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OFFICE COPv & c).,C) I 72ND AVE APARTMENTS 11740 SW 721`11) AVE TIGARD, OR 97223 Structural Calculations REGFIVFD SINGLE-POST Carport JUL 17 2019 CITY OF"i I ARO BUILDING IJIVISIt)I'<I for Steelport LLC DESIGN LOADS: City of Tigard Approved Plans Roof Load = 27 psf (25 SL) ' ' Date2�Z-- ) Wind: 120 mph (Exposure B) Seismic: Ss = 1.0 Max Soil Bearing Pressure = 1500 psf IBC (2014) ASCE-7 (2010) y y r'f VREG3v� na„ 4PROV March 11,2019 b Job 4296 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd Rm 221 Portland, Oregon 97221 Phone:(503) 228-0426 ____ os £ —2$— Note: For 135 mph wind, see LOAD - 5. ffr) M o„ -----_ r W W MCC �� ,- At S.® iii a 0—1 4sr • - CO(-�22G3(.97)(I )(t0.00 o1 (o. cn co J _LU_ 2 1b.7Ps. 888 r N N 8'1,L'i) e- C_C. =" L 1 ( 6JUE-1`3) t-. Z _ _ can C 2k +14 -f- (0 ) till6r3is . r ? °I:-11�( 1 -`— s/k 7-- . l7 — . I8 I► z12-t137_ 7.-o.2Sr A s (7/0`2 5 )0-58 + CV2Y4! ) -=.- rp hew . 00,72. '. S S)( /. 4)(2.4 ) x tt 6- ( Li&) (o.c ,v ) 7 .70...„ci_-6,„..?„.., . 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Acc - ) 4- .Gc .moo-E-` 6' o A2sigv. �, 6wse 4 ( eb52 4;�b :4(8. w- ''''kfcs -9-r---"SfeTi 1/ 9381 \r sig , '. 6., OREGON ,/ � I I71f,f,v - i M -- (0122.5" ��__- l8 ;�- • 90 4,7 1: i ©f!d Q%�� I� v► vi l0 (,,g j c ) 1-109 '70$ ) AA t 40E. ( i i i)c 2] 3 g2 •p T 5,7 L - ' - 95-v '1 se5 c'O S •I = cxbW) 55 - -.613 3 11 R I 1 1) 4(1)041. W W W "Z (1 o ( 2( Xd e) = 5100 I N I §88 CO <2 9Z c./7.2c° (5g mmm i41,0 7140 qqss ) wo, L912 c'EX V) zL'J �'�els^ x m C mm CO CO(5)‹nri° (112 d,5-+ ) 311-1 5 J - Cf-vcl al);b219I cils I f 3i O3 - ,7._____01'164‘0: , \; '‘.\c,„....isLO, ' I E.– CI9 0.1- Q7 —/d._=-:.---__=_-_,.._---:-.---„-.--2 > = ( L's)X ) 71m (.1--rd 12'1 ---- -'?-"I' -r,-,0 Jri QZ-S1 :: (r14) ho •-j-3 b b"9 j — C2-12( 4)09-9>> — ( .55kA) do 58 "0 /9 Zvi -- ; r17 ' --7(J1/.11 = cl'401(_sE0(se^)())(0z.9(2szoo2 = 1, Z 9 /5£! ( )0 14- ,n , f 4 ,5-1)Z. = (0E2( bei)cs e 9c1_9'E 0 =-: viii SS+ 0 0 I S {��j p I i 0 0 Go co co co I mmmm -ted 1 1 f l 9'S'EJ = (To) çS1) .8" 1 L-g-�� �C �� J(�.�2ao � - m .`2/o ) 'a -d x. Nidi% 3V " Q / Ij i-coo co-ri CT1 us at1 S- � op Dem. :- use 21 &A. " x- s'A� `• 2s L / Z‘ Ps n / a ' 4 1p ei-1 ® 100Z so/0. /% e 4` 9- • _ C �-Z/z) ` � � 4�- < 25-o (ca A (SIS) _ ( 0Yro>'a) = 3z 4' 33 #7,I-4 rip,ient ia&tc,e-) = -32g < 3(3 ' r A® . `m Gv_ 2- . Featuring I I \ . incal lme For Twice the Life! ;' l Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of most zinc coatings. • I f . • f p" n 9" 2 UV ® Can is a 36'°panel engineered with long �'r side -�- _____>-1f I i spanning capabilities in mind. Its structural nature, A economical gauges and the buraTecIfnt coating system I 36'Net Coverage makes X Span the preferred panel for carports. O Long spanning capability and its design provides Gauge wt. i 5+ 1+ 5- l- superior load and span capacities,saving money in the — (lbs/ft=) -1 (inYft) (ievft) __(iO3/ft) (iwh) structural support system. 29- 0.72 0.1080 0.1117 0.0867 0.105: 26 0.95 - 0.1497 [ 0.1603 0.1279 0.148: �1 O Standard trim pieces'are availalbe and can be ordered by number. © 29 and 26 gauge panels available with the • • DuraTecbTMnt coating system or Zincalume®Plus for unpainted applications. AAEP SPAN www.aapspan.com Engineered Solutions in Metal Tacoma,WA 800-733-4955,253-383-4955 FAX 253-272-0791 Fontana,CA 800-272-2466,909-823-0401 FAX 909-823-2625 Dallas,TX 800-527-2503,214-827-1740 FAX 214-828-1394 A-3 an Allowable Load Obs/ft1- Gau;e S:an Condition 4 SPAN(ft.) 0 6 78 Mill 62 103 72 40 32 25 1E- 29 DS L/180_.__ 152 78 45 28 19 13 9 130 • 83 Mill 42 TS — 0180 130 83MAI 42 32 25 20 � —1- -.__- 162 104 Iffill 25. 20 L/180 162 104 53 40 - 32 26 22453. . 35 25 18 V180 219Maill 99. 73 56 • 44 . 35 26 DS 191 64 40 27 19 14 _ TS L/180 .191Ell 85 62 47 37 30 239- 153 106 78.` 47 37 30 11180 239 153 106 59 47 38 77 5.1 36 26 . • -••- - -.••••_______ . -- -- Alltt rable r ( . Set! in) _� Gail:e $• Condition Allowable Load(psf) - •Top values based on allowable stress.Botta 15 20 25., 30 35 13-7 11-4 • 1Q-2 40 values based on allowable deflection of 1/180 8$ 7-10 9-3 8-7 1/180.29 DS 11-9 73. 6-10 6-6 6-3 •Steel'conforms to ASTM A653(Galvanized) 70-2 9-1. 8-3 7-8 7-2-- ASTMA792(uncal ._-'TS. .. .. .11180 11-7 10-2 9-1 8:3_ 7-8 lune" 80,000psi f 13-2 7-2 minimum yield. 11-4 10-2 9-3 . 8-7-... ..g-0 1/180 10 8 9-8 'Tabulated values are for positrve loading onh SS 9-0 8-6 8-() 7-8 •Values are based on the American Iron Steel 15-5 13-4 11-11 1.0-11 - 10-1 9-5 • institute(AISI)'Cola!Fanned Steel Design U180 9-9 8-10 8-2 7-9 7-4 �[7S '14-3 12-4 7-0 Manua!"(1996 Edition). 26 L/180 11-0 10-1 •9-4" 8-9 TS ----f- 13-1 11-10 .11-0 10-1 94 15-11 13-10' 12-4 - 8-9 L/180 12-0 10-11 11-3 10-5 9_g • Specrkaoons subject to change without notice 10-2 9-7 -9-1 8-8 Loading Table Legend • f-Load limited by flexural bending stress L=Span Uxxx-Load limited by deflection SS • DS Single span Double span i..— --! t --1 TS Triple span ._ 4. { • AN• AEP . PA5l Engineered Solutions in Metal Zincalume is a registered trademark of BHP Steel()LA)Pty Ltd C ASC Profiles Inc. July 2002 Printed in USA Revision SM (PSI 87) g ...___ /.71"'"r'',. critit--r7210 el '-' :-:4-•-iiss, ---7 ----- Nit (41_ ---.- %•-• 'n%i...4' _=11 -4•_;.,.'f s4*-... 'T , : • ?-. , •-,.. • V Z Ls— 7. g (93 1.5 —),:i - 1 -- 4-3j 0 - 7-Z (SI / 0 0 Si I I f., n 14 .,„ -51 z=f. xr ''- ( !s.,1 7 ) '$•t SS - 3 pr _..,. 0 .0 E. = th' 4' "vii)---i8 't. = x5 <:"§-a------ ) .v.9 -h) Va F __,. 4 ` _ „SI;i j.__--- 1S Co • )Z, = or l ?s>1 17' 4 _ j- (,a5o12 ' Z) • w -0-57 =. (ria S 3L` 11� 1 J 2+Sb _ (2,1Z'8!)(LXL.Z) (515) i • (►b�-1--2 v) 1 LS-9b = CS/ b X )( °-I- WO -3-3Z ) .d..5'd L2) # e b = (2/ bpXbXt+ i4- ) c4-vit-2 ) H '17 ___J/___ ,Y I --- tao !`b a- 8i �' o b -) Tirton.1-1 roo7 1);14 v�'1�n� Id 110-1 ,S . 4-A7 lo- -Ii- 9 I _• rn , _ .71ti.,o.- / till ZEE SECTION Size PROPERTIES D B t 9 W r area weight Effective S per ft. Ix Sx I Leo , In. In. In. In. De . Z. Lb. 4 2 "Y 6.0 2.25 0.060 0.994 50.00 3116 0.720 2.460 4.0201 1.235 8.0 2.50 0.060 1.000 50.00 3/16 0.877 2.980 8.482 2.121 D 0.075 1.000 50.00 3/16 1.093 3.720 10.516 2.629 t 0.105 1.000 50.00 3/16 1.519 5.170 14.480 3.620 g N....if L 10.0 3.00 0.075 1.000 50.00 3/16 1.318 4.480 19.696 3.939 0.105 1.000 50.00 3/16 1.834 4.594 27.202 5.440 CEE SECTION Size PROPERTIES D B t 9 w r area weight Effective S per ft. Ix Sx I-B--I In. In. In. In. Deg. In. 2n. 4 2 =g 6.0 2.50 0.060 1.057 90.00 3/16 0.720 2.450 ' 3.904 1.209 ,3I`Qj a 8.0 2.50 0.060 1.000 90.00 3/16 0.864 2.940 8.195 2.049 D t 0.075 1.000 90.00 3/16 1.074 3.660 10.137 2.534 t9{ 0.105 1.000 90.00 3/16 1.489 5.070 13.895 �� R 10.0 3.00 0.075 ' 1.000 90.00 3/16 1.299 4.420 19.1 aWill 6 si 0.105 1.000 90.00 3116 1.804 6.140 26.318 .'7% 1 ® -�- .��_-_.\ 5st.s; X 23 s c ( 0. 5 � p 7 *,a--, ,e.- 5"' „ 4„. ' S,1,r- v` - , .-.x3"-".F-,' 1';'ki / Djj05-- am Cees Laiia te 61[:es B Part A Part B Part B Available Finish Weight Per LF '1 Gauges 4" ?_ 1/ " 2 1/?_" 12G, 14G,and Galvanized 12G=3.59 lbs. A 16G 14G=2.6 lbs. 16G=2.1 lbs. ii" 2-1/2" 2-1/2" 14G and 16G Galvanized 12G=4.53 lbs. 14G=3.28 lbs. 16G=2.65 lbs. 8" 2-1/2" 2-1/2" 12G, 14g and Galvanized 12G=5.33 lbs. 16G 14G=3.86 lbs. 16G=3.13 lbs. 10" 3" 3" 12G, 14g and Galvanized 12G=5.33 lbs. 16G 14G=3.86 lbs. 16G=3.13 lbs. 12" 3" 3" 12G and 14G Galvanized 12G=7.22 lbs. 14G=5.23 lbs. Sectional Properties Name Dep Widt th h Thk Lip Rad Area Wt. lxx gill Rxx lyy Syy Ryy j Cw Ro Xo in in in in in in2 lb/ft in4 in3 in in4 in3 in in4 in6 in in 6c16 6 2.5 0.06 0.81 0.1875 0.72 2.45 4.055 1.352 2.373 0.636 0.375 0.94 0.06008 5.28 3.23 -1.98 6c14 6 2.5 0.075 0.84 0.1875 0.9 3.06 5.031 1.677 2.354)0.793 1.471 0.939 0.0016 6.65 3.23 -1.98 9 6c12 6 2.5 0.105 0.92 0.1875 1.26 4.29 6.936 2.312 2.346 1.104 0.663 0.936 0.0046 49 3.22 -2 3 8c16 8 2.5 0.06 0.87 0.1875 0.847 2.88 8.035 2.009 3.079 0.721 0.403 0.922 0.0010 10.12 3.69 -1.8 8c14 8 2.5 0.075 0.91 0.1875 1.059 3.6 9.99 2.498 3.071 0.9 0.505 0.921 0.0919 12.72 3.68 -1.81 8c12 8 2.5 0.105 0.98 0.1875 1.483 5.05 13.833 3.458 3.054 1.253 0.711 0.919 0.0054 17.99 3.67 -1.82 10±16 10�`'-JJ 3-� 0.06 0.87 0.1875 1.028 3.5 15.158 3.032 3.841 1.193 0.54 1.078 0'0312 10± 24.86 4.48 -2.04 14 10 3 ? 0.075 0.91 0.1875 1.284 4.37 18.874 3.775 3.833 1.49 0.673 1.077 0.0024 31.22 4.48 -2,04 r .�. 1 10c12 10 3 0.105 0.98 0.1875 1.798 6.12 26.213 5.243 3.818 2.083 0.955 1.076 0.0065 44.1 4.47 -2.06 12c14 12 3 0.075 0.91 0.1875 1.434 4.88 29.15 4.858 4.508 1.569 0.688 1.046 0.0926 46.6 5 -1.88 12c12 12 3 0.105 0.98 0.1875 2.008 6.83 40.554 6.759 4.494 2.19 0.971 1.045 0.08073 65.68 4.99 -1.9 ja 4=- CQ 6- X12.)13.775 t - 30.4- k S i CO s , sP 6 V( 8 j_ges (44:434c giLkc,(11-1 : GO In w11.1 CC Cr a� cak4-i M 9557 C/1 J IA�LI. S 3.775 �vj LU ILI CO CO CO 9 x �V A turn OW- 3.77 ti �•?� (o" )676) s 'F = 36. 7 -- G,45 �. -30. 2 ps i 19 ( f f % ✓ ) b) UPIAPT W/o C0-0 CR, (IV) 6(G . 13, i4 ?cf. c)%1 _ .- 1. Z C� _• o.BS UI(9r'sr ) ` 03406 )(1 z) _ - 13.4-Z fcc U9 ( Re/E-) t3.4-2 .7 2 -- ,q 4 = -12. 2. ?S-c k2 1 (0 PLF Z - +455- t, tg. 455t, = !821 ; aG,er fzcc1 l 3X75), Z (iT) •,$t Pi"004) .75 _ g K-s< < 'at xtyLUN Au .ST- _9;40PROF62t GrzAcE 2.32-7 7 1.7y e frits, T ` V� Ro GOND r S f 40 sara.■ N _6 "�`�"'N y`6 Si �Nw/rRM_p_o_ i_a■■i■ NYar Ya �!l!��rWr■*Yrarraraw■■ ■■\aarna r a■au■a:aYYain„NI titin aUwu n aamananT ■Nr !:Y■ Unilt=M" #■rMrarr ■■ ! aa r aaaNaw a.w"� ■■i/ //■M■■!!Nltra /■iYr■NU■i//alii • ai ■!i■!!Ni■!1l ■a■#NY MO•a■YYw■r#aaU■N:UaU! 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Symmetrical About ap.Axis:l n`the>p aneoo the Web or Sections Fo = 2 F F ' r L' S.. t" Symntetrical;Channel;Shap�d Sections 3 a _ 5.4 7,' ECb l d I„ (Eq."4) For 1.8 71-2 EC L2< I- IL F, d 1.,„ c Fb•= 0.6 0ECb- d I9, io L2 Syocest it 4 . S r 6(24/ „ 10 c-) kind("Fr (#J7 rici--)TiGeuciz_.: coca -ii CC Cr 41 r vpuc 24-74. UJ o N into L7.. 1 I I ! ..mill1aill.m.... f°' .1, 411111UPPP"'--- LLI 888 7izi-z N N 2tie - 2228 � l',1 A 41 est MQx =- 2s2 3 --� �b = 2.2 (4. o) t 0 .b G. 10 .3 ell C � 14- �a _ (2((-) -3:71 S. (i.4-)Ccn)(:7 s) ---. (2q. 6 ----- Co -L-- _,_____Le7,S ,s. 1 t, ° rr , — « 21 "- r e 14. -. --..� O PRO It$ 4 OREGON 1 a s \ `(1)*'22 W-' { ,.-� `t"L 9- -- 1 5 IP I JUN 2 2 2015 GP --t O t'1 BR -c-E DET ;►L.. 4_ _._ 7. _ _ _ ____. _ ____. ______ _ _ ____ ___.6 —4. [.: q ...—* • #12 Utz. ej j5c z.eJ a i0C-14-au I S Z I ice. . 1 t , 1 II,i ! . \._., 412. Se2-El.4 . 1 it"1 ir3/8t, t; ,if •,r 1---- 3/g } r'— 13/8 ai t It If / °Z. 14,bt I 13gAcE , Ws". x 31-411 x 12. ls- M1�T��;l i Folcip .•moi f1.:-•.—‘-;\3.7:—\ s. g, '(tgf'7' a'' r7 •,4 IE{PIR --1- 4., .)yl to - res"- GtLOSS - C EA JAS a) sJOik) < 5 7 L W W tut x = 4-15f'7 ktb C d 51 1 : 5+ t Vi I T dr6.3 4.4- 4F n,--/bot-t- = t?o M rX� ( 51 ) -- 2 ! , SoL7: g :7_ rz)(-5--,te t..._ (0 49 1:-Vi.? -- --7-. Z7 iksi 10 Iiii:01 t £1ST. OOV F ' it. 3 x to x tZ tom-, toy") �•.,,,,,,,c.“,,..„ 1-11--L 1 I $ r-------k �`; OREPON _... ' ! ,‘ , , i' .,i`ii4 640 ` • Gs1 ( A _ sic —ros.E 14.11, cP- 13 12°S-c- DEA M Co 1.3 kJ ECS,o : (1.-K s a,s-�.- k-j2 cP AL i____ ` MoDe.L V = 23o 1 -+ I24-5 3554.4 I/ . M = .(z o q — (Vi-5)(51,,5") ; 4PLIL6, PI '� e.:3-- /?o (4- T s Ti V ÷ --cit INV 89 el fr €\/-- :-....- - =_ 9 g `4s° 'V '7- R s !± i 7130C- 689 ' - f v ✓ Break - i+A- U( ; Q L 0Y:-w) - _ . t 1/ = gkq -t- 214-7 = "3035T- 3718Ayri kgy�M 60 '7 - tto Pio , . . 1 -(Miss 0:".1-'„.. 38.1 's' \ z \ OREGON sem. ! . , 41'22 ' ,�,fl COV ` / --1.- 03k ..., NO9 iO 1 it ri" .s ptid e von 476-611'- x -6-1 *b. / b9 =7 , - _frios / oe17-17 -:-.- zz:z. / (irszos) 91)/) :7" CI S V el-Any-,i) Id -z- c9 i:7) E-- ±10 0 43' ‘)-12,/--..) Ss ALZ•I – — _ - çrJi - -oq s.1a4sVri ) -� 4s �� `vos s 11,549 1 tri -+37 li t‘G) . • I N i-. ro S of ' � •=-- - -- 7_____1 , o m m ' 1 o QL) 09 /-* g , LS = xQIN 1- 5-4 .5 9 =- )1 . ' C't"1--1-3 Nr100 121 - 3 Table IV— 6b Bolts Bearing on Connected Members 2.22 Fu = 65 ksi =Seee Table Nominal Bearing Strength of a 1 in. thick section, P'n, kips/in. 1,1 if ;4'', D f� rr ,t7ai1t j0iiIC e 3... R 1 -___ -.-. 4 "'` .� . °",rte r"�_ " ..a<' J w x311 dyr_..+ * .{ .rt'.".,�..,.,-4 nT , ii'-'---1.--? ,.. 0 P.. A t :i�Jv {?+s o } 1• ` lak S 1 r f?- � y rr ''''-- -,r--. y ,. $ j 4rwp�� r`! � 4 "`....,,.-:4.41,- } . t, ` , -- 3, �4'`7c` � r %• .„,..,..,,=.,...,-:. 5 5 d1.x`w r.,.q t ...'...-57-d-,,,,,,,,.,,,,.. $`'J=aT #, ..0't35 I 43 S* 'i :0 sn 9'Z+ 4 10 - M -aO f$ •-.-1` -a. 4th ...!,_„:-'f e ..rrte�t•... -_-,,,!--„,.-4,-,?, _I c„, �r� S`,7.,,-„gitva-.11W.; '1'a ter. �'' `"� : c�G.�v a..t"44'"t ;rte„= � a Ot1�- S( $" B { 7�'11::'::: .:-.4.1 i+'� � ",--T.,-.4 4 �a ,." a+etv,.. ""�r�„e I' . .' .fes"c -� �,rR c �yt� "Ett�tl�j A :. Nor T`"H6o. icet,� 1.t7;04:-,4,1943*. -' tin . 6"ii. �'#+' , ,..a "v i a�t E`. 'y"'"` �,}fi a;_ V'i' � 13'f;F'i�c'�^! 2Z„`72 4: --,—,-...-.„ -..47.,*--. '�-a„-,«' ai ku�,! „4,40.0. 1 ,;,..1,.:12_, r '�4 ^��' ?"k eF, � y- t ^ ,19 4 1I Q i. /'�[� 6 (fit %t° ' V- f y.,y,( ' 1•f ! 7.. . ` #lJ V f: ' ..'r V J-.,h7 ik..: F p'll..k .aF.:./ 0 4 ,°L'. '�.'a�"s gr�g�� ^�` r• Fr 1 I t _ '4'.4:7_ _ � Py. $ "Sii�..FF��,...-4.-.'..;-, 'y r Ts�ta'� ate.� ' '.. '`$' .‘,. ...47=`� r,q.''''',1-;.t,'-'4'.e-S ,r,' 'l (y.1...'I[1 iaGA� '`-€ .e•+wC.' r te' . '.. �` ~ . . rG'p'� \f§kat$c t / 71g i Ai t ' f:�4r - � wik- d k �1 y f 1{` 4.ars (ppy�' 1„-IT, ttrri� p kt, a.a.S .?•,ar~ :i:`*:f.,.s-ir.„ . ri; ... 3 ".. -.. �. ' ..'7-per _ cit a�� ,A.,-..,,k' .i .=a Note: Design Strengths are: ASD: P'n x t/ 12 LRFD: +P',x t where t=material thickness in inches 6ritt 4 e_— F F4 A607-92a I This specification covers high—strength, Sheet Class5 I low—alloy columbium, or vanadium hot— and 45 60 Hot—Rolled 23 1.33 rolled sheet and strip,or cold—rolled sheet, Strip 50 50 Cold—Rolled 22 ,or combinations thereof, in either cut -- 65 Hot-Hot—Rolled 2 1.30 :lengths or coils, intended for applications 55 55 70 Hot—Rolled 80 where greater strength and savings in Hot—Rolled 18 1.27 weight are important.The material is avail- Cold—Rolled 18 able as two classes. They are similar in 60 60 75 Hot—Rolled 16 1.25 strength level except that Class 2 offers im- Cold—Rolled 16 proved weldability and more formability 65 65 80 Hot—Rolled 14 1.23 than Class 1. Atmospheric corrosion rests- Cold—Rolled 15 tante of these steels is equivalent to plain 70 70 85 Hot—Rolled 12 1.21 carbon steels. With copper specified, the Cold—Rolled 14 atmospheric corrosion resistance is twice Cl4ss 2 that of plain carbon steel. Class r material 45 45 55 Hot—Rolled 23 1.22 was previously A607 without a class desig- 50 Cold—Rolled 22 nation. SO 60 Hot—Rolled 20 1.20 ! Cold—Rolled 20 5511131 65 Hot—Rolled 18 1.18 60 Cold—Rolled 18 60 70 Hot—Rolled 16 1.17 1.15 L14 Cold—Rolled 16 65 65 75 Hot—Rolled 14 Cold—Rolled I5 70 70 80 Hot—Rolled 12 Cold—Rolled 14 cp - 171 rt-Aki ®a-'car i t1 : C$ M ?a - Got,(JAI kJ I I 10t, IVtOtt 1Ifs v ql i JT ___T___:,=:______ 1111111 .4._ T.- -1 I _,: _ --GoLVM s,! J _ :i i r I 0 )3l$"t1 4 (2)3/4.t1 X— g 'M ! BouTS tours (A307) (A307) 7 Pi kJ C I Ott : .VopR®r '< J3$1 . ,ter' \ \ OREGON,..i. 22.- , &r—— 16 ceos s , 81'4c : t,JASt 412.5 3"x foerf E.Saet. 13611+SiOE3 FYPi tpd.- (2 gage � p,k.ix . i If uJ Ii �� 11 IJ l� 0 ,, I Z." ...... _ ...._ _7._ _ 11: .1- . I .....".1I { 1 (4)3I4."4) A301 60LT5 AS S"i-h,LrIJ. 1I POU13tE-GE-e y ,.-r COLvr r4 . 1 " I xt on x ,1 \,), I • • 1 I 1 02. 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C P Will ) STI32r2S z s CS, jra6,,d -9.-A'V 27.5. ---(WV:2'g -I-t ) .13,- 9 II Q — 31-5U Cevvzi° 4J h -, .1 ___ — _ __ _.----__ _ _ _ __ 1 _,/ !__ t 1: - Yid_' _ . _ ..' : 1 * sss, ..; -' _ t IN _ („60).) ./ s, s 9,,QI lJ Zt +t it 1 /# ' -"b) .'° (9)P- \A-.S �S o+.0r2s/ LI..L' 11 fir ? -bjr _ ,jg/�J i� V (9) ti- 14 Z-÷, = ?� �= N.P'cY, i'vVai ' —QL— y,, I 1 OZ-d2 (bo--L)-9) F 6%. .. 0-N09380-1,\t_ :t3:,\•?_•,? Aito\-‘-ke-cc-71 6-5:-Aj) ‘-,1-ioii-criiiti „,--___,Ice_e_.---- 21- t=i,______,4 ______i ------ „1-,- . ______( 7,-d� 4 �- - _- - ...a a5) 110i — 4- ... vt?,/iL ,./1 ••4 67541 0 Wei (V) 15'4 b•b = 1_.... _ 9 1( 9o•1) - ( 5z9i7X J Z) y ii -,} 3J - —40 clsV (# Lzs i) s('13 z?5 Z!# (*) --) /1 # .biL-b • 115z9$ 1 ( 11.5012 oS-1 J01A, 'V9 zl + C, 4_ -4- -. It_'v£`J i 11.5L3. I 1 # f I4-24Ie 1 sl � i `� -! — (6-0-01) 6? 2i $EE1-M-70-E W cAosiuEc.-fito, 3 : CLAP P An16(..E- 7-12 (o.(05' ) }} 41 SO,F—" PPI 4 - Sc-R-61^-15 sus. .mmt• mtm.* • =c1t.t 4--. STEL. 41I " 43/4x1 3/4,u 1®lt } t 9361 - _ • • OREGON - L\\"(GlYa �� ;f ► \<.:17(44---14 �f i AL rasG A LVM . FOIZAA u 3 . ( STeaLb 3 P 8" /� - r .ros • XZit , 50 _ 10.9 0 Ks e., • (5.21p.6.00(.4-3 (4-51:6i) ---� r < (1.23 00 �/2<< ''° ,, :....:/y7S ,� (, 12. 1A . — 0,410 b IC- (2R, coo) g et (9 E r _ „ _ (0 . 2. -7 ct I. e trc.viX(.cstii.liy- ( 4-y8)1 � " - *o PROP , • - X918 t , _.. -OREGON . f i 1 _ Q-Yc) 395 -4- 74%;334i,), 1 ,�cl",,TIy'')? f ---6-2 .1_... =- -b q — (3917C - cpu) e)() it a / ( bt-2) 0 _ e 1 - s'4 17.0) - - (-2,-)--)(5g e)(z.L 0)) (5,5fg..L) cm ('r/os,) 73-11 zco) = : (5zzic14) .Ed''- (q r z -3w4jIj T1 Ff _.: � ! 'TA' 3 L), ` d : kH-- -15 (ii I e0 ,r-os, )090b o (S a-x) ittov �Q ) Woels-x -7/42is r a Ma 1/S i-i). R rt 1 7 Ob.g a „SbLb _ • Wei (% 14w) J.d a251m GP -ZC0 DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 443 LBS. (1520 el" Jr' O ) HEIGHT = 26. 3 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 3 FT. POLE/FOOTING IS NON-CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 5 FT. <---/ CorrfYt4 . DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING .� FORCE = 590 LBS . HEIGHT = 9.5 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 3 FT. POLE/FOOTING IS NON-CONSTRAINED AT GRADE_._ MINIMUM DEPTH INTO GRADE REQUIRED r� 4 25 FT. FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 3322 LBS. MINIMUM WEIGHT = 4983 LBS. DIAMETER OF FOOTING = 3 FT. MINIMUM FOOTING DEPTH3.25 FT. ANGLE-OFF-VERTICAL = 1111 • REES WEIGHT OF CONCRETE = 3445. 932 LBS. WEIGHT OF SOIL (CONE) = 1720 . 85 LBS. +titit 0` !. DENSITY, CONCRETE = 150 PCFX51# �,1hj DENSITY, SOIL = 100 PCF i ' X381�� � 'i ORES '.*1.(14-2,2,‘9,>"/ � '19 " c®a-r 4 .E.5(6 KI, ( t3 5 11 c 14 c p- 26 DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 745 LBS. 4- (gypAI> _ 5 HEIGHT = 9 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 3 FT. POLE/FOOTING IS NON-CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED - 4.5 FT DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 559 LBS. HEIGHT = 22 . 7 PT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 3 FT. v. POLE/FOOTING IS NON-CONSTRAINED AT GRRAD�E— _ MINIMUM DEPTH INTO GRADE REQUIRED 5.25 : ;) (°-..._____--- Cor(t(ZAS.. FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 4383 LBS. MINIMUM WEIGHT = 6574 .5 LBS . DIAMETER OF FOOTING = 3 FT. MINIMUM FOOTING DEPTH - 4 FT. ANGLE-OFF-VERTICAL = 15 DEGREES. S. WEIGHT OF CONCRETE = 4241.147 LBS. WEIGHT OF SOIL (CONE) = 2742 . 064 LBS. y DENSITY,CONCRETE = 150 PCF j r U : _ DENSITY, SOIL = 100 PCF /"., ` �G! � '( ,Q7./ $381 0.- '2_ -2 -\\)4,7:1j-ii 49-Z1 CP Sirs- le Poste 6_(7 off 0) _Z.,-r t7ovB t2 `(CSE I' WeL,0 0 Gf)LvM&i NSA ?& Y2 1:13 1 , i Hot-e, Do iqtrr 1 i 1,p-o re,,m '.' _ + . ///I/ N i I cor r • . 1 � a r !1 ll + ` r� irLL-d-+ x 18 ___ 4 -1111111 ' • E1 I T et„ ' • , ` cottiM . + AS` tA30" - 1 _ . 1 _ I r I ' N• d r ) I .. r I . 1. l 7; • . tr+yy. 'i -am- -- (151t _. lock ./.?„,... .A, � �co- GlN 36 11 ki/Vpct 2 (Df • .) _ . u, OREGON ril (1)122.'+',.--' .. Ni_/Cock./ .. � 16-(7,0,1 G$ -272 13� '4����t `( I !e. osMPS ,E3 I . t AUS . 1 1 1 IIitotz, Do i\i0r _ / r I • e v% 0 t t I 1 r " r I I r t' 573 4, x 18 ., _ • A- - - G4-- ------,...----- 1� / I I \_C,,t:„_/—i)Ai i.,1. . 1 . 1 . _ _ 1 rN. A A301 _ 1 - r a 1_ - _ I r / •I I ♦ j I r ' ♦ I ! I .: • I t ii - a I a • 117-/ l -- N r' 1 . '► 4;b1--- __ . ... .s._ . . _ •9381 3611 -4 eA-c-1-4 � OREGON� Cv• ) ( � -r-G1j, sin- (c- ('os-& 6-17-o • 41)- .2.6 rto (6-13 J JLZ75- S Oki + .75- (0 0,1 l 0 P = 74'39 . 67s �Y = (r4o)C� ) — 26.o 1.4-o Q = o, 63 (See- (..Co - er ) t QY = x63 )(55K-si) - 3¢.fpksi I (2. f r - q 7 (See, co t.- 4-) 7 2,34 " PQ = ( 3.2_ lc.s i 22-% Ss Creel uud) 17- I.C14, t►3 (Cot, 12 ) f 23 (s�t-j,� )2. - Is. 8 �s� (. pig i RS ... Flo . 6 E = 33 s; - , 7-, D �c { , 0 6 I )(33) _:._... _ G Jtc.- Yost__ _____ 16 -(-7_a 1 c r_ 2.9 OT ER_ Goll Fl 60 RAATI 0 0 S 2 I 3 -cAR 2-CAR 11L L V a -44 �\ t e00 a U.P, q l I S RtQ`O. 1'O Braces . --r; ` — —;T — ..3(.— __________+- —I — --.... L. , 1 --d, ,... . . . ` ! ch_...___ j, ,,,:__ C (8' i 18 ,... ___., r 1 5 _G � .. gRAcEs t8 ISS t8� TT- -Tr' - r$► Tr- _IL _ II _LI 1 I ,, ri .._ 1 .K__ _ I d1'Gant, (3rtee3 ( 18 i 0.A ui:r li - CSR c, PO eT 42_45? co ,,f p c N., 0.,. 6p:30 Lilo TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd. Rm 221 PORTLAND OREGON 97221 (503) 228-0426 STEELPORT CARPORT: MATERIAL NOTES 1. Materials: Concrete 2500 psi at 28 days Slump (ftg) 3"to 5" Portland Cement C-150 5-1/2 sacks per cubic yard Aggregates per C-33 3/4" maximum aggregate size Water per C-94 Concrete Temperature 50-90 F Air Entrained 5-7% Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. Steel ASTM A653 or A792 Fy = 80 ksi (Roof Panels) ASTM A607 Grade 55 (Beams) ASTM A500 Grade B Fy= 46 ksi (Tubes) 2. All footings to be founded on firm, original subgrade. 3. Typical Concrete Footings: 36" diameter x 5'-0" deep (augered...do NOT form) 4. Connect X-Span roof deck to each beam w/#12 self-tapping screws at 9" o/c. «:fit F- < ft <<, -•,c?‘4 9381 •.r 34.60kAper, bi. a-30 A (35 N CA TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd. Rm 221 PORTLAND OREGON 97221 (503) 228-0426 STEELPORT CARPORT: MATERIAL NOTES 1. Materials: Concrete 2500 psi at 28 days Slump (ftg) 3° to 5" Portland Cement C-150 5-1/2 sacks per cubic yard Aggregates per C-33 3/4" maximum aggregate size Water per C-94 Concrete Temperature 50-90 F Air Entrained 5-7% Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. Steel ASTM A653 or A792 Fy = 80 ksi (Roof Panels) ASTM A607 Grade 55 (Beams) ASTM A500 Grade B Fy = 46 ksi (Tubes) 2. All footings to be founded on firm, original subgrade. 3. Typical Concrete Footings: 36" diameter x 5:3" deep (augered...do NOT form) 4. Connect X-Span roof deck to each beam w/#12 self-tapping screws at 9" o/c. PRO f,�1 �OIiV• � p� . (� 'l �' 9381 It' App 22>t�'��. \ CIpV G . L Stp I & 12_0_1 ( 6. , -31 G GK cis w/o Com"rt L-€.\/102, .. /!131/ I W CO �/ / Ibi _I 1111 1.1.1 ( . (!S ti. S76-1 I I 1es ���� CLU UJ 11J x 3. 75 t;, -� (�.3 Ks; g§ f : 1 1r .c€A . it/t(D. _ 6.?Aik) : L = lob a t) GI) Y _ -71./1 !_30 (t1-.3s 1- 7.55 1- (7,26 -- (G, 38)0 V f 008�t 3.775' gam �, (L3)06)6745) N * is F �9.5-Is r I .7.7 (8 ,1 0 kt Aid l2?84bract 'Ai 0 Nc.� D —VA4 E0ouGf{ `t KuG roh. : 4,,,),,c0-‘4,,,„ 4‘.GIM 2.25 fL ZZs 2.25 . �, ` ' 3� OREGON ! IZ7$ �, � /4-c.'111-4\4� b y f lamao i 1 b e ) 2o. vvsy-o ciw .notu1 re) -40 {� 15 .43 SZ'Q/ (LL) 15 x '01 =- 9j' -- S EZg a row W J - 9S -Q r � n (1)2, Y -flap bsb rrr + 11 = 9 '7 '-- gig encocot 71...Sa2 x — tp 193%.44,7 II CDC f��l) % .-Ar?na( NAvt 3IN 019?S9s s is '71 7 - d0 1 ))-0 09 I mo' ,ti • 4-1. (6. s p h (75 Cot- C�'U 6oS( Gat CJE gyp-- COLO -1ntz-J-t ec4 12,2 _ ?5/8" lit— '»w 111 ,comm IWWW � W WW XOCS -_____ . 17 K W1r F ` IA/ ` 17g C 0 r-a aE I u$ (o k 3/( (coy-Kg-4- 3 " �� wt. - 4-. 42 P % .ems _ _I \j �__ 0. ✓ 7 V • f 19ILC( C (ip) — / a Are4c. " /. 291 tv, t ( ive.k) err- /. Z5q co') 1 r k . i r .o7cu mt. c co r ei..) ,___ . 1 zi �. `t . ($7s •07sA 0. 0221 t ��: i'feet.= , D22S' t; 3 (500A—gag �.i, u{�!{rah i 9381 \ G f OREGON fj—_ ` etz_ fi • S 6 2b ( , COL—z C G(e_._ APPIz-0 4c Nt► s-z- ss-Ex a k :'c d ! SSG'(`7, fl -- :2C Ianinu III itotbco lW 1 !LLI MI 111 COCOA s$$ Area_ (s ss = 0.2841-)(2) 2 M ••••••-. . ~Z 9 9 ••-• .<"••••••••• terket,de. _ 2 I (e-C-4-J = (/3.S z Z)J I W 0 0 - "7. GS Ii. - xi AI *3 a tc 4 : .cam cl-76 _ I1 Z�57 -- 3• S k51 3 Ullbz/Qgced : .0 = 2_9. i s1 ) I -C� 0 Ks ) (.4.4.91 1 1 \ I 6a- (uV1b ,t-E- LAR) s.33� 2. 1 -� � /z.s7 ,wZ l K�cI 18,3 �s? E �•(4- l.. 1 Ir'l a x I 1 — Ft I \DUCT _h 00-f-e : (0/(Lii) 0a0L-y ; -7. 2. 3 led d'cost,":„‘GIN -4:\if { / 9381 , r" OREGON 1, t (44/22,-W\ ! - i d� c s r 6,(z6 (b Cob — 3 II coQ� R- ( gti4t) 3ltlol( _ . 1S?5. to to IT. 1 I I r = ..f., +-h__ = D, 22-G1/ (AL .-_-.. .167g+t -_-. =z= o, 23" g iCO g It = (. 57 r _ O. 3,53 ;; t (Oft-gle--) __ ii 42 N co W cec-r•o6 Pf p -mac E_s ( 6!rte ss')( 51-roi. L5) o o y YZ io (611— (*26 z 14153, dr.ri.‘3 iel'3.1 t — a- nay,65 - 4j (8)6353) 2.82 . et,s -7 66.5 -- (-Cciti) t 0 .15 a n•ro ---� (91 — . 3)(4� q d e 2.5R i, 4.4of 50.2. -- c 360. 7-9 i ts G b x 0.O7W (°t) 0. a I. -.---- 27. b `t. d, . bb 376 ei.- c & (Grbss) .J- �Uv ,h y v b 5 zb .cfc�: TP2Fc,es a3$,26 ivGn ,...„..-‘,NGIN o Ars ( ¢26)Co7� 2. b , ( � �D-t'e . (9cusw) 2,5G$ --,,-E. Q ; .., OREGON l 0 <'22,4 3f\Q3 az /i. NG3�la \ r � , Z }8C6 //r,F • ,,,,,,C3u,,,,,, ,:‘.. ...;,.. Nttr r .7; -17 2. '2. -7.- .-A ' v, Lo �1 -- I 1i h�1 b9'£1 = L - '^) 1, 'Z. = b' .. 54o % 2- ' 'ZgJ __ — 0 0 176,2, y"--e-teati,s] 1, If — -JP i61 11 40 .7 5b.$ 1 716-101221 , S_.'9 .0$1/ n 78'Z 52/"101 ,, ob.b 5 a <- z4 alb f ___ (ll4Z--17.2, + mmm al(9E U r"00 MIa.A / , � 13031 E ) ( cf ) s.a '?Pain . io L 5 + '119) 411fgii, I 4415 I 1 )2 `rt.-% 40 I 4&1.r 6(7,0 ( C4 CnL—G- . �'• -i4-� (nig ?(Ecc : MM. U)� vu .taW L J g U U)U. �Lf Wit. W� q. 474- 7oo75 = ( 26.3 ___ cn Cr)co 8 8 8 -C - , io C '3 lc•c III Y c) 0) M iD(- (lkasL ) = q' ( -> b = 3b0 7 n Z 350.3 I i — / I)) - 41 (Zb•3 3� - 13 It 't f .D0 M cs i 14 �1 t G C-P� 9. 4-7 3,07 G ,¢D L 311 1216C6 • w + 2. 4-7¢-I` . o 33 -c c = . & Fy = 33 s1 btb ` -32..4-- ---,. b - 2.4-3 `` ft it it fctssR143 7tLce. _ Z.4-7 - 2,43 ,nit 'kalw440s-t- uc � A ek, = 2.97 (2)(6,9(.6-7?) ` +1,,i A. $, --ik i:14 it,---PROFF • . s38, , .'. 1m iz.s.7 . 63 O.& h r k� < '. v OREGON/ \AY A'171 -,ter ,,, A ���BULAR UMW u■iiirpm aSRO laarggq ECTION ggqraqrqus■q■raaaq■■or Lvad �ra"ar'iCg11iaiiar� rarq qes OMB rmination _ iaq a •• Ygll • lalf� ■ r ■92.0 aa/ti■Rqr■■gawsw'/igq�ir■"• ate„■ rqq ru rqq Yq■� q■grru ■qrqaaar rq gq.. iesaagg aaairaar■ gasa■�'■■ q dY■i rl:a■prgriagqalla 75.1 11•'1111'■:'='aar�rtirrraw� r�r ••■•••� r a • �■'iallOOOW " aii �q qa ■qa r �i��ra iriu ■ q w65.1 ... i"■�i ... r■ ■a q ■ " •--no q qY .R.2lO58.2 uaL'aC• a qa qa i90 a q gp�q�YrC�i • q• i�` — raii :::riiJaa •w q w aarli'M all q --i t '- .. �Mgr■iai■ as• ■•gr49.2 q • r r"=•w•ara'•rf•■o !�i■aririr r_ u�wa/a�q u■q • •s ■■r■_ yy w�ia■•raar 1111 ■q ��rararrrrirgaa'■rarai=' =raaW -�r_-r q •w ag43.4 aa a q Y p �r■aq'•aaa . , raa�ur a ■ n•Gifiiiaar uY a q grninaa■Y�■ i. jimiaL.■aq ■■ p■■•�■ q41.1 an - grgrrwri '--4- - ■raa':::"Ba q: qir r� q•�$Q 39.2 `•%a•■Ye�iY�au �- ■rrs qr rarirr "ter •+a ■'air■■r�rraa•:■ ••■a■r�iiYasq i �37.6 •■iii�•� -rr'a'r�eae/a$iagrraii�raaiiMa�p�irgYwsa•■pg�arai' ri ;is'u' ■■ qq awraraagaga■agar'i au qugggggai �•��■�6�116 a gi■■■a .ar. e■ar ai ar ' ,•• •• . 9:..: 5• . • a■ •1111.11 26 36.1 Giiei' .daw ■iiu •'air sam q 1- -0.,.--T , _- .�.. n a YuriFrieYr q"•ir■rinii■..q:•�-■ 'ice' 28 ....MIagaUNwN ■■.• • _ EM! .mplay uarru•arq' ilir aagaaqq tgr*MUMO SIMS a 34.8 gq r iG�i gggqrqraqa ��..ara a `a i rw■iiiGa amaaaa nsa sggrgres 70 _ 30 33.6 2 rarir■'aiim sr q• .r ii-t'e.. r q.q ■ •■ • a ■■ a• q � � %s"raarsi'rs•v'�•• r" • ai■w qq ■ 32 i 4_.■a•t""rpq = 1.616 ■ 11IMB�r� EMil aw a ■aar■■•g7ii all rrl 31.H ,r Ars q qlr aq•■ ■a•� iur•■a gggfa ..grae w ura■■■q ` �gNW1 34 + 0�- �a pi s •� raagtgq r ■ a r■•t Ysrrr�Y N 36 30.7 • ' Si�• ■aqr ■ra,i"i S a r . ' ...+■ �rY � re■■aam.�.......,�.........R 39 29.5 "• • ■■q� ■�! ' ..■i ii ■■• �Q� 11llar .11:•■ am arir ... ■ q _ r i agrgr Win 6gq■rgqq if) OTHERS 184/ ' rwa ■■ • Y min rq ' ■ °•'•■ a■�■irgr/rw/■a 60 ! ri • saw a a • g6siq M -11TH �- J r ■ aa'igr neo ii • r • metra as qa rsa•••�d�r�ri' uaaa iiraas ' _ ••rY•iugr ill f 1_.. are ,01.-m� esas•ar�a _F _ow. ...awn aa■■i agwrra■r ri■iuiira"'fir aria■• Yrr■i■iN 5 � • • iiii i i is - �qi ■ �w■■ �r_a. �Mdf ■••ri�ir'rr • r■Y�+uri+r� r■rYgv ill r. ii: ■■ ■y M - a'�' 1 ■ eeaa "; :q'r am.............. ar '� / r ,= * n We _�� aa■r■ $• Yuaur q■■riiiii�eii'�i■ r ■wrrgq q ai N ..-. ■' ..r gaar �j Ni'r "■qqr ,ra ■#q 1111 q �w u���r. as 50 .ra�rwur warrirlrrrma - ai•6 r i_Nea ■ ■EiaraaFi7i� �t-3i•i�aa=fiarii■Yia • MM • C '14. +--tt ;, , r•r leirt !/� irrUSa sa I Nr 'ri rgriiii■ SaaaiGi� rau,�■aq_r.1r_ii�i`. E linnt •ii i •er �, ,.��•gt■p..•i ra l a t i/a�■ i•� ■?a^i• � �ivasaala b r w' 11 40 „�..►a'r•^ !�_ •..ani Ifil r*-,^. r,y_ 1130 ---f--'--f `-�. ••••6•••" r y-»....... I ..... _ -+agaaa.�- aarrrarrw !!1�!! / � t. � ... ._ � li � - -- gs■ao,`g� r•'f e�--Z°� + . ��.mrrr�li/'"eal+wr++rslrraar!lltlNitjn••aarui1a�rrd� �.....•11��fitiu�su lleli -77-11:14. _ ..q Yoe -+`.. T-..-'i + T-,- _ .'-,Tall-,-• t.44` -r,1 + I , �'Y.. t ' rl - , *,—Tal pa .-. �,.rra`.2`.....•.. r 1p' i -' ,,i a . 1 •wYiW'r�' 2 t i�i ftMa r-. .--_' .r i, •f.1'.`$ 1*11 :.lite36 ajr39a111::::41:::::�iii: • Asir .... . • CEP 30 ', ■ a rr q • mania II iplwi, 111 ■6 r iZ 1 { . • -4_4 t 11116 if ..,,, 'aaq� rargq '• r • awaiin s ■ -u t 3• i,r. iri••• t13 ■ _■ a'�* mare awq „#uray •»••qYa`: a - r# 'a rr13111123:3; : 20 ,,, ' " /i• a , ; I!i..... � Flanges of closed square and rectangular tubes are " "'• Y• i a ".•uara,■•■rrgaq■ii' t� a fully effective (b=w) up to W t /•1111■a �iq'si "11 � ..a� ( / )�t� t jm /�1 f iaia11a••'• u as 4^.a .r a• a req ' +, __ "� � , For 7., r Oa ,1, q aqq �11 wrap fi ' flanges with w/t larger than (w/t ';.•;::•• 10 r + ' �� t i" sa• � �* r - i b _ 253 _ 50.3 :•a jmemc + i .1Z. 1'I'tr' ; ----44- - a`a _4t-;-__:1-47:T=1- jy r ,, t �� (�'/t) �I f (Eq.2.3.1-2) "'�'ir'� u 20 4Q 80 100 1 , ,T ,_T,' • ., :ap •u•si• , 1::414E Flat width ratio, wit140 80 200 .■ r • 160 1 MCP 220 240 260 280 300 I 18 0 r ART V-2,3.1.1(C) r m • Stiffened Compression Elements Without Intermediate Stiffeners Effective Width for Load Determination for Flanges of Closed Square and Rectangular Tubes 4.24(0 I SN I (1z8/r . CoL _ Combo it 3 (cS + D i CO co ;lh K P CMax.) R'.7b iii i< 1� 1W�- T F 0-5- ( 1 IW WW a _. Cr• g1;1... - 3. 84 i`+ SZ 2=S (/ � 03 CO CO g Q (�3)Cs Esc = �4. 1 1 I 7 st 0 C') co k Z-- l2.c (103` ) U 1 3.)( ) 1 v r-c +i o _ _ (p c,.re- Q• -e. ` O0 -- (rod,' O CI.x.IR,l It ` Co M100 #6 a IP = ,S 4.k --p -Po 2 i Ks t � Fa_ = 13. 5 --5 ..i axc�t P . !4 v tl ,�-�o �, t 0.78 tn 11 Max r f(.6Sk. I -� r_ 2.0.3 f‹.5 I ? - 3Isi X 6' 7 �' .tip ` i = .6 2il I e,uc�v� -ex t2CE = ZgSoo �S` �G� � , . ORfGoN ;r; K.k. red LLC 64-- = .T52. r("LY22,AkgS j) �Z covar , • Y/ 35!NM■■i mom T !/■m ■/!/■pig!■ ■ Mw MN/# CCC ■ ■M/■trrmommw■■/w■a ■■mo■//■■■Mie■■■N■■■ ■ a ■■■ - ■i/■■iNY /■■w■walCammuno ■■w■/N■aN■■a! ■■// immonmons ` / ■/■liM w IMC 1 ,. !■■■N ■ ■N■■ ■■:■■iiiM■!fw/■ } ■■■NM // /■MNlN■ �■ �iy■,�/■i� i■ - wM/tea■■NiwNIN r■i i■i !i■■/■ ■■w +-"""atraltiw 1_. � ' ommo■ii/N■m M M■ ommoommo aMw■■i■ alNfwir.,m �iMCN ■w!■w/■■atHaN■■!Mi! Limiting Values ■M■■■N • C■MN■CNI I /amm_ M■NlNw as■//■/■■/ C� /■■■■a■■/ ■■wawa■ ■ ranr.'V1■■■/■Ma■M■awaamiM/■ KL/r= = d2,r2E/(QF,) of KL/r iwN■iw■ 30 waw u■ m s r aao\M■■■aw/wNwN/■■a■■■ V Q !■i//■aa SEW Q,c ■aa�a■ai■au■N■NaNu■■ QF, KL/r as/■a■■aa ■!!wawa■N aaa► . \ ■i:, ■■N■ Ni■■■■■■/w ai■■a■■ ■ .ii/sMaaMiN■ �Mi1► .‘6, t�rl►mi i■■w■w■/■N■i■■■ 62 96.9 ■■ii■■■ Nww■w■a •i■■/ � �' 2� N■N■■!i■■�/■■ For KL/r < 58 100.2 ■N■N■q! ■N■/Niw■ A�r�a�!_■ill1;: s�ip i■wii■NM 54 103.8 w/!!i■!!! ■iM!■■■■■■■■iA r! /■ham.. - R.!■,■C/MC C■N■ . !■ Naqaa/■w napa/■�!■■■M■ �, M/■ ( QF KL/r s 50 107.9 M■M!N inimums aMaa■rr ■ q��li� iq�i�■�■�w!aa/w�i�a F,1----: 0.522 QFy — Y E 46 112.5 ■w■N■■i■ NN■■Mliakrr NN/■ ■w"•1 . w■iitMC■Nwo■Na■ 1494 ) ( 4.3.6.1-1) ' 42 11�.7 i■/iiw■■ ■ mitlgaw u i Mr ■migmm■N■■ M■mmo 38 123.8 i■■H■gw w■■Irm�m�a�r.! an a■._ Sp w'r t� ■N a-*- For KL/r C. 34 130.9 .■.!mall ■mmommN■ s`` ■atwlrl.., i rt e l i■E ■wN■ 30 139.3 Ni■/■!i i Y m ■ Nai�alri;±wiai■ al�wiw �a��tCiMa .,. 6 ii zimmi i Nu w/MM�MC•` ,/aMitN■allN■� � "o�,.■► o�■o■/ ■/i F.1 ���.,. 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WW Q QQ ce 5§r It It to to tD iL / : _• -. ._....._..1. _.._ ____-_-__---__4.-_,A4. - EE~ r N.N ( _� er : 1 1 1 i ,: M 44t :,i. A N 6.4r b_ 6� b s� tt, 1 'L nal&tcs q•ct '1 4•C 4'311/ 243.1 0 rN J Q A 1t �sV 4-t a57 6c,.5 W � ,i�" ~3, X11 6` Y� , °I 0 Sh`f a►+►C4 2_61 tt 4,41 '1 50.6- 0 V 21.4(orl 4-51. `2 ti 1 076 CR' r_ . 63 ((.2(„) v - ,X • 0.)....--uG.7U Ix (-6‘`' v 34:3 ik c?PR. �,� q oss) 3?. 67 _ �f-zso� .. c. SxCg�tr� d 53 it...-3_ ► - 3 i.�..,. ``, 9381 T.i c' x 1t-oss• I s0` 6J?i/Ie Cagy _10 fro i -tS Coli)/1.N1 (Sa k AY u 4-r. c al 4 co co al 11,1 GE CC '`4,eig(I D4'1 6i4--TF 2 )L LOU ill EEE c . 55 fn co co it li Sal I I IIIif X44 M -L : D, a7� ,1Mr> ((4- .) p1/61/ XYZ`' 12." u(G,,. u Co (COivt?ostre Ac-rcoi t C u0T apit cep =citze � p.¢K _ ((.Z5cw\,/ 2.1, _t_ ---i--- Z. $2 ilk? =N1` I fc52 (II' Pi- I 1 L _ _ _, ___I L x Lx e*& lid+ • -- liN Flrw c 144-7+ 2.463 28.o-7( x - t 7.t3 7� -,- 2.Z9: 1, ,z Cornw (►4 l 2.� 1.So`' 2 i f I I I 1 'Io`( gi-Doue., L) a. 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'v)(s) X- *.5Z) ± -xy''Ia ' 1 I . !i , 3288 x v$+/C+ Yu�11 'PC 4.Q .19 ; C � � tb:ninb: f 6ii cc ) ) ' ri -_3 • (rAl-wqreg3 S4"Q •£ eibw' 1 ) S-}-Q 'i., Sv•j -- C�dozyl it -- 22.id Li—0'b I p ) 4 ---- --- – —i-- - -- .__.._.._;— .__ 1 i . _ ______`�__, f t.., ..f osq-(( I-7 etc 5 Le,.5 11off- ._ CPo t*I(0t) = 604,o I i wiput. u sw` • 4** VPutpr {n, ) 7.41 Nail Mx 044;3) -z.-. 1-0/o.co r_. totopl * f -gx , S888 ; M K,= (witai4X375X4•1/2) -Oita,') ii : H 19746 .1 Mrtr..lc4 (kw = 2 711 MR = (3834, 3) = 1 t5-o Z,I Lc.6a. 4-- w Mot = 6-75 cols* + (1c)Cco+1(d) = IS Zoo • M(Z. CM14.) 2033 P(n)14-) =. (75-XcsIA)+72.1 0 in !2 grt . lAk.Ceit) -z- (3 X 2.6 X.Co)05.0) '71 67504r ilk =621977M = 3"7,'?`M ark _*DTores .. ci.l, c .44.. so;(- bean^9 pmsta re, :: ., . , I.... _ It I 4ti ILT - 12 So 0 1 0 .....-2_,............... -<--- 4-5S zi Fc _i znEr, in in le ir. ErE(2 i f = F84-7 ,..7-. ; 3.M1 1 ! I t-- tuep-F,1;5 . - - 1 - - If ' itz I / / 1 4f-' H ITI MR, = 171/11 •••••.. ..,...0.-.0,...,••••••• ••••,••• : I 1 . ' . • • . • . . ' I CZ i ' • ., I •'•:,I i' : I • . f 1 k I 2.1 1 I2 , : c = '2. 03 1 -I k-frAviNitmLi l(eZ--- bv1 distribieft-;-1-. i EIF177- bl (3)(‘) CAtt i-foci irt;t1) '''..,2131411 v.it:cV —._ SOIL-13 CMt') Fm =^yamF A,La 2r.` . 1 f 2,t ' f :auto's• Litt!ZLttrt pid C: { x few" 'x t5 Zx r t € I Go�,D = t2r 5R'?* (2X5x3x2.) +(1/230a2X3) -- (5 )( tax r (8 ,( ft5'a 3K algie•so i-bz pvcrs d> 2StR PSW. x.7S = !S to P''• sncr-ecse,-oa LAZA, 1, ( o° J 7: 3-fes, ~� (N PS use-- J M 1 • . OR EGO �Y22.Ns3 I" Sl - Qos& 1 cr-((_(-7 Pr". - 8 '1..t O t) Ills 4 iiii 30" thick concrete r--- ---1 co to cr)0 footingti-J , typical. wwww I Utility trench, X88 i ff below. 4 [-- - - 1 i_. ........./..._ , I Illi Ent- .1-1 ..- -- - —_ _I-, L.4 z.-(1 k.9 5(///th --°3613''.. ---1777/1 / W Steel "tube"column. n I C L _ J ..._. FOOTING PLAN : Typical Steel "tube"column. (2)5/8" dia X 18" threaded rods thru (6...reil)#5 x 3'-8"transverse column. t bars at top. I .......... sc1 �` N Id 4 so (6) 5 x 5'-8"longitudinal ._ bars top and bottom. s - 2"clear of TOP. ® A 3" clear of BOTTOM. i / ' ( q (6)#5 x 3'-8"transverse r....0 bars at bottom. rA below. , DPROfFV_ FOOTING SECTION . .K •. • \ CREGR,(, ii G<1'22.‘9 ,C •• -614 CO‘1*-Q i ) ) ) (7)spaces at 9' = 63'-0" (8)spaces at 9' = 72'-0" e (6)spaces at 9' = 54'•0" 0 7d- Ole I '' J '` i ii N X IL ii . -:S .\ aI-I• x 1 X M (6)space (7)space (8)space "x" = bottom flange (9)spaces at 9' = 81'-0" (10)spaces at 9' = 90'-0" bracing required. See sheet S9. N 0 as J 1 c» X. y F % M PUCTUgq Ep PROFFs� a (9}space (10) space 4.' GWFF s/oy ay �` ssat9 '� N c-'4..----- .C-40--)--c-A-1 „ (12)spaces at9' = 108'-0" OREGON (11)spaces at 9' = 99'-0" , , G pp 1 ti CO'I t4 Nii ii I _ . __ . le i i . r K K tO (11)space (12) space 16 41R 1, Ss(Nos-- ?ter the- . (0 4 ' 1.C1 ? 4 . 2 � (t(o) cky_ MC-) 275/2400 /27G (275 e •7 2cca. r GJL 2 <<2 i 32-7 110 -.7_ 2(6 cA? - +, t -3( 2732-0/ 310/32.0 ?? 2 t s lice a f GCs 24- GA6,_ '�c,UCTL'ry�q< A,ecD PRt��F `��t,c�1tiF� ( ct.- 9381 lr 1 ✓�'0YOREGO 2� �q'4 FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 1 ill x f Transmittal Letter TiG,0 D' 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: 7/3;v1 # DATE RELIVED: DEPT: BUILDING DIVISIONEI ' 9 FROM: 66 �1Ct.Iit_ JUL r 1 201 C1iiOFaK RD COMPANY: KeoUit Col. BUILDING Div., -,IN: PHONE: SDZ— SW) —ZS�3 Sor-(of3`'-' cx° By: e) -,/` / RE: 114 `(0 Ski -z ' A-vt.. OP2o)5 — 0© 3 ) (Site Address) Z (Permit Number) 7 '- ZA•t,t4.p 4 $.\ (Project name or subdivis n n.k' e and lot n i b ATTACHEDv ARE THE FOLLOWIN Copies: Description: 1 \ ' opies: Description: 3 Additional set(s) of plans. , Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 3 Engineer's calculations. Other(explain): Ka REMARKS: ,pwest Sw$vw- ( .4s,..- ( 7b� (> 9'2, A,t- A.e /144.4,e4, tin/ 7g,at.:,‘ FOR OFFICE USE ONLY Routed to PermitT an: Date: 7 2� ---• 7 Initials: Fees D> - es INo Fee Description: Amount ue: 02-C`fee, �12onA i,, I $ $ $ , Special a<.®® ✓ Instructions: Reprint Permit(per PE): ❑Yes ❑ Done Applicant Notified: Date: 7 . ��'' / / Initials: I:\BuildingWorms\TransmittalLetter-Revisions.doc 05/25/2012