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Specifications (12) t/te ,(6T-- -co/2_ „ , s--cr. six) rt4, APR 16 ?1H8 E Structural Calculations REPLACEMENT CARPORT Tigard, OR Steelport LLC - Client DESIGN LOADS: ASCE-7 (10) Roof Load = 27 psf (25 SL + 2 DL) Wind: 120 mph (Exposure B) Seismic: Ss = 1.5 max (does not control) Max Soil Bearing Pressure = 1500 psf Note: 7 ft minimum "clear" Max Post Ht = 10'-0" Match existing. CTUR4 �•?` PROFe �C ��GIN49 /'o 9381 9<' , • OREGON ,,.v4/4 Y22,191,c iM co'j z) C 31 2019 Job No. 6721 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd #221 Portland, Oregon 97221 Phone:(503) 228-0426 f 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: 30" diameter x 3'-3" deep (augered...do NOT form) No Sonotubes. ;,►-r I u • �� PR 9381 c I Ait ,I\ - S ' fa- - 1Z PA(K. cT .po2- L~ 1 11 Z72 C2" ti 4710" eeie4.1 _as :It l2-t CO1- COG 26 gauge • -_-:(1 ...-,Q, 6 X-Span - , czA1 Co Cot- .-..v; ROOF FRAMING PLAN: N.N.. \ _ Col. COL. zotr r 1 II FRONT ELEVATION VIEW: COL = HSS 4 x 4 x 1/8" steel tube column. , UCTU BEAM: Cee beam: 12' x 3" �� © RO . P -•• x 12 gauge (Fy = 55 ksi) .'cip G,IN4,,'°��', r'& 9381 OREGON i 1Lw -)10 Vt5 -x '1/1 p /i-Y...2. tea, --- 4-3/ Z _ ( yU 0 0 ) ' / Liz ZI an(v)(24) - g - c4214 @J ) = C--) 17 4/, o1 112 -�a + 15a 2L9 an® AEP SPAN• • X-Span is an economical, ///// structural, exposed-fastener roof panel suitable for general usage. / / t it X-s - isa:36" panel engineered nr�th //Ii long spann>n capabilities in mind Its struc#ural nature,economfeai `ry au esY Painted side --i;:-- ,- g g I< 9•-->� andlasting coating systems makes ._ - 2� `_ span the preferred panel for carports ,..1 t�-2i- ""k 36"Net Coverage Properties Gauge Base Steel Yield ; Tensile W = �= Standard Finishes Thickness tin) (iel) t. 1+ S+ t S Metallic Sg T 0 nesse ‘-''.'4.-,.8,0,4 ,-.'---t8CO - (ksi) (ll ifl) (in4lft) tin°/ft) tin=/ft) lnWt Pa�ntSXste ( } Coating 2 ; r 0.72 0 l 191,E '(in0.16 : X26, - 0 0173 80 82' '''':46,,,,9,9111r 0 156 0 085 3 �AZS[y CQIorG aidf f� ,,: . , , r Y,.G Q 1500 .,7:63404-, 3 .11. of b�� NOTES: The moments of inertia,I and I-, et14"EQ4146 ��„ ,.x.�,� yts rAZ50 h' i ,�tCo01�'Du(a Tech�nt� � p -sented f� determining deflection are:(21E,�,„e+I�V3 " standard features itLong spanning capability and its design provides optional features superior load and span capacities,saving money in Short cut sheets from 5'-0'to 1'-0".Additional fees the structural support system. and lead times may apply. in Standard trim pieces are available and can be ordered ivCustom coeslors, thick film primer and/or clear coat by number. paint finishavailable. Subject to 4,500 square feet 26 gauge panels available in the Cool Dura Tech nt minimum order.* coating system or Zincalume®Plus for unpainted • n van applications. Minimum orderoptions size a1,500 silableq for feeat. Selectadditional from charge. a 29 gauge panels available with the ColorGuard xt standard perforation patterns with open areas of coating system in Desert Beige, Surf White, and 13.8%,23.4%, 30.6%or 41.4%. Zincalume Plus for unpainted applications. embossed Subject to min.order size of 1,500 square Stucco feet.available. • * wium VintageInquire°andithAEP DuraSpan Tech®representative Dimensional Printsregarding availabpremility. Tacoma,ll1/A Fontana,GA phone 860:1..:74.3_:.-49, -,„,,Fax' -25-3-''2'72-97'91 wvuw:aepspan.com ,xspan® S AN Allowable inward toads(Ibsftz Gauge Span Coni }per Span s F f� `, 1409 626 V 401 "`:27a •0 � �o ,i3=0'!'-.4 �25 x x x U180 e r 157 xi00# X70 39 x � s � ds, r �510, 326 2271 r �0 u x L/18U 127 F82 �� � nw QTS ( 1434 t , 63T 408 • ' ,° 11180 s x : V r` 2834 159 902x_ r 1 71 x'40 2 " 2orm -S 4k f x 'f t✓ eJY i#SS :1 a ft 1894 a;842 n 539 a; z 3 4 x 210 z � sl Pna� ) r ` 23 10 * 53 'X13 ar 439 -s 305 k r: �S t/i80 1544 a x686 �72 �110' 26�€ 13 X76 �3 27' ' �"� sra ,�, �tt,. f$> 85$ ^r 34414P: 3 " 4 • 137x 95 �54v. .;� '34, LOADING TABLE LEGEND f-Load limited by flexural bending stress NOTES: ■ Top values based on allowable stress. I-Span(Inches) Bottom values based on allowable deflection of 0180. 11180-Load limited by a deflection of 1/180 of the span w-Distributed load • _"denotes that the allowable load is limited by the allowable flexural bending stress. SS Single span ■ Steel conforms to ASTM A653(Galvanized) orASTM A792(Zincalume)structural steel. _ • Tabulated values are for positive true(Inward)loading only. Inward Loads DS Double span ■ Values are based on the American Iron and Steel Institute(AISI) 'Cold Formed Steel Design Manuar(2007 Edition). TS-Triple span Specifications subject to change without notice. • • Oil Canning:Ali flat metal surfaces can display waviness commonly referred to as"oi canning'. "Oil canning"is an inherent characteristic of steel products,not a . defect,and therefore is not a cause for panel rejection Tacoma W ��' A�Fontana CA'> � Pine 3QQ 733-495 Fax. 2522079 wwwae s - r � �..�_� � _ p pan.cc�m> 02010.2013 ASC Profdes LLC Ap" rghts reserved Zlncahmie is a registered trademark of BlueSoope Steel United used under license. May 2013 Printed in USA (PS187) 300 PI ► fa - - c \zdt. 14 n ; (sem (5A GAko.s L K 3.04' 5760 4' roti. jcx. Z cm-h o = (24 )((2 ct 37 ct 1 (Zq. )(q-o.S5 .1 17 3. 13 iklO2AccQ L/161. AL: = 06, x =A . f2`S / I Vi4A t- 1.1,15.(2 eL0c LifF0 T A - _- 2, 0S`/ A (. 83 `� x. vo5A-t, Z it ru84 y .- I GINF `S�p Q., x, 9 9381 OREGON Company Designer Apr 9, 2018 Job Number 6721 Tigard Repair Beam deflection check Checked ckkee d By: • Global Display Sections for Member Calcs 5 Ma teitelia$4 life `. Ifet b a1cs $7 : t ._.,41211 Include Shear Deformation Yes :Mbr' a e at a 1: -;•°: . . �1" x� ASW:k �3�.xv.�9, ,.,,sZAV .%FkIe ';: V'i'� P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th atcm> 'l-career ifk* '4Vitt &gS109, ASif t- .= � Wood Code NDS 91/97 ASD UVood e t i'atureffainittrAVAI `iCit lat la t' Concrete Code ACI 2002 2� Number of Shear Regions 4 legion.Slcoq Iticrerent`,r"_}0. e4t. M 4 . Concrete Stress Block Rectangular ;J"s CracKed S,eotloria ; . :a Ye , 1: *M aliT _ Bad Framing Warnings No Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M� Xx NI s N2 $_ t W HR1A Beam Channel A36 Gr.36 T icai ,. HR�1A . ' d'am j,d-tarinefA '� ,Gr.j6�> T*tcaf Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1 E5 F) Density[k/ft^3] Yield[ksi] 1 A36 Gr.36 29000 11154 .3 .65 .49 36 Hot Rolled Stee " ection Se Label Sha se T .e Desi.n List Material Desien Rules A in2 190 270 i... I.9,180)[in41 1 HR1A C12X20.7 Beam Channel A36 Gr.36 Typical 6.09 3.88 129 Hot Rolled Ste: De "- / -arameters 1 Lab l HR1A e Len2gt[ft] Lb-out[ft] Lb-in[ft] Lcomp top[ftLcomp bot[ftl K-out K-in Cm Cb Out s... In sway �2ri° ��� ��. 11112 �f��. H��'� .,�� `� � � � s�� ��-C e ,- 1 . Company Apr 9, 2018 Designer 9:44 AM ' t�2 Job Number 6721 Tigard Repair Beam deflection check Checked By: rJ Joint Boundary Conditions Joint Label X fk/ml 1 Ni Reaction Reaction Rotationfk ft/radj Footing Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 1/2 SNOWNone -: J3*j�'grOW[ ri aWi e ' d'- .IPW * in- u . IA '_i.„ 5-4 ' fi .q 3 1/2 SNOW EXT None 1 Member Distributed Loads (BLC 1 : 1/2 SNOW) Mem• •el Direction Start Magnitude[k/ft d .End Magnitude[k/ft d Start Location[ft,%1 End Location ft AH 1 1 • Y -.12 12 0 0114> 40 NMaf "ac :giN U Me a � !A a Member Distributed Loads (BLC 2 : 1/2 SNOW INT.) Mem er La el Direction Start Magnitudefk/ft,d...End Magnitudefk/ft,d... Start Locationfft,%1 End Locationfft,%1 . 1 1 I (Ml) I Y I -.12 I -.12 I 0 I 0 Member Distr" ted Loads (BLC 3 : 1/2 SNOW EXT) Meier L el Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft,%1 End Location[ft,%) 1 M2 Y -.12 -.12 0 0 Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitudefk,k-ft in,rad k"s^2/ftL_ No Data to Print... Member Point Loads Member Label Direction Ma nitude k,k-ftl g [ Locationfft,%1 No Data to Print... I Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 FULLY LOA...Yes 1 1 2 1 3 1 3 UNBAL 2 Yes , 1 1 3 1 Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footings 1 FULLY LOADED ,b, 1V1-4-f rYesYYesI Ys _ Ye4 s_ 1 4:3 UNBAL 2 Yes Yes Yes 1 Yes Yes Joint Deflections LC Joint Label Xinl 11 I 1 I Ni � I Yonl Rotation fradl I -5.904e-3 RISA-2D Version 7.0.0.6 [C:\RISA2\steelport TIGARD REPAIR BM.r2d] Page 2 Company Designer Apr 9, 2018 Job Number 6721 Tigard Repair Beam deflection check C: 4a AM ke p Checked By: \ , Joint Deflections (Continued) • LC Joint Label l X in Yin *� 0 Rotation 47 3 1. N3 3.075e-3 - .359 5 2 N2 0 0 5.887e-3 7 3 N1 � Iatt �`O �L, � i:�88;r ° ��=� � � ��26e=� 4 may' 0 9 3 _ ..� ° N3 a. �:0 r ' � . - .: � 0�� � ,_x ii0�5` �,. ; -.05 -7.13e-4 Joint Reactions LC Joint Label 1 1 lkl Y lkl 2 1 t NiN1 0 2888 MZ0,,, a .. iff �t aMi K" . .�`., . ��' ( I : `�; Ery �� I ati .�`.=s 3 1 Totals: 8.64 iafitl'CCVNgfiSiAtdt)aitff'aaiVBMVAii y 6 � 2 µ 3060 7 2 Totals: 0 7.56 Zraa4PW , a. q11 3 Totals: 0 5.4 Member Section Deflections LC Member Label Sec x in 1 1 M1 1 0 0 Il v Imi (n)Uv Ratio C 3 3 0mr563. 575.947 MIEW4.4-krAtiUtinigiVVIAiiWW-''457 ;•;-4; 5 ,'.:;,R*A:aia,Fi!,o5;-etM,Eti-Wlitik: :iti4(KY:,M1.Zti)fft4fagrigiktN 5.i.416p;mrittip::.,NRIpiii'er, 0 0 NC 7 2 iQt � � tI�IC B f ., _ w 08218.919 . a .103 9 0 19 8 4 535 "1tm �: t�.: - 40 .277 NC 11 2 i n Sir-s.0 3 Nirr M1 13 l,. _ - . ..i i I� 0 . .. l- 1 . ' € X -.665 6'� 30 487 34 15 ,. x` a4 P t ," .. . .eak M� 7 5 0 NCX�" C , t m, o0WN � ; x172 : , . r . , t, s �"0 .154 NC 19 3 � � ,0 301 Nl X204 588 445 NC � . ,.W . �; 21 3 M1 � � � � � �� � NCS �, - -:�a��i"�-. i �'�T.::�.�. ,..%f""� jz:"�� .-.,, £iso z"a q�"� 1 �'.�: "* --� .s.��0 �, 0 N C 23 3 ( 145 Vit; X22 24 0 -.1791810.1199 r . r UR _ " i tt r 25 �� 9 " '343. 158 25 5 0 , &:" T,,3 I vT`�u'.-"= `":i �."a': E M"E"M .c f . .f c f -> . ' P"u^. a ",ar'O 8 s TN�" 2C7!:; '�_,.,..�:.,.� `t= q '.dam: ,a -`,`-, '... ""+ +*. ,'-�, i 7�,,- 0 „^ NC 27 2 � � . 0 29 3 , ., ;0 .: t .,. �. .` ,O12C , .. : 904-'3 159 :'l 4 0 -.03 3559.163 RISA-2D Version 7.0.0.6 [C:\RISA2\steelport TIGARD REPAIR BM.r2d] Page 3 Company Designer Apr 9, 2018 1,7 Job Number 6721 Tigard Repair Beam deflection check C: AM Chea ckkee d By. Try • Member Section Deflections (Continued) LC Member Label Sec 8�, ! � �� �� ^`��� 1° �. �� x in � in n U Ratio 'i0 a �_,,. :i , "4 :" 1.27:7"* Member Section Forces LC Member Label 1 1 Sec Axialfkl Shearfk] Momentfk-ft] M11 0 2.88 0 3 � 3 0 36 - : 4 p ® 4 4 r -17.01 � + 5 12i; 7 0• �.nC lO - 9.72" K [g 2 0 1.62 9 00 a : . 54* , 0 � . '. %'ifn4a 0 X54 607 06 0 13 0� 445 1 � ��� 3 -19.44MISMOINISISSAIMIXECORMItielierik 15 5 0 17 i1� 4.86 3 42 R:, 12 0 9 twoeen .. _ 3, X81 2734 le . . ��� �E, 4 4 0 � .27 .304 ES Ml 23 tlr46 �r '� 5771 24 =` M4*C*C '., 03 36 6 075 25 �.: �; .,� M2 ., _; 5 1 98 9 72 27 2 0 2167 28'� � :� '� _�_��, �� .�i�� � .. `� �� � � ,:�S �:� S a� �a � � �� 1 62 5.467 5011 29 xi s 4r r » ``i �i 4 4 -a 103 2 gatter" . f.:h, u ��,-� ,���- ¢$a 54 .607 Member Section Stresses LC Member LabetSec Axial ksi Shear ksi 1 M1 1 To. Bendin. ksi Sot Bending ksi 2-',;°i*� ���..� . -� N; ,� � .Ir0 � .851 0 0 3 3 0 3:72D77ggj � f � 7 79• �� -14:-.. a w`a -� s., 0 -.106 9 494 9 494 aINE 5 40a =58550'£36 5 0 -1.064 5 ® 66-Oi ,z t MlettNI Sidit ._ :b tt. R 5 425 5.425 7 2 0 � �`63$ = 425 M .479 -3.052 3.052 g 7 3 ° b `z 3' gk :Wilt V3a6 ;r alai*:567 , ° X10 y 3,�NmgU4$ ".- t .O .".0,.�'`.� ° i0 .t _I. -.3394 0 .16 .339 11 2 � r 0 I � �. iM-��: M 1 1 0 .904 0 12 g � 4, _x_tit 2 M .014% 'Mt 426 s ..�'4 0 13 3 8477 : _ 0 -.053 10 85 X14 a. g � � E � �� � f t a n � 10 85 15 i 4 0�- S i"i53 � S � 712 � � ��� 1 �- 16: l _ [Ufg . ;.5 < ,; 0 1,011 2 713 2 713 17 1 �� �� 31W3 X27 18 _ ,u 2 .239 -1.526 0 - - 7... 4 W , .i0. 1.526 lWaimaitlaCan RISA-2D Version 7.0.0.6 [C:\RISA2\steelport TIGARD REPAIR BM.r2d] Page 4 A STRUCTURAL DESIGN 1604.3.4 Masonry. The deflection of masonry structural The total lateral force shall be distributed to the various members shall not exceed that permitted by TMS 402/ACI vertical elements of the lateral force-resisting system in pro- 530/ASCE 5. portion to their rigidities,considering the rigidity of the hori- 1604.3.5 Aluminum. The deflection of aluminum struc- zontal bracing system or diaphragm.Rigid elements assumed tural members shall not exceed that permitted by AA not to be a part of the lateral force-resisting system are per- ADM1. mitted to be incorporated into buildings provided their effect 16043.6 Limits.The deflection limits of Section 1604.3.1 on the action of the system is considered and provided for in shall be used unless more restrictive deflection limits are required by a referenced standard for the element or finish the design. A diaphragm is rigid for the purpose of distribu- tion of story shear and torsional moment when the lateral material. deformation of the diaphragm is less than or equal to two times the average story drift. Were1604.4 Analysis. Load effects on structural members and provisions shall be made for the increasduforcces y ASCE 7, induced on their connections shall be determined by methods of struc- resisting elements of the structural system resulting from tor- tural analysis that take into account equilibrium,general sta- sion due to eccentricity between the center of application of bility,geometric compatibility and both short-and long-term the lateral forces and the center of rigidity of the lateral force- material properties. resisting system. Members that tend to accumulate residual deformations Every structure shall be designed to resist the overturning _ under repeated service loads shall have included in their anal- effects caused by the lateral forces specified in this chapter. ysis the added eccentricities expected to occur during their See Section 1609 for wind loads,Section 1610 for lateral soil service life. loads and Section 1613 for earthquake loads. Any system or method of construction to be used shall be 1604.5 Risk category. Each building and structure shall be based on a rational analysis in accordance with well-estab- assigned a risk category in accordance with Table 1604.5. lished principles of mechanics. Such analysis shall result in a Where a referenced standard specifies an occupancy cate- system that provides a complete load path capable of transfer- gory, the risk category shall not be taken as lower than the ring loads from their point of origin to the load-resisting ele- occupancy category specified therein. ments. TABLE 1604.3 DEFLECTION LIMITS.a Iti CONSTRUCTION L Roof members:` S or W' D+C49 Supporting plaster or stucco ceiling 1/360 Supporting nonplaster ceiling 1/360 1/240 Not supporting ceiling //240 11240 1/180 Z/180 1/180 1/120 Floor members 1/360 1/240 Exterior walls and interior partitions: With plaster or stucco finishes With other brittle finishes — 1/360 — I — With flexible finishes 1/240 — Farm buildings — 11120 — Greenhouses — //180 — — 1/120 For SI: 1 foot=304.8 mm. a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed 1/60. For secondary roof structural members supporting formed metal roofing,the live load deflection shall not exceed 1/150.For secondary wall members supporting formed metal siding,the design wind load deflection shall not exceed l/90.For roofs,this exception only applies when the metal sheets have no roof covering. b. Interior partitions not exceeding 6 feet in height and flexible,folding and portable partitions are not governed by the provisions of this section.The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.14. c: See Section 2403 for glass supports. d. For wood structural members having a moisture content of less than 16 percent at time of installation and used under dry conditions,the deflection resulting from L+0.5D is permitted to be substituted for the deflection resulting from L+D. g. The above deflections do not ensure against ponding.Roofs that do not have sufficient slope or camber to assure adequate drainage-shall be investigated for ponding.See Section I611 for rain and ponding requirements and Section 1503.4 for roof drainage requirements. f. The wind load is permitted to be taken as 0.42 times the"component and cladding"loads for the purpose of determining deflection limits herein. g. For steel structural members,the dead load shall be taken as zero. h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing,roofs or walls of sunroom additions or patio covers,not supporting edge of glass or aluminum sandwich panels, the total load deflection shall not exceed 1/60. For continuous aluminum structural members supporting edge of glass,the total load deflection shall not exceed 1/175 for each glass lite or 1/60 for the entire length of the member,whichever is more stringent.For aluminum sandwich panels used in roofs or walls of sunroom additions or patio covers,the total load deflection shall not exceed 1/120. i. For cantilever members,l shall be taken as twice the length of the cantilever. 2014 OREGON STRUCTURAL SPECIALTY CODE Lr (/d 1.-0o ��` 0 349 67Zc 1 -Trfee, 111-7 -c& - ( f C4� tL SR -c( o34 c* GoM P SSj o60 cc i►34 Es A_ CA+ S r tX J JZ, ( cr ' 08n cE (21( K 3 sc (2 &A . 1(1/14x 7724-#1 6,73 �� - (3g•S 57 c� cACCoR = (I ot,y- (1-75)(12``)(1.oeL) `( No tag c t s 4 k F b = 3oftSI CD 6. (1.1't sz oc cVAA (Lir et-s0) 2-7 ‘ 32 " 11-0/ ,S'b Up (1055 4, G _ (t3,(c-)(.scx f.zyo46 0. 1 Fs*: 13. I6rs- Gr - 0. 8q G _ - 1.2, vC' (r3 = 3. 1 - 0.72 - ,��s �.� f's.�_ (5cM-F ) 11/44 �. w�- W Q2 .: u TUR 1.r ; ti�G NSF '� = 5342 _ 2317 21 ' ,: 9381 eactrc, , k (Izo 2- a 5cil ,cc) ve/fREC",ft 4WOZXr fG� Oc. 81z-A-c.1 ci f2ect' D. F 4 �¢( = 6.05( b . 2 . ' I.8E6 "7 ''''-':' _-''' ;00 7(b2 z.hz -`'. d , *--) 4 -- 81'4- ("4- = y. ti ls a' Noxm-x-17-Q0 -::- (co � 1d b1 = r' &- -J-52, 'ai = A0nq_til 7 ' J = 1-3 , -/P is::: ---- J-5-4 7 L'al ----' i . 2 .0 ---. Ilk ,r; -41--i-- MIKIIIPP/APIPPAGOVAIIIII.m. 12 = 5/0o -lt-----T-/r---i)L- 4 102 ( 7741)2/, )1 LZ = "bvp 7 c z9Ls — (xbw -zy,0317 ( 5j b) . `Ad £- ,< b l rApa a -1.i (I-Z/2/ 'C.)C b9(J-Sd S2) = MONS -.P 2 S ( viv- yii ) : r,s r M CO p CD(w /l iJ G eJ ; use -GESS ¢ x l(o • cab �t ; (w) HSS 41-- (.4--)( Ye. to 0 ,"x . c "l L) S/6L\ : uSc_ c� 28'( (3°Q -222 cL) q ?oict't -31 (-31---rt) 64. � 2�2� & 4t 41- to) lAtifS+5(1 Se,t0-1-L_ 7,- sqk yr rr C50(34/s(t ) _ —026.4 9381 / OREGON T 022,1 /41CO °t Company Designer Apr 9, 2018 ' :Job Number 6721 Tigard Repair(carport) 2:04 PM . Checked By: Global . Dis•la Sections for Member Calcs 1111111111.11..... a x >".. .ectt.iii fd Nteer ®e es V. a .9 , :y.:t ' l Include Shear Deformation Yes ate • ®f-a ce P-Delta Anal sis Tolerance :0 50.50 r '` v•x 0.50% 4 Hot Rolled Steel Code AISC:ASD 9th C©Iarrt .tlSteI Codi. : < fS-,9....;:-t s y fWood Code NDS 91/97:ASD"Tee -- i al 3 :00F :, .Concrete Code ACI 2002 Number of Shear Re.ions . Ra•irfi,S.ac 7.4I creme'nt.. tni.< r ...w 4t 4 iWiNittlid . Concrete Stress Block Crac Rectan•ular e.Warnin•s � � w _� No I1 °� ,.O _ Bad Framin• nu7s!ectE. W4fni •s2,4w . , 5 F f Member Prima Data Label I Joint J Joint Rotate des Section/Sha•e T •e Desi.n List Material Desi.n Rules •ical col Column Tube A500 Gr.46 T •ical Hot Rolle, teel Pro:erties Label E ksi G ksi 1 _ A500 29000 Nu Therm \1E5 F Densi k/ft^3 ®- .65 Yield ksi .49 46 Hot Re -.• - - -•ction Se Label 410,111111 T •e Desi.n List Material Desi.n Rules A in2 190 270 L.. I 0 180 in4 1 • - • HSS4X4X2 t olumn Tube A500 Gr.46 inimar 1.771 4.408 4.408 Hot Rolled S - 0 -si• P ;meters _ v Label Sha.e L=am. b_o Lb-in ft Icon,. to•ft Lcom. bo •ical col 110 �! K-out 2.1 �=�Ou=1n swa ��r� 2.1 2.1 Member Advanced Data EliLabel I Release J Release I Offset in M1 J Offset in T/C Onl Ph sical TOM Inactive Yes Joint Coordinates and Tem•eratures 1Label X ft m 0 Y ft Tem. F 4 Joint Bounds Conditions Joint Label X k/in 1Y k/in Rotation k-ft/rad Reaction Reaction Footin. Reaction RISA-2D Version 7.0.0.6 [C:\RISA2\steelport TIGARD REPAIR col.r2d] Page 1 Company : ,.Designer Job Number : 6721 Apr 9, 2018 Tigard Repair(carport) 2:04 PM Checked By:�5 Basic Load Cases v BLC Descn•tion Cate go X Gravi dead Y Gravi � Joint 11111 VIM , ,. �,� 6661-04P-t."4:-4-a: ne: r �� � � Point Distributed wind .. := ,� 44 None �. Member Distributed Loads Member Label Direction Start Magnitude k/ft d..End Ma•nitude k/ft d... o No Data to Print... Start Location ft /° End Location ft Joint Loads and Enforced Dis•lacements BLC I : dead 1Joint Label L D M Direction Ma•nitude k k-ft in rad k*s^2/ft Joint Loads and Enforced Dis•lacements BLC 2 :snow -.36 inn- Joint Label aniimmuND M Direction Ma.nitude k k-ft in rad k*s^2/ft -Joint Loads and Enforced Dis•lacements BLC 3 : wind -5.4 v Joint Label L D M Direction Magnitude k k-ft in rad k*s^2/ft .242 Member Point Loads Member Label Direction Ma•nitude k k-ft No Data to Print... Location ft% Load Combinations Descn•tion SS®P=SS=vpFactor "©Factor�-Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor D D+s © COMBO 4 Yes 0 ' �,., -�,. . � 3 -��� �� 1 ®©®�� - , 11111111111111111111111 Load Combination Desi. Descri•tion ASIF` D+$ --�= IF Service � Hot � Cold Formed Wood -. ,- 1 Concrete Footings © COMBO 4 ==�: ;__ _ -:Ye ®� Yes _ Yes�:�� Yes_ Joint Deflections 0t( � c Joint Label VA X in Y in Rotation rad �y y 0 "t. s �` _ 01a7 -'"- �S1�094: �- v � � �-&- a 14-363e ,.� t;z" .111111111.1111 w � � s 0 w 1 RISA-2D Version 7.0.0.6 [C:\RISA2\steelport TIGARD REPAIR col.t2dj Page 2 Company Job Number 6721 Apr 9, 2018 Tigard Repair(carport) 2:04 PM • Checked By: Joint Reactions 0 C Joint Label X k 0 k MZ k-ft Tota S -- A O R 5 76 3 0 COG ft 0 � 5 7 > s �,a„.. p ©© NidMSn a�:. 242 Y 10 Totals: = 36x: �� i i 44 `2 . , -.242 .36 '�© d COG - r r ,; t X: �'.-^:z- 7-,$ , _ v© * a 1 .. 1.0 :rye' - ota 118 9 2< �. .,„ {' 4 41 1 815 COGft ..'i.a.; .�,-P .�(� *sw,3�'*' "��”a d ;. X: 0 . Y: 10.r _ .. <: �. .�;. Member Section Deflections LC 1 Member Label x in " 1IIIIIZIIMNNIINNIJ Sec 1 0 in n U Ratio MO 4 007 N � • 12�=111111111111111 . 013 0r z _ a. , NGS w : ittibMA 7 c; MN7� � x: 0 NC -.095 9 ,m _ mi ria ir a : rib 4 x 1269 556 X180 4 -.692 X850 481 111111111011111111111111111 �� e.g5 0 � 173.29 1 1 ' b 13 0 . b7�1U��k f �� �_ � 16927 =14„ � 005 467.307 4-i-415154• 3.705 © -.01 -.82 146.293 Member Section Forces � LC Member Label Sec Axial k Shear k 2 r 1 5 76 0 Moment k-ft 3 V ,a W 2 tRg ._F 760 attataitrimmtto © '�� g � 4 ��� `� � ,. 576 � � ��, # � � �® '���,� . ” t ,a = "' 3 �,:x' .. r 4, _,±, a ek t. 7C`.=:3&'.fid: -9 .a 0 tRviiilif Q '- r _ ,s - t '^© d'', P.' 6 a ,Y-3""" P .#�`q 4 ':.s:"-' ` ,..; --s':2:42,,s.`` mot 9 m w r , W<s o _ .. .242 " 1.515.. �+�,�. ,�'" ��;s'�` �'`aC' `h _: .3 :P✓�' .� _ 4 .36 '"� ��"' ��'� 4 ate" € gi .�.-x'"� x z 1 1111111111M11_ . t'© lmstm i 4 4 � kid 242' 6 1 F 2 - = 441 Vit: ,, a 181 1 815 �, - © 4 41 .1&1 136' �' 181 ��� ®_.,. t e.0 of.4;41.$.a .s 908 4.41 .181 0 Member Section Stresses LC Member Label 1 Sec Axial ksi Shear ksi To. 6 0 end.. . Bot Bend_. .. 0 2 M 3 *inn2 -_ "'� (jaw,.4:P .. >.�gt OaE:�d w d .` } � e�y °l" '`�` .r..*,�:.;; -:a ii '" 4~ x.:4a is 3. 5G- a;'�.`',°; £ i ;°'.,' "qw&.- s_. 0 0 fFi RISA-2D Version 7.0.0.6 p � m °'���0 ��` -�' [C:\RISA2\steel ort TIGARD REPAIR col.r2d] Page 3 Company Apr 9, 2018 NumDesignerber 6721 Tigard Repair(carport) 2:04 PM Checked By: (, Member Section Stresses Continued 5 LC Member Label Sec Axial ksi - Shea ksi To. B 16 5 3 252 endin• ksi Bot Bendin• ksi 'Po0 0 7 0 Ya"2®�0. :`3^r 3. f�' —1.3. ;7 -; 3:' .26 1.882 �3 882 9 882 9 :p 203 2. -6 � ' 4 .203 5 11 SOF 26 3 294 3 294 r � ..2 49 .195 -9.882 9.882 2 2 y .;`,195 r� 10311111111111111........11111111 �= : © 2.49 .195 -4.941 + .4.941 �, �ry 4 24x » _ °: 3 .zc © 2.49 .195 0 0 Member RISC - . . Steel Code-t;-- ks B Combination Me Loc ft Shear UC Loc ft Fa ksi Ft ksi - 1 - C 0_v��HSS4X4X2 .556 0 000 Fb ksi Cb Cm E•n ;�,c,=�k2 ; �: .�t�� �5 ~4 '�� . .-� ;�- ,� .. 0 5 852 27 6 1 75 ©©R M1 .4X2, .4.851 ,® "©14> 0 5°852 ;pi-4116'A26 H1 1 HSS4X4X2 .799 �� .011 X27 0 5.852 27.6 27.6 1.75 .6 H1-1 RISA-2D Version 7.0.0.6 [C:\RISA21steelport TIGARD REPAIR col.r2d) Page 4 X72( ii- �_tS DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING - (CE a s • FORCE = 242 LBS. HEIGHT = 9 FT. ABOVE GRADE, MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 2 . 5 FT. « 3° LI, POLE/FOOTING IS NON—CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 3 .25 FT. DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 242 LBS. • HEIGHT = 9 FT. ABOVE GRADE, MAX SOIL BEARING PRESSURE FOOTING DIAMETER = 2 . 667 FT. PSF/F - 2� CP POLE/FOOTING IS NON—CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED _ 3 .25 FT. FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 1426 LBS. MINIMUM WEIGHT = 2139 LBS. DIAMETER OF FOOTING = 2 .5 MINIMUM FOOTING DEP ' = 2 .25 FT. ANGLE—OFF—VERTICAL = DEGREES. WEIGHT OF CONCRETE = 1656. 698 LBS . WEIGHT OF SOIL (CONE) = 661. 1537 LBS . DENSITY, CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF A 44 ,05)PF.3°P% .�• X 9381 9 Z OON -72 —• Ict_i— cg fLfZ — 15 . ' Cry06e-C r( 0 6S A K- 5-?A-#. -"To -BiCo►JOG n ; T � l2 #12 self-tapping �(Z (---- screws at 9" o/c, • typical. 4---1 (----- 26 gauge X-Span roof deck. 29 gauge, okay. (... , Cee beam: 12' x 3" x 12 gauge (Fy = 55 ksi) 013PR°:59.1,c,: i .k4 `' ,9. t_, /17---41 93812 V-\ „....,` rA�t}',22,19 . .•, EM(s) -To - Cow ii t Co N c-Tt o (./N--c- ox\s-r-c LrDe-A(A) (11450 Ct -ax) New beam: Existing beam: Cee beam: 12' x 3" By others. x 12 gauge (Fy = 55 ksi) (8) #12 self-tapping I screws, as shown. 4, I., 1 . J 12, • « i z 1 I 1 HSS4x4x1/8" I ' steel tube column. ' ( f> I T :::(:\u-7* -;r' 'c"P -4 081 r !-=. max = 218 ' Metx . 3Zfo ,, �'('y c (r ) (3) (VX� � 4 \ v '' (o'n rj',CZ . -t - (8 fL2 ^ n 13ea m - T d — Co LAM Co►3IScT o K << 2i-0 9 -- 0 >"? GCee beam: 12' x 3" x12gauge (Fy = 55ksi) • • c (8) #12 self-tapping screws, as shown. r / � I l HSS 4x4x1/8" le steel tube column. i Tti, ,\ �D PRQP , 9381 5760vk Cz't/) = C� \ LoRE1� `x22,'09 } V 9 1 T Ptc,At.._ Net...l (:)0--r( K..‘4 sG-rt o Q ; 1 ( HSS 4x4x1/8" steel tube column. I ' I , I • II 1I I Augered concrete I I footing: do NOT form. No Sonotubes. -j14-7j)77-1----T-1 :-:------7/4-11-7 l - II y o l . I I / i5/8" diax14" steel • / ` 1 I - all-thread rod thru / �_I l C/L of tube column. / I l • I • 1 1 , /7 / 7 / / 7 /// �� Typical each way, I 0 3typical. OREGON NI colOS 1 I