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HomeMy WebLinkAbout05000-Light Gage steel shop drawings & Calculations Reviewed by ME MAGGIORE CONSTRUCTION CORP. 13 Wheeling Avenue, Woburn, MA 01801 Phone 781.935.6100 FAX 781.933.8044 SUBMITTAL ACTION SHEET Oxoboxo Lofts 40 Pink Row Uncasville, CT General Contractor:Architect: Maggiore Construction Corp. Paul B Bailey Architects 13 Wheeling Ave. 110 Audubon Street Woburn, MA 01801 New Haven, CT 06510 Job No.: 1529 Job No.: 16-063 Prepared By:Maggiore Construction Corp. Form of Submittal: Samples Cut Sheets Schedule Shop Drawings Other Description:Light Gage steel shopdrawings & Calculations Manufacturer:Generation Drywall Other/Notes: Received By MCC:12/4/2019 Received By Owner: Reviewed:Comments: Approved Approved as Noted Rejected Revise and Re-submit Compliance Equal Submitted For Approval By: Gifford Perry - Senior Project Manager Approved By: Date:12/7/2019 Date: LIGHT GAUGE STEEL CALCULATIONS FOR GENERATION DRYWALL CRAWL SPACE KNEEWALLS OXOBOXO LOFTS UNCASVILLE, CT PROJECT #19099 December 4, 2019 PREPARED BY: STACY DATE, PE P.O. 66 ERWIN, TN 37650 423-743-4080 : &,/ÁÁ LIGHT GAUGE STEEL CALCULATIONS INDEX SECTION 1 STUD CALCULATIONS SECTION 2 SHEARWALL CALCULATIONS SECTION 3 DRAWINGS P:\2019 jobs\19099\calcs\INDEX.xls SECTION 1 STUD CALCULATIONS 19099 TYPICAL CRAWLSPACE KNEEWALL Date: Wed, Dec 04 19 Company: WFC, LLCAddress: PO Box 66 Country: United StatesState: TennesseeZip Code: 37650 Multi-Span Simple Stud Interior 353.333 (lbs) 353.333 (lbs) 353.333 (lbs) Dead Load 706.667 (lbs) 706.667 (lbs) 706.667 (lbs) Live Load 5 (psf)5 (psf)5 (psf)Transverse Load 4.5 (ft) 10 (ft) 10 (ft) Snow/Roof Live Load Wall Information: Design Code 2012 IBC/AISI S100-07/S2-10/ASCE 7-10 Design Method ASD No. of Spans 3 Absolute Deflection (in)1 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)50 Design Options: ° Standard Punchout Considered ° Strength Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° CMx 1 ° Cb 1 ° Shear Coeff. Kv 5.34 ° X (in)4 M ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 1/5 TYPICAL CRAWLSPACE KNEEWALL Date: Wed, Dec 04 19 Company: WFC, LLCAddress: PO Box 66 Country: United StatesState: TennesseeZip Code: 37650 Multi-Span Simple Stud Interior Span Height (in)Stud Spacing (in)Allowable Hl. Deflection L /Max. Bridging Spacing (ft) 1 4.5 16 360 5 2 10 16 360 5 3 10 16 360 5 Span Information: Span Sections: Profile (1) Span Section Name:600S162-43, 33 ksi Section Layout:Single Fastener Spacing (in):N/A Dimensions (in):Profile (1) D:6 B:1.625 t:0.045 R:0.071 C:0.5 Gross Section Properties: 1 Ix (major) (in4)2.316 Sx (major) (in3)0.772 rx (major) (in)2.277 Iy (minor) (in4)0.148 Sy (minor) (in3)0.123 ry (minor) (in)0.576 Area (in²)0.447 Xo (in)-1.062 J × 1000 (in4)0.303 Cw(in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)11300 Span Section Name:600S162-43, 50 ksi Section Layout:Single Fastener Spacing (in):N/A Dimensions (in):Profile (1) D:6 B:1.625 t:0.045 R:0.071 C:0.5 Gross Section Properties: 2 Ix (major) (in4)2.316 Sx (major) (in3)0.772 rx (major) (in)2.277 Iy (minor) (in4)0.148 Sy (minor) (in3)0.123 ry (minor) (in)0.576 Area (in²)0.447 Xo (in)-1.062 J × 1000 (in4)0.303 Cw(in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 Material Properties: Fy (ksi)50 Fu (ksi)65 E (ksi)29500 G (ksi)11300 Span Section Name:600S162-33, 33 ksi Section Layout:Single Fastener Spacing (in):N/A Dimensions (in):Profile (1) D:6 B:1.625 t:0.035 R:0.077 C:0.5 Gross Section Properties: 3 Ix (major) (in4)1.793 Sx (major) (in3)0.598 rx (major) (in)2.282 Iy (minor) (in4)0.116 Sy (minor) (in3)0.096 ry (minor) (in)0.581 Area (in²)0.344 Xo (in)-1.072 J × 1000 (in4)0.137 Cw(in6)0.861 Ro (in)2.588 Weight (lbs/ft)1.172 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)11300 ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 2/5 TYPICAL CRAWLSPACE KNEEWALL Date: Wed, Dec 04 19 Company: WFC, LLCAddress: PO Box 66 Country: United StatesState: TennesseeZip Code: 37650 Multi-Span Simple Stud Interior Span Loads: Span Tributary Width (ft) Load Distribution Factor Dead Load (psf) Live Load (psf) Snow/Roof Load (psf) Transverse Load (psf) 1 13.25 1 20 40 N/A 5 2 13.25 1 20 40 N/A 5 3 13.25 1 20 40 0.000 5 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.015 3.18 0 2 -0.048 0 0 3 -0.067 0 0 4 -0.033 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Dead Load 1 0 1.06 0 Dead Load 2 0 0 0 Dead Load 3 0 0 0 Dead Load 4 0 0 0 Live Load 1 0 2.12 0 Live Load 2 0 0 0 Live Load 3 0 0 0 Live Load 4 0 0 0 Transverse Load 1 -0.015 0 0 Transverse Load 2 -0.048 0 0 Transverse Load 3 -0.067 0 0 Transverse Load 4 -0.033 0 0 Snow/Roof Live Load 1 0 0 0 Snow/Roof Live Load 2 0 0 0 Snow/Roof Live Load 3 0 0 0 Snow/Roof Live Load 4 0 0 0 Load Combination Factors: #Dead Live Transverse Snow/Roof Live Load Used For 1 1 1 1 0 Strength 2 1 0 0 1 Strength 3 1 0.75 0.75 0.75 Strength 4 0 0 1 0 Deflection Capacity Check:Effective Section Properties: Member Value Ae(Comp.) (in²)0.256 1 Sxe (in3)0.767 Ixe (in4)2.316 Fy Design (ksi)36.302 Ae(Comp.) (in²)0.212 2 Sxe (in3)0.705 Ixe (in4)2.316 Fy Design (ksi)50.000 Ae(Comp.) (in²)0.177 3 Sxe (in3)0.577 Ixe (in4)1.793 Fy Design (ksi)33.000 Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 0.203 0.015 N/A 3.18 0.001 N/A 1 Allowable 15.204 1.416 8.532 3.266 0.15 N/A Act./All.0.013 *0.011 N/A 0.974 *0.006 N/A X/L 0.500 0.000 N/A 0.200 N/A N/A Actual 1.001 0.033 N/A 2.12 0.022 N/A 2 Allowable 20.564 1.416 12.325 3.418 0.333 N/A Act./All.0.049 *0.024 N/A 0.620 *0.066 N/A X/L 0.500 0.000 N/A 0.100 N/A N/A Actual 1.001 0.033 N/A 1.06 0.028 N/A 3 Allowable 11.407 0.638 6.579 2.177 0.333 N/A Act./All.0.088 *0.052 N/A 0.487 *0.085 N/A X/L 0.500 0.000 N/A 0.100 N/A N/A Design for Web Crippling is Disabled * Forces are calculated for punched-out section ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 3/5 TYPICAL CRAWLSPACE KNEEWALL Date: Wed, Dec 04 19 Company: WFC, LLCAddress: PO Box 66 Country: United StatesState: TennesseeZip Code: 37650 Multi-Span Simple Stud Interior Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx)-0.195 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)-0.203 1 Shear(Vy)0.003 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)-3.180 Act./All.0.012 Act./All.N/A Act./All.N/A Act./All.0.987 X/L 0.400 X/L N/A X/L N/A X/L 0.500 Moment(Mx)-0.961 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)-1.001 2 Shear(Vy)0.007 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)-2.120 Act./All.0.046 Act./All.N/A Act./All.N/A Act./All.0.673 X/L 0.400 X/L N/A X/L N/A X/L 0.500 Moment(Mx)-0.961 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)-1.001 3 Shear(Vy)0.007 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)-1.060 Act./All.0.085 Act./All.N/A Act./All.N/A Act./All.0.580 X/L 0.400 X/L N/A X/L N/A X/L 0.500 Interaction Check (kips.in, kips): ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 4/5 TYPICAL CRAWLSPACE KNEEWALL Date: Wed, Dec 04 19 Company: WFC, LLCAddress: PO Box 66 Country: United StatesState: TennesseeZip Code: 37650 Multi-Span Simple Stud Interior Bridging Data: Type of Bridging Member Cold-Rolled Channel Bridging Spacing (ft)5 Bridging Row Anchored @ (ft)16 Bridging Allowable Bending Moment (M1)(kips.in)1.23 Member Actual Bending Moment (M1) (kips.in)0.034 2 Allowable Axial Load (F1) (kips)1.332 Actual Axial Load (F1) (kips)0.254 Interaction Ratio 0.218 Type of Bridging Clip BridgeClip (1 Screw) Clip Data Bridging Clip Allowable Bending Moment (kips.in)0.252 Bridging Clip Actual Bending Moment (kips.in)0.034 Allowable Tension on Clip (kips)0.075 Actual Tension on Clip (kips)0.042 Clip Interaction Ratio 0.698 Allowable tension of #10 screws (kips)N/A Actual tension on #10 screws (kips)N/A Connection ofClip to Wall Stud Act./All.N/A Required quantity of #10 screws N/A Allowable shear of #10 screws (kips)0.376 Actual shear on #10 screws (kips)0.042Connection of Clip to Bridging Member Act./All.0.113 Required quantity of #10 screws 1 Type of Bridging Member Cold-Rolled Channel Bridging Spacing (ft)5 Bridging Row Anchored @ (ft)16 Bridging Allowable Bending Moment (M1)(kips.in)1.23 Member Actual Bending Moment (M1) (kips.in)0.034 3 Allowable Axial Load (F1) (kips)1.332 Actual Axial Load (F1) (kips)0.127 Interaction Ratio 0.123 Type of Bridging Clip BridgeClip (1 Screw) Clip Data Bridging Clip Allowable Bending Moment (kips.in)0.192 Bridging Clip Actual Bending Moment (kips.in)0.034 Allowable Tension on Clip (kips)0.075 Actual Tension on Clip (kips)0.021 Clip Interaction Ratio 0.459 Allowable tension of #10 screws (kips)N/A Actual tension on #10 screws (kips)N/A Connection of Clip to Wall Stud Act./All.N/A Required quantity of #10 screws N/A Allowable shear of #10 screws (kips)0.376 Actual shear on #10 screws (kips)0.021Connection of Clip to Bridging Member Act./All.0.056 Required quantity of #10 screws 1 ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 5/5 SECTION 2 SHEARWALL CALCULATIONS 19099 Load Generator Report Company: WFC, LLC Address: PO Box 66 Country: United States State: Tennessee Zip: 37650 Date: Wed, Dec 04 19 Input Building Data Load Code 2015 IBC/ASCE 7-10 Building Template Dimensions: Dimension Value A (ft)28 B (ft)20 C (ft)N/A D (ft)N/A E (ft)N/A F (ft)N/A Location: Zip Code 00000 Address Stories : Number of Stories 2 Floor Story Height (ft) Floor 1 5 Roof 16 Roof : Roof Type Roof Angle (degrees) Roof Slope (X/12)Overhang Parapet Parapet Height (ft) Gable 11.31 2.4 Yes No N/A * Ridge direction is considered parallel to Building length, switch building dimensions if needed for proper ridge orientation. Seismic Data Common Seismic Data : Basic System Category Bearing Wall Systems Basic System Light-framed wall systems using flat strap bracing Building height limits for Seismic Design Categories (ft) : B C D E F NL NL 65 65 65 Design Coefficients and factors : R Omega Cd CT x Site Class 4 2 3.5 0.02 0.75 D Design Requirements : Ss(%g)S1(%g)Fa Fv TL (sec) 16.5 5.9 1.2 1.7 6 Geometry : Building Width (ft)20 Building Length (ft)28 Ridge Height (ft)23 Eave Height (ft)21 Mean Height (ft)22 Design Parameters : Risk Category:II ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 1/4 TYP. FLOOR SEISMIC SHEAR nsions if needed for Site Class Load Generator Report Company: WFC, LLC Address: PO Box 66 Country: United States State: Tennessee Zip: 37650 Date: Wed, Dec 04 19 Loads: Floor Area (ft²)Dead Ld. (psf)Part Live Ld. (psf)Partition Ld. (psf)Equipment Ld. (psf) Part Snow Ld. (psf) Floor 1 560 25 0.000 10 0.000 N/A Roof 560 25 0.000 10 0.000 0.000 ShearWall Data Floor Diaphragms : Floor Floor Diaphragm Floor 1 Flexible Roof Flexible ShearWalls Data : ID Type X Position (ft)Y Position (ft)Panel Width (ft) Orientation (Degrees)Rigidity (Relative)SW Ends @ Floor SW 1 Single Stack 7 0.5 10 0 1 2 SW 2 Single Stack 21 0.5 10 0 1 2 SW 3 Single Stack 21 19.5 10 0 1 2 SW 4 Single Stack 7 19.5 10 0 1 2 SW 5 Single Stack 0.5 10 10 90 1 2 SW 6 Single Stack 14 10 10 90 1 2 SW 7 Single Stack 27.5 10 10 90 1 2 Center of Mass : CX (ft)14 CY (ft)10 ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 2/4 Load Generator Report Company: WFC, LLC Address: PO Box 66 Country: United States State: Tennessee Zip: 37650 Date: Wed, Dec 04 19 Output Seismic Output Design Parameters : Importance Factor 1 Fa 1.2 SDs 0.132 Cs N/A V (lbs)280 SDC A Fv 1.7 SD1 0.0669 T (sec)N/A W (lbs)28000 Stories : Floor Base Height (ft)Gravity Ld. (lbs)Cvx Floor Force (lbs)Cumulative Shear (lbs) Floor 1 5 19600 N/A 140 280 Roof 22 19600 N/A 140 140 Shear Walls Output ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 3/4 Load Generator Report Company: WFC, LLC Address: PO Box 66 Country: United States State: Tennessee Zip: 37650 Date: Wed, Dec 04 19 Shear Wall Load Distribution : SW Floor Wind Load (lbs)Seismic Load (lbs) SW 1 Floor 1 1290.252 35 SW 1 Roof 1114.891 35 SW 2 Floor 1 1290.252 35 SW 2 Roof 1114.891 35 SW 3 Floor 1 1290.252 35 SW 3 Roof 1114.891 35 SW 4 Floor 1 1290.252 35 SW 4 Roof 1114.891 35 SW 5 Floor 1 2002.491 36.25 SW 5 Roof 1641.707 36.25 SW 6 Floor 1 3728.776 67.5 SW 6 Roof 3056.972 67.5 SW 7 Floor 1 2002.491 36.25 SW 7 Roof 1641.707 36.25 ASI SteelSmart® System 7.8 - Version 7.8.0.289 Page 4/4 CALCULATION FOR SEISMIC LOADING ONLY. WIND LOADING SHOWN IS FOR EXTERIOR. Stacked X-Brace Summary Report Model Inputs Level Height (ft) X-Brace Width (ft) 516 Load Inputs (Unfactored) Top of Level Shear (lb) Level Wind Seismic Aspect Ratio 0.831170 Seismic Design Parameters Cd Seismic Design Category = = = = 2 3.5 C 0.132 =1Ie Additional Applied Chord Axial Loads (lb) - Unfactored Level DLLrS W 010000 Additional Applied Chord Moments (Ft-lb) - Unfactored Level DLLrSWE 0100 0 0 0 Strap Design Level One or Two Sides Fy (ksi) Ry Fu (ksi) Rt (in) (in) (in) Gross Net Thicknes Strap Width 0.04511 1 33 1.4 45 1.3 4 3.5 Level Tu (lb) Yield Strap Avail. Strength ݊Tnr (lb) Rupture Tu/݊Tny Tu/݊Tnr Wind ݊Tny (lb) Tu/݊TnyTu (lb) Tu/݊Tnr Seismic Tu(E) (lb) AgRyFy (lb) Strength Over-Strength Exp. Yield YieldRupture Rupture 1 9153581 6393 00 0.017 1820.014 8334 Strap Connections www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:X-BRACE Model:TYP. SHEARWALL @ KNEEWALLS 2012 NASPEC [AISI S100-2012] AISI S400-15/S1-16 AISI S240-15 ASCE7-10 LRFD Code: Page 1 of 3 Date: 12/04/2019 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ 00 (in) hicknes Stacked X-Brace Summary Report Level Force (lb/strap) Max Conn. Force (lb/strap) Horiz. Force (lb/strap) Vert.(RtFu)/ (RyFy) (RtAnFu)/ (RyAgFy)Welds Req'd? Check Net Section NO1 182 140 117 1.27 1.11 Level Design For Type ݊Pn Avail. Str. Units Vert. Horiz. Tension Quantity Required Top of Brace Connections NA1 Vert. and Horiz Generic Fasteners 395 lb/fastener 1 1 Level Design For Type ݊Pn Avail. Str. Units Vert. Horiz. Tension Quantity Required Bottom of Brace Connections NA1 Vert. and Horiz Generic Fasteners 395 lb/fastener 0.3 1 Chords Level Section Fy (ksi) Configuration Flexural Axial KyLy Bracing (in) Axial KtLt (lb-in/in) Flex K݊ (lb-in/in) Axial K݊ Lm (in) Bracing, None1 600S162-43 33 Single 60 60 60 0 0 Load Combinations LC1 = 1.4D 1.2D + 1.6L + 0.5(Lr or S)LC2 = 1.2D + 1.6(Lr or S) + (L or 0.5W)LC3 = 1.2D + 1.0W + L + 0.5(Lr or S)LC4 = 1.2D + 1.0E + L + 0.2SLC5 = 6GV '˖ೡ4H/6LCO5 = Note: LCO5 based on the lower of Overstrength or Expected Strength (ASCE7-10 LRFD) Level LC1 LC2 LC3 LC4 LC5 LCO5 Factored Chord Compression, Pu (lb) 11710 0 0 1 58 Level LC1 LC2 LC3 LC4 LC5 LCO5 Factored Chord Strong-Axis Bending, Mux (Ft-lb) 2910 0 0 0 15 Level LC1 LC2 LC3 LC4 LC5 LCO5 Factored Chord Weak-Axis Bending, Muy (Ft-lb) 010 0 0 0 0 Level LC5 LCO5LC3 LC4 Minimum LC1 LC2 Interactions ݊Mnx (Ft-lb)݊Pn (lb) Minimum ݊Mny (Ft-lb) 0.0429100000.02145931671 268 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:X-BRACE Model:TYP. SHEARWALL @ KNEEWALLS 2012 NASPEC [AISI S100-2012] AISI S400-15/S1-16 AISI S240-15 ASCE7-10 LRFD Code: Page 2 of 3 Date: 12/04/2019 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ Stacked X-Brace Summary Report Ties and Holdowns Disp at Holdown Rod Dia. Holdown Exposed Rod Holdown Capacity Level Holdown Config Length (in)ĭ Tn (in) height (in) (in)ĭ Tn (lb/Each)Quantity 0.6251 HTT4-33 Base 4 0.187 12.37547701 Load Combinations LC6 LC7 LCO7 = = = 0.9D + 1.0W 0.9D + 1.0E 6GV '˖ೡ4H Note: LCO7 based on the lower of Overstrength or Expected Strength (ASCE7-10 LRFD) Level LC6 LC7 LCO7 Wind Seismic Seismic w/Overstrength Factored Net Uplift (lb) Shear Forces (lb) (Negative values represent uplift, Positive values indicate no net uplift) 1401 -1 -58 -117 1 70 Level LC6 LC7 LCO7 Ratio (Factored Net Uplift)/(Holdown Capacity) 1 0 0.012 0.024 Displacement Level Wind Seismic Seismic, Cd Relative Displacement (in) Floor-Floor Seismic, CdWind Seismic Drift % 0.0210 0 0.01 00.01 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:X-BRACE Model:TYP. SHEARWALL @ KNEEWALLS 2012 NASPEC [AISI S100-2012] AISI S400-15/S1-16 AISI S240-15 ASCE7-10 LRFD Code: Page 3 of 3 Date: 12/04/2019 6LPSVRQ6WURQJ7LHp&)6'HVLJQHUറ SECTION 3 DRAWINGS 19099