1 Job Name: Alberta Rider Elementary Job No: 03320 Sheet No: F 227 Client: Ellis Eslick Associates P.C. Date: . lio p 4. By: de I P I Footing Analysis: Frame 2& 17 Applied Loads: Seismic Governs Footing Properties h load = 26.00 ft above top of pier ftg. width = 6 ft I h = 29.33 ft above bot of ftg ftg. length = 18 ft P dl= 24.00 kip (wall+roof) ftg depth = 2.00 ft P II = 22.400 kip (floor+snow) S(ftg)= 324.0 ft^2 V total= 13.00 kip I M of= 381.290 kip-ft pier width = 0.67 ft pier length = 18.00 ft pier depth = 1.33 ft I pier above soil = 0 ft soil weight= 115 pcf foundation depth = 3.33 ft IP ftg= 32.40 kip P pier= 2.40 kip I Soil Bearing allowable = 2000 P soil= 14.68 kip increase= 1.33 Foundation Total = 49.48 kip design = 2660 psf I Dead+Live + Seismic .9 *Dead+1- Seismic R total= 95.9 kip dl+ll R total= 66.1 kip 0.9*(dI+II) Triangular Distribution Triangular Distribution ok ok I e = 3.98 ft e= 5.77 ft 3.00 mid 3rd 3.00 mid 3rd length brg. = 15.07 ft length brg. = 9.70 ft I max. soil = 2121 ok max. soil = 2272 ok Overturning Resistance Overturning Resistance IM of= 381.3 kip-ft M of= 381.3 kip-ft DL Mr= 862.9 kip-ft DL Mr= 595.2 kip-ft I F.S. = 2.263 ok F.S.= 1.561 ok 1.0 required 1.0 required Sliding Resistance Sliding Resistance Friction u = 0.3 Friction u = 0.3 IF sliding = 29 kip F sliding = 20 kip Sliding F.S. = 2.21 ok Sliding F.S. = 1.53 ok I Trapezoid Distribution Trapezoid Distribution P/A= 888 psf P/A= 612 psf M/S = 1177 kip-ft M/S = 1177 kip-ft I Max. Brg. = 2065 psf Max. Brg. = 1789 psf Min. Brg. = -289 psf Min. Brg. _ -565 psf •I 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com