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Specifications y r `x I , 1 1 I f CLIENT: Christie Architecture PROJECT: FS&S Roof Screens PROJECT NUMBER: 20-144 DATE: 12/09/2021 BY: Munzing Structural Engineering Design Criteria 1 General Building Department Washington County Building Code/Year 2019 OSSC Roof Loads Snow Load 25 psf Dead Load 15 psf Floor Loads Deck Live Load 100 psf Dead Load 12 psf Wind Loads A Design Wind Speed(3-Sec Gust) 120 mph Exposure B , 1 Seismic Loads Project Site Zip Code 97223 Seismic Soil Site Class D Special Seismic Ordinances/Notes:None 1 K Soil Parameters Allowable Soil Bearing Pressure 1500 psf 1/3 Increase for Wind/Earthquake forces? yes Minimum Footing Depth 18" Active Pressure(unrestrained) 40 pcf { Active Pressure(restrained) 60 pcf Passive Pressure 250 pcf Coefficient of Friction 0.35 Additional Ordinances/Notes:None Munzing Structural Engineering::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 2 of 18 ` 2= 6 Munzing Project No. Sheet No. structural engineering 20_ 144 Project (J Date FS & S g0 o fr 5CYttAA 1 a f eq 12o2../ Subject By W;Md Loads $uA 1 d iw C.. ,0„raaLrisfhts , V d Load..S µ 26 ,3 ' posu.r Z - 1 ri,p dx't ce 04 14 .10 ps-i F1r = 9 4 (GCti) A B kattv,,i {pyre AS CE 1-16 G/C1, f• 9 Munzing Structural Engineering ::15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 3 of 18 Munzing Project No. Sheet No. structural engineering 20 - 1 44 'y Project Date F S & S p o0-f Scy a A.1 Subject S'taur o M 't `Roof Fxaw.41v-t c i i 0 in By 14 -E R •ic'(2 44 L G 5 fi 44 l ge.QA4k i4,,L'o M use KSS 4x4 x j6, v -, 0 . 4-q 3 Kr•ps ex,'Si-;K q 2 Xtp laool }erv.1 Et, ri '2/ �}-as") - 4.83 9•2s 4-•25" 12. c tiwa.r TwAs.'0 LA MI ; el�-604 'ko Qo Lt3 S� <<2 dt'n 4{4 batt$ 6bkf� r-apa (-IT 2.0 fiy ] Ay = ►1}PI 1b s (} 4 7 461br smote '*k4e,r peat AsTM F Y 44 Sidetme4viktir ��t cyu Like.k cl Cex+'sf�' ,M w) 2-5 1 C. C tk- N. / Munzing Structural Engineering :: 15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 4 of 18 t Munzing Project No. Sheet No. structural engineering 2.-0 - 14-4 p goo Project S S 00 S CYR..GU Subject 1oG14;/At COutgt tbN By AK ar; ,g 10.14(.7 't n `~ (*a t4 14. 10 psf use 6 x to 1tbck.,•11 • G,C7 - I. 1.8 O'} 14- .fit • `s 01)62') 9 4 3 l 2s T ' 1;04: 9 to;4 a t 0 rotor tx.11)'Y S -) 1 al I S bs oy • rr t r C 14,0 s x 4 x 1 j x o L s hap 5i- t1 1 Sps 1.51+ z Screws C)•6) (2-5 ) i 4-be, 119s regpirtA •# of scyCws = tq q I•s , 4'43 7 5. 4 000 cx Se S Scycws Feist anille Munzing Structural Engineering::15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 5 of 18 • A - 8 Munzing �I Project No. Sheet No. structural engineering o..a -I 4-4- Date �" Project &5 g c a i` Sc Y Subject C of S Vortµtel Sero 0S By r7 a d. w 26.'r ps4 VoLt Q.u. Z. -t • load = 53 '15S pl 5?am ; 5 .1-5 -� 'R25 A 2.1) tiSt 35052so - 43 the e y o►, 35-0 s - 33 o4 '/ DL = (2 ) C 1'35 Ps� 2-4- tib1 .5. - of 24 t 4"^Q,( g 'R-T S IA 29 Pea.d Load Cori 350 $'t2S — 33 scc :ia O lc 11 Munzing Structural Engineering :: 15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 6 of 18 Munzing Project No. Sheet No. structural engineering 2_0 - i 44 Project rS� S 4 rtVatAA Date Subject BY S t¢.o t SI" u k S s S+cw�i4o k 0,4 . cevA.e4, C %4 e .ut^ A 14 4.- 5Ltd, STvO. 1:0 K;S Sfia_. ..a�, (-Loose l- 3 X 3 ?( G1te to s c (4) 4" to S vi s S CY cwS c LA-cw caracAy rtn' s4'► ew 263 \bs S i 6 v. capacity pew SOY E.w tj - otat 10q \t pea ovay = 345 ibS. V v1(4 — 3 b tbs -( row 12-2SA - .9) 2 6 3 o_K ✓ 4 yi9 d C %al^ :If p fa,;, fi-o S a ,ck t let ,,,La „ea y (Z) (a .92x) = y • ZS6 Load off fop rail 5%1.51) ( 2' ) (' *- to) (`� g0a--tbs DA,ea. We1c 4'1 k,;d e _ I- 4.2 4- 1bs . 340 p,iK.l SGYL*N };O St.cat Studs N Loud ati. 5 -tua 30q ►bs (sisti y laud o >r Top gait) ( p s tvt IsAunzoVrtielptal Eng i erinq t1�5 6th Au „ Pgrtlarui�.QFt'4�1 t.:T1540.919919 Met of 18 b•V•' V/ mot" _ Munzing Structural Engineering Project Title: 15 SE 16th Ave. Engineer: Portland,OR 97214 Project ID: ph:503-477-5936 Project Descr: Printed. 9 DEC 2021, 3:42PM Steel seam File:20-144 Wind Loads on Roof Sttructures.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06009470 Munzing Structural Engineering DESCRIPTION: S1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(0.15404251 -_-:::.1E_ HSS4x4x1/8 Span=6.333 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: W=0.02679 ksf,Extent=1.0-->>6.333 ft, Tributary Width=5.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.330: 1 Maximum Shear Stress Ratio= 0.035 : 1 Section used for this span HSS4x4x1/8 Section used for this span HSS4x4x1/8 Ma:Applied 1.807 k-ft Va:Applied 0.4929 k Mn/Omega:Allowable 5.483 k-ft Vn/Omega:Allowable 14.003 k Load Combination +0.60W Load Combination +0.60W Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.250 in Ratio= 608 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 6.33 ft 1 0.000 9.16 5.48 1.00 1.00 -0.00 23.38 14.00 +0.60W Dsgn.L= 6.33 ft 1 0.330 0.035 -1.81 1.81 9.16 5.48 1.00 1.00 0.49 23.38 14.00 +0.450W Dsgn.L= 6.33 ft 1 0.247 0.026 -1.36 1.36 9.16 5.48 1.00 1.00 0.37 23.38 14.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0.60W 1 0.2499 6.333 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.493 Overall MINimum 0.370 +0.60W 0.493 +0.450W 0.370 Munzing Structural Engineering::15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 8 of 18 ljl;t. r ti Z X • -.05k/ft �• I e� he,� eA ee ee eeeN eee pqe 2 Loads:BLC 1,WIND Results for LC 17,IBC 16-15 MSE SK-2 AK FS&S Dec 9, 2021 at 3:39 PM 20-144 Wind Studs.r2d Munzing Structural Engineering::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 9 of 18 Company : MSE Dec 9, 2021 of > r r I r Designer : AK ,tt A ,P. Job Number : 20-144 Checked By T E c H N o l o c I E s Model Name : FS&S Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes3 Gravity Acceleration (ft/secA2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence Tol. (1.E-) 4 Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative) RISAConnection Code None Cold Formed Steel Code AISI S100-10:ASD Wood Code AF&PA NDS-12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM 1-10: ASD -Building Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA61 5 Min % Steel for Column 1 Max% Steel for Column 8 1 Cold Formed Steel Properties Label E jksi] G[ksi Nu Therm(\1E5 F) Density[k/ft^3] Yield[ksi] Fujksi] 1 A570 Gr.33 ' 29500 11346 .3 .65 .49 33 52 2 A607 C1 Gr.55 29500 11346 .3 .65 .49 55 70 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A[n2] I(90,270)[i...I(0,180)[in... 1 CF1 350S125-33 Beam CS A570 Gr.33 Typical .21 .036 .388 T 2 CF2 350S250-43 Beam CS A570 Gr.33 Typical .424 .38 .906 3 CF3 1250S125-18 Beam CS A570 Gr.33 Typical .097 .019 .1 4 CF4 250S125-33 Beam CS A570 Gr.33 Typical .176 .033 .178 RISA-2D Version 13.0.0 [C:\...\...\20-144 FS&S Remodel\Calculations\Roof Screen\Wind Studs.r2d] Page 1 Munzing Structural Engineering :: 15 SE 16th Ave., Portland. OR 97214::503.477.5936 Page 10 of 18 _ . .. - , w Company : MSE Dec 9, 2021 ir i. r „ . ' P Designer : AK r Job Number : 20-144 Checked By TECH N O L O GIE S Model Name : FS&S Joint Coordinates and Temperatures Label X[ft] Y [ft] Temp[F] N1 0 0 0 2 N2 I 5.75 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Rotation[k-ft/rad] Footing f ! 1 N1 Reaction Reaction 2 N2 Reaction 7 Cold Formed Steel Design Parameters Label Shape Length[... Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp bot...K-out K-in Cm Cb R Out s...ln sway 1 M1 CF1 5.75 Lb out t Member Distributed Loads (BLC 1 : WIND) Member Label Direction Start Magnitude[k/ft,F End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%o] I1 M1 Y -.05 -.05 0 5.75 Load Combinations Descnption Solve PD._SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IBC 16-8 DL 1 2 IBC 16-9 , DL 1 LL 1 LLS 1 3 IBC 16-10 (a) ' DL 1 RLL 1 4 IBC 16-10 (b) DL 1 SL 1 SLN 1 5 IBC 16-10 (c) DL 1 RL 1 6 IBC 16-11 (a) DL 1 LL .75 LLS .75 RLL .75 7 IBC 16-11 (b) DL 1 LL .75 LLS .75 SL .75 SLN .75 8 1BC 16-11 (c) DL 1 LL .75 LLS .75 RL .75 g IBC 16-12 (a) DL 1 WL .6 10 IBC 16-12 (b) DL 1 EL .7 11 IBC 16-13 (a) DL 1 WL .45 LL .75 LLS .75 RLL .75 12 IBC 16-13(b) DL 1 WL .45 LL .75 LLS .75 SL .75 SLN .75 13 IBC 16-13 (c) DL 1 WL .45 LL .75 LLS .75 RL .75 14 IBC 16-14 (a) DL 1 EL .525 LL .75 LLS .75 RLL .75 15 IBC 16-14 (b) DL 1 EL .525 LL .75 LLS .75 SL .75 SLN .75 16 IBC 16-14 (c) DL 1 EL .525 LL .75 LLS .75 RL .75 17 IBC 16-15 Yes DL .6 WL .6 18 IBC 16-16 DL .6 EL .7 Load Combination Design Descnption ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Masonry Footings Aluminum 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-10 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-10(b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes RISA-2D Version 13.0.0 [C:\...\...\20-144 FS&S Remodel\Calculations\Roof Screen\Wind Studs.r2d] Page 2 Munzing Structural Engineering ::15 SE 16th Ave., Portland.OR 97214::503.477.5936 Page 11 of 18 .,uxrxxnrtarsssr ,..tun:ru,r s ✓nt.a ,.rruutt.fiHaJsuaeetttaitatttattNtiiseAiawtX'uiJt4wiviur:..rue.,a...r,,.. ,,.,,,:,e. ,......n .rzaxrwu a:u,:feststauuuul:rusaawatxeudrx>f'.uriaaf,u,Leur+aeNaes'eHuusr..sss...:. Company : MSE Dec 9. 2021 Designer : AK , Job Number : 20-144 Checked By__ TECHNOLOGIES Model Name : FS&S Load Combination Design (Continued) Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Masonry Footings Aluminum 5 IBC 16-10 (c) 1.15 1 Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-11 (c) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes g IBC 16-12 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-12 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-13 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-13 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-13 (c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-14(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-14 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14 (c) 1.6 Yes , Yes , Yes Yes Yes Yes Yes Yes 17 IBC 16-15 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-16 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Member Section Stresses LC Member Label Sec Axial[ksi] Shear[ksi] Top Bendinq[ksi] Bot Bendinq[ksi] 1 17 M1 1 0 .913 0 0 2 2 0 .456 5.037 -5.037 3 1 3 0 0 6.716 -6.716 4 4 0 -.456 5.037 -5.037 5 J 5 0 -.913 0 0 Member Cold Formed Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] PniOm[k] Tn/Om[k] Mn/Om[k-ft] Cb Cm Eqn 3 1 17 M1 350S12... .603 2.875 .084 0 2.538 4.155 .206 1.136 1 .85 C5.2... RISA-2D Version 13.0.0 [C:\...\...\20-144 FS&S Remodel\Calculations\Roof Screen\Wind Studs.r2d] Page 3 Munzing Structural Engineering ::15 SE 16th Ave., Portland. OR 97214 ::503.477.5936 Page 12 of 18 Beam: M1 Shape: 350S125-33 Material: A570 Gr.33 Length: 5.75 ft I Joint: N1 A k J Joint: N2 LC 17: IBC 16-15 Code Check: 0.603 (bending) Report Based On 97 Sections .086 at 0 ft fa ksi V -.086 at 5.75 ft 6.716 at 2.875 ft M r � rzy k-ft ! �€e "f�✓{�o f11�°ij:`dl` f„E��39fijjf t2'�;�rs���1 A�� I fc ksi -.124 at 2.875 ft ft ksi D in -6.716 at 2.875 ft -.065 at 2.875 ft AISI S100-10: ASD Code Check Max Bending Check 0.603 Max Shear Check 0.084 Location 2.875 ft Location 0 ft Equation C5.2.1-2 Max Defl Ratio L/1069 R (D6.1.1) Not Used Fy 33 ksi Out Plane In Plane Pn/Q 2.538 k Cm .85 Tn/Q 4.155 k Lb 5.75 ft 5.75 ft Mn/a .206 k-ft KL/r 166.027 50.815 Vn/Q 1.024 k Cb 1.136 L Comp Flange 5.75 ft L-torque 5.75 ft Taub 1 Munzing Structural Engineering ::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 13 of 18 •Y Z• X -.0031dit 1`, 1111 E 4 it 4444 . P1� .4147, 11 , 3 ��e Loads:BLC 1,DEAD MSE SK- 3 AK FS&S Dec 9, 2021 at 3:41 PM 20-144 Wind Studs-Dead Load Check.r2d Munzing Structural Engineering:: 15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 14 of 18 _..._. .... .... . ............. ..................... ,... ... ..•,... ........wn«- s.+.xennxwnane+mn+xr.+n+ u..varav, ...-. e..+i...xu lfutaatrrudee.M9iueN:Nxa1}{NutauHatWIaNH.hLltfxatlH»aiwU+areNasutadr++eurr.. s Company : MSE Dec 9. 2021 r r 4,F. ., r F Designer : AK " / ' 1' Job Number : 20-144 Checked By — TECHNOLOGIES Model Name : FS&S Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes3 Gravity Acceleration (ft/secA2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence Tol. (1.E-) 4 Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative) RISAConnection Code None Cold Formed Steel Code AISI S100-10:ASD Wood Code AF&PA NDS-12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11:ASD Aluminum Code AA ADM 1-10: ASD-Building 'Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET_ASTMA615 Min % Steel for Column 1 Max% Steel for Column 8 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm(\1E5 F) Density[k/ft^3] Yield[ksI] Fu[ksi] 1 A570 Gr.33 29500 11346 .3 .65 .49 33 52 2 A607 C1 Gr.55 j 29500 11346 .3 .65 .49 55 70 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A[n2] I(90,270) [i...l(0,180)[in... 1 CF1 350S125-33 Beam ! CS A570 Gr.33 Typical .21 .036 .388 2 , CF2 350S250-43 Beam CS A570 Gr.33 Typical .424 .38 .906 3 CF3 250S125-18 Beam CS A570 Gr.33 Typical .097 .019 .1 4 CF4 250S125-33 Beam CS A570 Gr.33 Typical .176 .033 .178 RISA-2D Version 13.0.0 [C:\...\...\...\Calculations\Roof Screen\Wind Studs- Dead Load Check.r2d] Page 1 Munzing Structural Engineering ::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 15 of 18 Company MSE Dec 9, 2021 1 Designer : AK Job Number : 20-144 Checked By TECHNOLOGIES Model Name : FS&S Joint Coordinates and Temperatures Label X[ft] Y [ft] Temp[F] N1 0 0 0 2 N2 5.75 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Rotation[k-ft/rad] Footing 1 1 N 1 Reaction Reaction 2 N2 Reaction Cold Formed Steel Design Parameters Label Shape Length[... Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp bot...K-out K-in Cm Cb R Out s...In sway 1 M1 CF1 5.75 Lb out Member Distributed Loads (BLC 1 : DEAD) Member Label Direction Start Magnitude[k/ft,F End Magnitude[k/ft,F] Start Locationlft,%j End Location[ft,%]__ 1 M1 Y -.003 -.003 0 5.75 Load Combinations Descnption Solve PD...SR... BLC Factor BLC Factor BLC Facto r BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IBC 16-8 Yes DL . 1 2 IBC 16-9 DL 1 LL 1 LLS 1 3 IBC 16-10 (a) DL 1 RLL 1 4 IBC 16-10(b) DL 1 SL 1 SLN 1 5 IBC 16-10 (c) DL 1 RL 1 6 IBC 16-11 (a) DL 1 LL .75 LLS .75 RLL .75 7 IBC 16-11 (b) DL 1 LL .75 LLS .75 SL .75 SLN .75 8 IBC 16-11 (c) DL 1 LL .75 LLS .75 RL .75 g IBC 16-12 (a) DL 1 WL .6 10 IBC 16-12(b) DL 1 EL .7 11 IBC 16-13 (a) DL 1 WL .45 LL .75 LLS .75 RLL .75 12 IBC 16-13(b) DL 1 WL .45 LL .75 LLS .75 SL .75 SLN .75 13 IBC 16-13 (c) DL 1 WL .45 LL .75 LLS .75 RL .75 i4 IBC 16-14(a) DL 1 EL .525 LL .75 LLS .75 RLL .75 15 IBC 16-14 (b) DL 1 EL .525 LL .75 LLS .75 SL .75 SLN .75 16 IBC 16-14(c) DL 1 EL .525 LL .75 LLS .75 RL .75 17 IBC 16-15 DL .6 WL .6 18 IBC 16-16 DL .6 EL .7 Load Combination Design Descnption ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Masonry Footings Aluminum 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes I Yes Yes 2 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes , 3 IBC 16-10 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-10(b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes RISA-2D Version 13.0.0 [C:\...\...\...\Calculations\Roof Screen\Wind Studs- Dead Load Check.r2d] Page 2 Munzing Structural Engineering::15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 16 of 18 Company : MSE Dec 9, 2021 1 . ' 9" Designer : AK „Are;1 ,, Job Number : 20-144 Checked By. TECHNOLOGIES Model Name : FS&S Load Combination Design (Continued) Description ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete Masonry Footings Aluminum 5 IBC 16-10 (c) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-11 (a) 1.25 , Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-11 (c) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes g IBC 16-12 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-12(b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-13 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-13 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-13 (c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14 1BC 16-14(a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-14 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14(c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-15 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-16 , 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Member Section Stresses LC Member Label Sec Axial[ksil Sheariksi] Top Bending[ksil Bot Bending[ksi]_ 1 1 M 1 1 0 .166 0 0 2 2 0 .083 1.093 -3.279 3 r 3 0 0 1.458 i -4.372 4 ] _ 4 0 -.083 1.093 -3.279 5 1 5 0 -.166 0 0 Member Cold Formed Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pn/Om[k] Tn/Om[k] Mn/Om[k-ft] Cb Cm Eqn 1 1 M1 350S12... .227 2.875 .011 0 .995 4.155 .062 1 .85 C3.3..1 . I i I', RISA-2D Version 13.0.0 [C:\...\...\...\Calculations\Roof Screen\Wind Studs- Dead Load Check.r2d1 Page 3 Munzing Structural Engineering ::15 SE 16th Ave., Portland,OR 97214::503.477.5936 Page 17 of 18 • Beam: M1 Shape: 350S125-33 Material: A570 Gr.33 Length: 5.75 ft I Joint: N1 A k J Joint: N2 LC 1: IBC 16-8 Code Check: 0.227 (bending) Report Based On 97 Sections .01 at 0 ft fa ksi V k -.01 at 5.75 ft 1.458 at 2.875 ft m Va fc ksi -.014 at 2.875 ft ft ksi D in -4.372 at 2.875 ft -.078 at 2.875 ft AISI S100-10:ASD Code Check Max Bending Check 0.227 Max Shear Check 0.011 Location 2.875 ft Location 0 ft Equation C3.3.1-1 Max Defl Ratio L/880 R (D6.1.1) Not Used Fy 33 ksi In Plane Out Plane Pn/s2 .995 k Cm .85 Tn/Q 4.155 k Lb 5.75 ft 5.75 ft Mn/s2 .062 k-ft KL/r 166.027 50.815 Vn/Q .88 k Cb 1 L Comp Flange 5.75 ft L-torque 5.75 ft Tau_b 1 i I Munzing Structural Engineering::15 SE 16th Ave.,Portland,OR 97214::503.477.5936 Page 18 of 18