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Report 9S-71 S 4) 5 4- (52_ Job No. 14-705 Sheet No. Cover/12- 1 1111 By over 12- By APB Date 7111114 RECEIVED JUL 16 2014 CITY OF TIGARDrr`' CARUSO BUILDING DIVISION fess TURLEYG1NF y SCOTT CLIENT: `� 13129 9 9r. Timothy G. Pleger, R.A. structural 15640 North 7th Street, B9 111k0- engineersPhoenix, AZ 85022 -2 tiOREooN 9G �I!21, VJ—: )(S PROJECT: EXPIRES: 6/30/16 Made in Oregon TI — Washington Square 9589 SW Washington Square Road Tigard, OR 97230 STRUCTURAL ENGINEERING EXCELLENCE PARTNERS Richard Turley,PE GENERAL INFORMATION: Paul ScottPE,SE Sandra Herd,PE,SE,LEED AP BUILDING CODE: 2009 IBC Chris Atkinson,PE,SE,LEED AP Thomas Morris,PE,LEED AP Richard Dahlmann,PE A 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774-1701 www.CTSAZ.com File:Calc Cover 11.dot MAL l n 11 N1 1 U tyEXISTING 1 DEMISING I 1 WALL A S I S2.1 IIii EXISTING ii CN DEMISING 1 1 1 TINE R EXISTING E WALL�i 1 I) 1 TS STRUT ABOVE IIEXISTING STEEL 1 i 1 i' COLUMN 1 1 li ROLLING GRILLE PER LINE OF EXISTING '' ARCH'L, SUPPORTS TS STRUT ABOVE PO 0 OP PER GRILL MFR. i 1 ��'I� " - - _ -- -- - _ - - - - -� 1 — 0 0 02 o _LT 05 tf- - = B3-- -- -- - zs- B S2.1 05 A I S2.1 STEEL POSTS -- TYP WHERE SHOWN PER DETAIL 01 42 ..c VC-111 1)4rd CARUSO TURLEY SCOTT Job Name 4j ` ' structural engineers 1215 W.Rio Salado Parkway,Suite 200 w Tempe,Arizona 85201 y T:4$0 714-1700 • F:480 774-1701 Job No. f a Sheet No. www.ctsaz.com By ' ' Date SO)47, tilneli947q 1 091,f--)7 PM? t-Opil.:() : tO r ccirF 4,,p_4_, ,..„, i i - - 4 b ti4c, fi vr-t- /o, r) Its - i i t V ' 11,ii., --c-4 1 : , s,,-gite /71:--,3pf),..__L___H__ 4_ _ _ t p ,A 132,,,,,i ------w--- ----71 3 1 bt r. f s ,f 9 YYfff QICi44'1w riri:- 110 r `: t� . Y x-06 ! . ci 5 . /12 ' or , c" i s ' 1 1, e I . , diltit o ic- Iv tx4.4.-- + may. P,. t_ ....: .1A 14,11,,,,,... Morithi rii /\ 2001 North American Specification ' Project: 14-705-Made In Oregon TI Date: 7/11/2014 Model: B1 �� ^ae a .� :y: \:"t* �y�. ^a,., �u" �5\\C� \\: \\F`\cti�.:1n�\ �\ :\"� �\`¢O.y�. '�\.. ,�:�'�,.,w�\\��'�"\\:�,�.we"�ti�. ``'`z`r`, �v `a\ F \,�.: `�:\,` 4 .y ,4. `nib>x.. :a 1� \� ."\�a�.\CtC��\ ��� :iq`.���a. \.�3,Z,,\.,R `y\a..,' ,. ray\�,. 11, .\ C, \ , �' •\'''5. s�": \ \4\ \a \ ‘tcd��\i \�\\tiG,,,,„s\id*.p. x\ %� �.`a-� C ltk . t R1 R2 10.00 ft Section : (2)8005162-43 Boxed C Stud (X-X Axis) Fy= 33.0 ksi Maxo= 3356.8 Ft-Lb Moment of Inertia,I= 9.000 in^4 Va= 2102.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Center Span 1500.0 0.447 1500.0 Full 3356.8 0.447 0.102 L/1180 Combined Bending and Web Crippling • Reaction or Load Brng Pa Mmax lntr. Stiffen Pt Load P(Ib) (in) (lb) (Ft-Lb) Value Req'd? R1 600.0 3.50 761.5 0.0 0.95 No ` R2 600.0 3.50 761.5 0.0 0.95 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 600.0 0.0 1.00 0.29 0.00 0.08 NA R2 600.0 0.0 1.00 0.29 0.00 0.08 NA P . C) 2001 North American Specification Project: 14-705-Made In Oregon TI Date: 7/11/2014 Model: B2 �&,.:�i"�_s eP•� ` ` - � '+\a?� `����F�":^cv�v:S -q.� ec�'Z�,6���5.:3� ° 'Y'.�. �A `titi. ol1, '",: lb/ft it t R1 R2 18.00 ft Section : (2) 10005162-54 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 7844.4 Ft-Lb Moment of Inertia, I= 18.781 inA4 Va= 3321.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 4860.0 0.620 4860.0 Full 7844.4 0.620 0.512 U422 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft-Lb) Value Req'd? R1 1080.0 3.50 1679.9 0.0 0.77 No ` R2 1080.0 3.50 1679.9 0.1 0.77 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1080.0 0.0 1.00 0.33 0.00 0.11 NA R2 1080.0 0.1 1.00 0.33 0.00 0.11 NA /\ . i0j 2001 North American Specification Project: 14-705-Made In Oregon TI Date: 7/11/2014 Model: B2a P1 P2 l O�\ ,.\�s �.w.- w�a'"�j°� �� ��,��.�... �k"�a y..y\,-e.\\�y`.�:.•�"���Z,���`\(-`�'\\ `�a�i•M\\£��Y.`"`; ..\��w �`•�����������.�.\:���... �.2�a\tii�.S\ �\ i�i�;,: a. , , .N. �� .Oa s F.\ . \fie\ C S \,`i \ `.; �h; U • I lir R1 R2 13.00 ft Point Loads P1 P2 Load(lb) 800 800 X-Dist.(ft) 3.00 10.00 Section: (2) 10005162-54 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 7844.4 Ft-Lb Moment of Inertia, I= 18.781 in^4 Va= 3321.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 4934.9 0.629 4934.9 Full 7844.4 0.629 0.286 L/545 Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft-Lb) Value Req'd? R1 1580.0 3.50 1679.9 0.0 1.13 No R2 1580.0 3.50 1679.9 0.1 1.13 No P1 800.0 3.50 3309.9 4187.8 0.82 No P2 800.0 3.50 3309.9 4201.1 0.83 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 1580.0 0.0 1.00 0.48 0.00 0.23 NA R2 1580.0 0.1 1.00 0.48 0.00 0.23 NA P1 1222.7 4187.8 1.00 0.37 0.53 0.42 NA P2 1221.2 4201.1 1.00 0.37 0.54 0.42 NA /� 2001 North American Specification ' Project: 14-705-Made In Oregon TI Date: 7/11/2014 Model: B3 � �\ \N x\0\4 `'', ,'N'$kt\ \a \� �\WO \ �� ,A;c4,1\k\*. .., Unlf LO I j. I T i R1 R2 7.00 ft 18.00 ft Section : (2) 10005162-54 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 7844.4 Ft-Lb Moment of Inertia, I= 18.781 in'4 Va= 3321.7 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 2940.0 0.375 1876.9 Full 7844.4 0.239 0.139 L/1207 Center Span 3501.1 0.446 3501.1 Full 7844.4 0.446 0.328 L/658 • Combined Bending and Web Crippling Reaction or Load Bmg Pa Mmax intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd? • R1 2083.3 3.50 3309.9 2940.0 1.13 No R2 916.7 3.50 1679.9 0.1 0.65 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffen Stiffen R1 1243.3 2940.0 1.00 0.37 0.37 0.28 NA R2 916.7 0.1 1.00 0.28 0.00 0.08 NA CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Ii ? Sheet No. 6 T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date 4 ��)z, 044 • 6 ig trrpcv'p{r 4,44,4 . . i t 'ltt.E and WeldsCapacities) Fasteners: (Screws SSMA • Screw Table Notes q 1. Capacities based on section E4 of the AISI 2004 Specification. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values.Tabulated values --- assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD)and include safety factor of 3.0. 4. Where multiple fasteners are used,screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter(d) 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter(d) of the screw. 6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip,or pullover capacity for sheet closest to screw head (based on head diameter shown) 7. Note that for all tension values shown in this table,pullover values have been reduced by 50%assuming eccentrically loaded connections that produce a non-uniform pull-over force on the fastener. 8. Values are for pure shear or tension loads. See AISI section E4.5 for combined shear and pull-over. 9. Higher values,especially for screw strength, may be obtained by specifying screws from a specific manufacturer. See manufacturer's data for specific allowable values and installation instructions. 10. Shear and tension data for screws was developed with the assistance of the Wei-Wen Yu Center for Cold-Formed Steel Structures(CCFSS), using manufacturers'data and evaluation reports available at the time of publication. Allowable Screw Connection Capacity (Pounds Per Screw) 46 Screw , #8 Screw #10 Screw 412 Screw 114 Screw Thickness 'fieslgn FyYaeld Fu Tensile 0138'dia;1/4" •Head 0.164 dia;5/16"Head 0190"dia;0.340"Head 0.216 dia,0.340 Head 0.250"dia,0 409"Head (Mtls) Thickness (kst) (ksi) _. Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension 18 l 0.0186 33 33 44 24 48 29 52 33 55 38 60 44 21 0.0283 33 33 62 37 89 43 96 50 102 57 110 66 30 0.0312 33 33 95 40 103 48 111 55 118 83 127 73 33 0,0346 33 45 151 61 164 72 177 84 188 95 203 110 43 0,0451 33 45 214 79 244 94 283 109 230_ 124 302 144 54 0.0586 33 45 214 84 303 118 370 137 394 158 424 180 68 0.0713 33 45 214 84 303 118 406 159 525 196 600 227 97 0.1017 33 45 214 84 303 118 406 159 525 205 704 275 118 0.1242 33 45 214 84 303 118 408 159 525 205 704 275 54 0.0566 50 35 214 84 303 118 406 159 525 205 - 613 281 68 0.0713 50 85 214 64 373 118" 406 159 525 205 704 275 97 0.1017 50 65 214 84 303 118 406 159 525 205 704 275 116 0.1242 50 65 214 84 303 118 476 159 525 205 704 775 Weld Table Notes 1. Capacities based on section E2.4(for fillet welds)and E2.5 (for flare groove welds) of the AISI Specification. 2. When connecting materials of different steel thicknesses or tensile strengths,use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD)and include appropriate safety factors. 4. Weld capacities are based on either 3/32"or 1/8"diameter E60 or E70 electrodes. For materials thinner than 68 mil, 0.030"to 0.035"diameter wire electrodes may provide best results. 5. Parallel capacity is considered to be loading in the direction of the length of the weld. 6. For flare groove welds,the effective throat of weld is conservatively assumed to be less than 2t. Allowable Welds Capacity (Pounds) for 1" Long Welds Thu9cttess(Mails) Design lhtckness Fy Yield(ksi) Fu(kst) Fmk Welds Flare Groove welds, Parallel' Perpendicular Parail el Perpendicular 43 0.0451 .....33 45 019 864 544 663 54 0.0586 33 45 622 1,084 682 832 68 0.0713 33 45 1,062 1,365 859 1,048 _ 47 0.3017 33 45 1.818 1,947 1226 1,495 118 0.1242 33 45 Note 1 tide 1 Note 3 Note 3 54 04568 50 65 1,188 1.588 965 1.202 e6 0.0713 50 65 1,563 1,972 1,241 1,514 97 0.1017 50 55 2337 2,813 1,771 2,159 118 0.1242 50 65 Nate 1 Note 1 Note 3 Note 3 'For fillet welds,A/SI S100 equation E2.4-4 must be checked for 118 mil material,or whenever the thickness of the thinnest part is greater than 0.10 inch. 2 For weld lengths greater than 1",equations E2.4-1 and E2.4-2 must be checked. 3 For flare groove welds,A1S1 S100 equation E2.5-4 must be checked for 118 mil material,or whenever the thickness of the thinnest part is greater than 0.10 inch. Copyright m 2011 by the Steel Stud Manufacturers Association Complies With 2009 International Building Code(IBC) www.SSMA.com 57 CARUSO TURLEY SCOTT Job Name - ! e°-- e structural engineers 1215 W. Rio Salado Parkway,Suite 200 �l Tempe,Arizona 85281 Job No. / y' —�S Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By 504 4 Date 7. e. PP' w � p51.- 4> ( fes? l` .... Ei 5„ x6 >t 14-1 s p- 14 Steel Beam - file Ht CCF1&-R14706*-11CALCUt. 1\14-705,ec6 ENERCALC,INC't9B32O14,Build 6.14.5.15,Ver 6.14:6.15 Lic.#:KW-06000624 Licensee:caruso turley scott Description: s x 6 Wind Girt CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 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 Load Combination iBC 2012 wro.01z> • • i i • .ut t.y..l„ , ........-.._.._1:. .t......._..r:..........................2..... ,,{...tt .]..].,.-:.....t. ..__.,.`'i"?�,'e',"'.T.!�•v _._......--._.-;.�,_;::--a:_:.•::.t.:::::�•,::°n;:f::�::_::.� �:tn_ _•ec: {etlt....t..�`�.�1.—.�f...�..�..^.�;�f........^... ^^................................IL.l..ty 4y....�-t..�=�.i i—t.:.ti-.I..yi.'f.....,.�]..........—.......—..—...t,�]--v ..:•lr�.:":;`t'1::-,....lf..�: � f ..... —t ...i. Span.30.O ft HSS6x6x/14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.0120 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.032: 1 Maximum Shear Stress Ratio= 0.003 : 1 Section used for this span HSS6x6x1/4 Section used for this span HSS6x6x114 Ma:Applied 0.810 k-ft Va:Applied 0.1080 k Mn/Omega:Allowable 25.709 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 15.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.266 in Ratio= 1354 Max Upward Total Deflection 0.000 in Ratio= 0 <240 . • #:Lic. KW-06000624 - . Licensee caruso turtey scott Description: 4 X 4 Wind Girt CODE REFERENCESI:',..• Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 . . . „ . . . . Material Prcipertie •. . 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 Load Combination iBC 2012 W(0.012 I, ) V .......... . Span=30.0 ft HSS4a4a1/4 . . . Applied loads - • '.•• Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.0120 kit Tributary Width=1.0 ft .•. DESIGN$UNDWARY:',: Des .n OK Maximum Bending Stress Ratio = 0.075: 1 Maximum Shear Stress Ratio= 0.004 : 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Ma:Applied 0.810 k-ft Va:Applied 0.1080 k Mn/omega :Allowable 10.765 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 15.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.975 in Ratio= 369 Max Upward Total Deflection 0.000 in Ratio= 0<240 •