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HomeMy WebLinkAboutB11-0496 REV12 Structural Calcs approvedNew Submittal Submittal Cover Sheet 7/24/2015 x Project:Strata - Vail OZ Architecture From:PCL Construction Services, Inc. 3003 Larimer Street 953 South Frontage Road West Denver, CO 80205 Suite 302 Vail, CO 81657 SPECIFICATION SECTION NO. & DESCRIPTION PRIORITY STATUS CODES 1.4.A B - Respond within 7 days 1.4.A B - Respond within 7 days CONTRACTOR REMARKS:A/E REMARKS: CONTRACTOR'S CERTIFICATION: NAME AND SIGNATURE OF CONTRACTOR REPRESENTATIVE:NAME AND SIGNATURE OF REVIEWING AUTHORITY:Date: Chuck Kay 7 8 9 10 I certify that the above submitted items have been reviewed in detail, are correct, and in general conformance with the Contract Drawings and Specifications except as otherwise noted. 5 6 Submittal Type c. Action Action Item a. 1 2 3 4 ACTION TAKEN A - Approved B - Approved as Noted C - Revise and Resubmit D - Not Approved A - Immediate Response B - Respond within 7 days C - Respond within 10 days Submittal No: Previous Submittal No: Date:Resubmittal CONTRACT REF. DOCUMENT Spec Paragraph Number e. Drawing Sheet Number f. 05400 Cold Formed Metal Framing PCL Construction Services Inc. Contractor Project No: 5001410 05400-01-R1 To: Please see attached PCL Submittal Review Notes Page. Exterior Framing Shop Drawings Description of Item Submitted (Type, size, model number, etc.) b. Exterior Framing Calculations Reviewed With Comments Chuck Kay Digitally signed by Chuck Kay Contact Info: cmkay@pcl.com Date: 2014.05.22 13:43:13-06'00' REVIEWED FURNISH AS CORRECTED REJECTED REVISE AND RESUBMIT NOT REVIEWED SUBMIT SPECIFIED ITEMCHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGNCONCEPT OF THE PEOJECT AND GENERAL COMPLIANCE WITH THEINFORMATION GIVEN IN THE CONTRACT DOCUMENTS. ANY ACTIONSHOWN IS SUBJECT TO THE REQUIREMENTS OF THE PLANS ANDSPECIFICATIONS. CONTACTOR IS RESPONSIBLEFOR DIMENSIONSWHICH SHALL BE CONFIRMED AND CORRELATED AT THE JOB SITE:FABRICATION PROCESSESAND TECHNIQUES OF CONSTRUCTION;COORDINATION OF HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS WORK. Monroe & Newell Engineers, Inc. DATE 08/10/2015 BY: See note regarding design pressure calculation. PCL CONSTRUCTION SERVICES, INC. 953 S. FRONTAGE RD WEST, SUITE 302, VAIL, COLORADO 81652 TELEPHONE: (970) 470-6044 PCL Initial Submittal Review Notes Strata - Vail PCL Project No. 5001410 Subcontractor: PCL Submittal #: 05400-01 Date: 7/24/2015 Revisions: Revision #1 Revision Dates: 7/24/2015 Specification Section: 05400 – Cold Formed Metal Framing Item Description: Engineered Shop Drawings and Calculations Action: Variance Request (Y/N): If so, why?: Notes: Reviewed By: Chuck Kay Reviewed With Comments Chuck Kay Digitally signed by Chuck Kay Contact Info: cmkay@pcl.com Date: 2014.05.22 13:43:13-06'00' LETTER OF TRANSMITTAL To: PCL Date: 21-Jul-15 953 S. Frontage Road, W. Project: Strata Vail Suite 302 Project No.: 15092-20 Vail, CO 81657 Re: Specification 05400 Attention: Mr. Chuck Kay Exterior Metal Framing Shop Drawings We are sending you:X Enclosed Under Separate Cover Via:Hand Delivered U.S. Mail Federal Express Courier UPS X Other: Email The following:X Submittals Specifications Request for Change Order Samples Photos Copy of Letter Copies Date Number Description 1 7/21/2015 05400-01R1 Exterior Framing Shop Drawings Resubmittal #1 These are transmitted as checked below: X For your approval Approved For your use Corrected per your direction As requested For bids due For your review and comment Comments: PLEASE EXPEDITE THIS REVIEW. THANK YOU. Transmitted By:Dwight Spencer 300 STRATAVAIL Vail, Colorado Structural Calculations, 054000 submittal Prepared For: KHS&S Contractors 720 Corporate Circle, Suite G Golden, CO 80401 720-361-2607 (o) Attn: Michael Hood Estimator March 3, 2015 3/3/2015 Submittal 05400-01 supplement: Structural Calculations for Exterior Wall Metal Stud Framing. REVIEWED FURNISH AS CORRECTED REJECTED REVISE AND RESUBMIT NOT REVIEWED SUBMIT SPECIFIED ITEMCHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGNCONCEPT OF THE PEOJECT AND GENERAL COMPLIANCE WITH THEINFORMATION GIVEN IN THE CONTRACT DOCUMENTS. ANY ACTIONSHOWN IS SUBJECT TO THE REQUIREMENTS OF THE PLANS ANDSPECIFICATIONS. CONTACTOR IS RESPONSIBLEFOR DIMENSIONSWHICH SHALL BE CONFIRMED AND CORRELATED AT THE JOB SITE:FABRICATION PROCESSESAND TECHNIQUES OF CONSTRUCTION;COORDINATION OF HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS WORK. Monroe & Newell Engineers, Inc. DATE 06/05/2015 BY: Calculations are reviewed. Original 05400-01 submittal is released from calculations requirement, now Furnish As Corrected 1/258 2/258 WIND LOADS IBC 2012 / ASCE 7-10 Ch. 26.1 ANALYTICAL PROCEDURE Job:STRATA VAIL Date:9/12/2014 Engineer:JPH CALCULATE VELOCITY PRESSURE, ASCE 7, 27.3-1 MAIN INPUT Code Ref. Ult. Wind Speed 127 mph - Ultimate factored wind speed Building Category II Importance, Iw 1.00 Basic Wind Speed 100.4 mph - ASD value = (V /(1.6*Iw) Exposure B ASCE 26.7.3 USGS elevation 8100 ft above sea level Hurricane Region N Y/N Structure Type Buildings CALCULATED VALUES Code Ref. Directionality, Kd 0.85 ASCE Table 26-6.1 Topography, Kzt 1.00 see attached if 1.0 ASCE 26.8.1 Air Density, Kα 0.785 ASCE 7, Table C26-13 Velocity Pressure & Exposure Coeff, Kh & Kz Use Interp. Kz? N Y/N ASCE 26.8.2 / C6.5.6.6 if 'Y'; Table 6-3 if 'N' Kz Kz (see worksheet for interpolation btwn B and C) Elevation, h (ft) Case 1 Case 2 84 0.942 0.942 84 0.942 0.942 Velocity Pressure, qz (psf) Ultimate Ultimate ASCE Eq. 27.3-1 ASD qz (psf) ASD qz (psf) qz(psf) qz (psf)qz = 0.00256*Kz*Kzt*Kd*V2*I*K Elevation, h (ft) Case 1 Case 2 Case 1 Case 2 NOTES 84 16.2 16.21 25.9 25.9 84 16.2 16.21 25.9 25.9 Case 1:a. All components and cladding. b. Main wind force resisting system in low-rise buildings designed using Figure 6-10. Case 2:a. All main wind force resisting systems in buildings except those in low-rise buildings designed using Figure 6-10. b. All main wind force resisting systems in other structures. 3/258 WIND LOADS IBC 2012/ ASCE 7-10 Ch. 30.6.2 Part 3: Buildings with h>60 Job:STRATA VAIL Date:1/5/2015 Engineer:JPH COMPONENTS AND CLADDING, LOW RISE w/ 60ft 90ft, ASCE 7, 30.6.2 Enclosure Classification Code Ref. GCpi Enclosed ± 0.18 ASCE 7, Figure 26-11 34.0 Roof slope (degrees) a 84 Mean roof height (ft) Edge Zone 22.2 ft 222 Minimum building plan dimension (ft) H/w = 0.37838 Gable (27˚<45˚) Roof Type Wall Pressure p = qh [(GCp) − (GCpi )] psf, Eq. 6-22 Aeff ASD Ult. ASD Ult Elevation, h (ft) qh (psf) (sf) +GCp + p + p - GCp - p - p 84 16.2 40 0.840 16.5 26.5 -0.847 -16.6 -26.6 84 16.2 80 0.774 15.5 24.7 -0.808 -16.0 -25.6 Aeff ASD Ult. ASD Ult Elevation, h (ft) qh (psf) (sf) +GCp + p + p - GCp - p - p 84 16.2 40 0.840 16.5 26.5 -1.653 -29.7 -47.6 84 16.2 80 0.774 15.5 24.7 -1.472 -26.8 -42.9 Notes: a) In bldgs with roof ht > 60ft but < 90ft Fig 30.4-1 thru 30.4-6 shall be perimtted to be used if height to width ratio is 1 or less b) GCpi is positive for windward pressure, and negative for leeward pressure c) Leeward wind pressure shall be based on mean roof height Parapet Wall Pressure ASCE 7-10 30.9 Edge zone parapet distance = 22.2 ft, = a1 Towards Parapet (Aeff = 10sf) ASD Ultimate ASD Ultimate ASD Ultimate Elevation, h (ft) qh (psf) +GCp + p + p - GCp - p - p - GCp - p - p psf (ASD) psf (Ult) psf (ASD) psf (Ult) 84 16.2 0.9 14.6 23.3 -1.2 -19.5 -31.1 -1.2 -19.5 -31.1 34.0 54.5 34.0 54.5 84 16.2 0.9 14.6 23.3 -1.2 -19.5 -31.1 -1.2 -19.5 -31.1 34.0 54.5 34.0 54.5 Outwards (Aeff = 10sf) ASD Ultimate ASD Ultimate ASD Ultimate Elevation, h (ft) qh (psf) +GCp + p + p - GCp - p - p - GCp - p - p psf (ASD) psf (Ult) psf (ASD) psf (Ult) 84 16.2 0.9 14.6 23.3 -0.9 -14.6 -23.3 -1.8 -29.2 -46.7 29.2 46.7 43.8 70.0 84 16.2 0.9 14.6 23.3 -0.9 -14.6 -23.3 -1.8 -29.2 -46.7 29.2 46.7 43.8 70.0 PBW, Zone 5PBW, Zone 4PBR, Zone 4&5 Zone 5 Zone 4 PAW, Zone 4&5 PAR, Zone 4 PAR, Zone 5 PTOT,PTOT Zone 5 PTOT Zone 4 PTOT Zone 5 Zone 4 4/258 5/258 6/258 Simple Stud Strata Vail typ stud zone 4 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)11 Stud Spacing (in)24 Allowable H. Deflection L /420 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)1130 0 0.5 6 0.045 1.625 0.071 600S162-43mil, 33 ksi 11 (ft) 16 . 6 ( p s f ) Wind Load Gross Section Properties: 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 x 1000 (in4)0.303 Cw (in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/5 7/258 Simple Stud Strata Vail typ stud zone 4 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.183 0 0 2 -0.183 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 -0.183 0 0 Wind Load 2 -0.183 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 6.027 0.183 N/A N/A 0.16 0.183 1 Allowable 15.257 1.416 8.532 3.522 0.314 0.278 Act./All.0.395 *0.129 N/A N/A 0.509 0.657 X/L 0.500 0.000 N/A N/A N/A 0.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)-5.785 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)0.037 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.348 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.400 X/L N/A X/L N/A X/L N/A Effective Section Properties: Member Value Ae(Comp.) (in²)0.267 1 Sxe (in3)0.772 Ixe (in4)2.316 Fy Design (ksi)36.302 ϕ Span Loads: Span Wind Load (psf) 1 16.6 Absolute Deflection (in)1 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/5 8/258 Simple Stud Strata Vail typ stud zone 4 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)11.5 Stud Spacing (in)24 Allowable H. Deflection L /420 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)1130 0 0.5 6 0.045 1.625 0.071 600S162-43mil, 33 ksi 11.5 (ft) 16 . 6 ( p s f ) Wind Load Gross Section Properties: 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 x 1000 (in4)0.303 Cw (in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/5 9/258 Simple Stud Strata Vail typ stud zone 4 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.191 0 0 2 -0.191 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 -0.191 0 0 Wind Load 2 -0.191 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 6.587 0.191 N/A N/A 0.191 0.191 1 Allowable 15.257 1.416 8.532 3.522 0.329 0.278 Act./All.0.432 *0.135 N/A N/A 0.582 0.686 X/L 0.500 0.000 N/A N/A N/A 0.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)-6.323 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)0.038 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.380 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.400 X/L N/A X/L N/A X/L N/A Effective Section Properties: Member Value Ae(Comp.) (in²)0.267 1 Sxe (in3)0.772 Ixe (in4)2.316 Fy Design (ksi)36.302 ϕ Span Loads: Span Wind Load (psf) 1 16.6 Absolute Deflection (in)1 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/5 10/258 Simple Stud Strata Vail typ stud zone 5 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)11 Stud Spacing (in)16 Allowable H. Deflection L /420 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)1130 0 0.5 6 0.045 1.625 0.071 600S162-43mil, 33 ksi 11 (ft) 29 . 7 ( p s f ) Wind Load Gross Section Properties: 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 x 1000 (in4)0.303 Cw (in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/5 11/258 Simple Stud Strata Vail typ stud zone 5 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.218 0 0 2 -0.218 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 -0.218 0 0 Wind Load 2 -0.218 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 7.187 0.218 N/A N/A 0.191 0.218 1 Allowable 15.257 1.416 8.532 3.522 0.314 0.278 Act./All.0.471 *0.154 N/A N/A 0.607 0.783 X/L 0.500 0.000 N/A N/A N/A 0.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)-6.900 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)-0.044 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.415 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.600 X/L N/A X/L N/A X/L N/A Effective Section Properties: Member Value Ae(Comp.) (in²)0.267 1 Sxe (in3)0.772 Ixe (in4)2.316 Fy Design (ksi)36.302 ϕ Span Loads: Span Wind Load (psf) 1 29.7 Absolute Deflection (in)1 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/5 12/258 Simple Stud Strata Vail typ stud zone 5 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)11.5 Stud Spacing (in)16 Allowable H. Deflection L /420 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)1130 0 0.5 6 0.045 1.625 0.071 600S162-43mil, 33 ksi 11.5 (ft)29 . 7 ( p s f ) Wind Load Gross Section Properties: 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 x 1000 (in4)0.303 Cw (in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/5 13/258 Simple Stud Strata Vail typ stud zone 5 Date:Mon, Jan 05 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.228 0 0 2 -0.228 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 -0.228 0 0 Wind Load 2 -0.228 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 7.856 0.228 N/A N/A 0.228 0.228 1 Allowable 15.257 1.416 8.532 3.522 0.329 0.278 Act./All.0.515 *0.161 N/A N/A 0.694 0.819 X/L 0.500 0.000 N/A N/A N/A 0.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)-7.541 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)-0.046 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.454 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.600 X/L N/A X/L N/A X/L N/A Effective Section Properties: Member Value Ae(Comp.) (in²)0.267 1 Sxe (in3)0.772 Ixe (in4)2.316 Fy Design (ksi)36.302 ϕ Span Loads: Span Wind Load (psf) 1 29.7 Absolute Deflection (in)1 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/5 14/258 15/258 Simple Stud d Roof zone 4 24ft Date:Tue, Feb 03 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)24 Stud Spacing (in)8 Allowable H. Deflection L /252 Material Properties: Fy (ksi)50 Fu (ksi)65 E (ksi)29500 G (ksi)1130 0 0.5 6 0.057 1.625 0.085 600S162-54mil, 50 ksi 24 (ft) 15 . 4 ( p s f ) Wind Load Gross Section Properties: Ix (major) (in4)2.861 Sx (major) (in3)0.954 rx (major) (in)2.268 Iy (minor) (in4)0.18 Sy (minor) (in3)0.149 ry (minor) (in)0.57 Area (in²)0.556 Xo (in)-1.049 J x 1000 (in4)0.594 Cw (in6)1.337 Ro (in)2.563 Weight (lbs/ft)1.893 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/5 16/258 Simple Stud d Roof zone 4 24ft Date:Tue, Feb 03 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.123 0 0 2 -0.123 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 -0.123 0 0 Wind Load 2 -0.123 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 8.875 0.115 N/A N/A 0.909 0.123 1 Allowable 27.537 1.947 15.321 3.322 1.143 0.641 Act./All.0.322 *0.059 *N/A N/A 0.795 0.192 X/L 0.500 0.035 N/A N/A N/A 0.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)-8.520 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)0.025 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.281 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.400 X/L N/A X/L N/A X/L N/A Effective Section Properties: Member Value Ae(Comp.) (in²)0.378 1 Sxe (in3)0.954 Ixe (in4)2.861 Fy Design (ksi)55.316 ϕ Span Loads: Span Wind Load (psf) 1 15.4 Absolute Deflection (in)2 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/5 17/258 Simple Stud d Roof zone 4 24ft Date:Tue, Feb 03 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)19 Stud Spacing (in)16 Allowable H. Deflection L /252 Material Properties: Fy (ksi)50 Fu (ksi)65 E (ksi)29500 G (ksi)1130 0 0.5 6 0.057 1.625 0.085 600S162-54mil, 50 ksi 19 (ft) 15 . 4 ( p s f ) Wind Load Gross Section Properties: Ix (major) (in4)2.861 Sx (major) (in3)0.954 rx (major) (in)2.268 Iy (minor) (in4)0.18 Sy (minor) (in3)0.149 ry (minor) (in)0.57 Area (in²)0.556 Xo (in)-1.049 J x 1000 (in4)0.594 Cw (in6)1.337 Ro (in)2.563 Weight (lbs/ft)1.893 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/5 18/258 Simple Stud d Roof zone 4 24ft Date:Tue, Feb 03 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)Full K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.195 0 0 2 -0.195 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 -0.195 0 0 Wind Load 2 -0.195 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 11.118 0.178 N/A N/A 0.713 0.195 1 Allowable 27.537 1.947 15.321 4.759 0.905 0.641 Act./All.0.404 *0.091 *N/A N/A 0.788 0.304 X/L 0.500 0.044 N/A N/A N/A 0.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)-10.673 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)0.039 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.353 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.400 X/L N/A X/L N/A X/L N/A Effective Section Properties: Member Value Ae(Comp.) (in²)0.354 1 Sxe (in3)0.954 Ixe (in4)2.861 Fy Design (ksi)55.316 ϕ Span Loads: Span Wind Load (psf) 1 15.4 Absolute Deflection (in)2 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/5 19/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Material Properties: Fy (ksi)50 Fu (ksi)65 E (ksi)29500 G (ksi)1130 0 17 (ft) 11 (ft) Live Load 17 (ft) 11 (ft) Snow/Roof Live Load 17 (ft)29 ( p s f ) 11 (ft)29 ( p s f ) Wind Load 448 (lbs) 17 (ft) 11 (ft) Dead Load 17 (ft) 11 (ft) Seismic Load Gross Section Properties: Ix (major) (in4)2.861 Sx (major) (in3)0.954 rx (major) (in)2.268 Iy (minor) (in4)0.18 Sy (minor) (in3)0.149 ry (minor) (in)0.57 Area (in²)0.556 Xo (in)-1.049 J x 1000 (in4)0.594 Cw (in6)1.337 Ro (in)2.563 Weight (lbs/ft)1.893 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)28 Stud Spacing (in)16 1.625 6 0.057 0.085 0.5 600S162-54mil, 50 ksi ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/8 20/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Span Loads: Span Wind Load (psf) 1 29 2 29 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)@ Bridging Spacing K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 -0.265 0.448 0 2 -0.703 0 0 3 -0.115 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Dead Load 1 0 0.448 0 Dead Load 2 0 0 0 Dead Load 3 0 0 0 Live Load 1 0 0 0 Live Load 2 0 0 0 Live Load 3 0 0 0 Wind Load 1 -0.265 0 0 Wind Load 2 -0.703 0 0 Wind Load 3 -0.115 0 0 Seismic Load 1 0 0 0 Seismic Load 2 0 0 0 Seismic Load 3 0 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 Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Note:Applied Members Loads are calculated from Wall Loads ϕ Allowable Hl. Deflection L /420 Absolute Deflection (in)2 Dead Load (lbs/ft)0 Wall Own Weight (psf)12 Max. Bridging Spacing (ft)4 Deflection calculation method at parapet free end Absolute value considered ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/8 21/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Joint Supports: Member Loads: #Load Case Axial Lateral Moment X/L 1 Wind Load 0 (lbs/ft)38.667 (lbs/ft)0.0 (lbs/ft)Uniform 2 Wind Load 0 (lbs/ft)38.667 (lbs/ft)0.0 (lbs/ft)Uniform Load Combination Factors: #Dead Live Wind Seismic Snow/Roof Live Load Used For 1 1 0 0 0 0 Strength 2 1 1 0 0 0 Strength 3 1 0 0 0 1 Strength 4 1 0.75 0 0 0.75 Strength 5 1 0 1 0 0 Strength 6 1 0 0 0.7 0 Strength 7 1 0.75 0.75 0 0.75 Strength 8 1 0.75 0 0.525 0.75 Strength 9 0 0 1 0 0 Deflection 10 0 0 0 0.7 0 Deflection Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 12.933 0.36 N/A 0.448 0.463 0.265 1 Allowable 26.847 1.947 15.321 4.758 0.486 0.641 Act./All.0.482 0.185 *N/A 0.094 *0.953 0.414 X/L 1.000 0.951 N/A 0.100 N/A 0.000 Actual 12.933 0.278 N/A 0.448 0.039 0.115 2 Allowable 26.452 1.947 15.321 5.727 0.314 0.641 Act./All.0.489 0.143 *N/A 0.078 *0.123 0.179 X/L 0.000 0.076 N/A 0.100 N/A 1.000 Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Interaction Check (kips.in, kips): Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx)12.933 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)12.933 1 Shear(Vy)-0.392 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)-0.448 Act./All.0.449 Act./All.N/A Act./All.N/A Act./All.0.576 X/L 1.000 X/L N/A X/L N/A X/L 1.000 Moment(Mx)12.933 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)12.933 2 Shear(Vy)0.311 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)-0.448 Act./All.0.440 Act./All.N/A Act./All.N/A Act./All.0.567 X/L 0.000 X/L N/A X/L N/A X/L 0.000 Effective Section Properties: Member Value Ae(Comp.) (in²)0.354 1 Sxe (in3)0.954 Ixe (in4)2.861 Fy Design (ksi)55.316 Ae(Comp.) (in²)0.344 2 Sxe (in3)0.935 Ixe (in4)2.861 Fy Design (ksi)55.316 Joint Loads: #Load Case Axial (lbs)Lateral (lbs)M (lbs.ft) 3 Dead Load 448 0 0 Joint Support Type 1 Hinged 2 Roller 3 Roller ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/8 22/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Connection Data: Clip Position Base Connection @ Wall Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.265 Actual Loads F3 (kips)0.448 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 1 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 4/8 23/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Clip Position Bypass Connection @ joint 2 Clip Data Clip Type VertiClip SLB600 Screws 2 (#12) F1 (kips)0.225 F2 (kips)1.14Allowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.703 Actual Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A Interaction Linear Interaction ratio 0.616 2 Material NW Concrete, fc = 4000 psi Base Material Concrete Compressive Strength (psi)N/A Fastener Designation X-U, 0.157(in) Quantity 4 Min. Penetration (in)1.5 Attachment to Min. Edge Distance for Shear (in)2.75 Structure Min. Edge Distance for Tension (in)2.75 Min. Fastener Spacing for Shear (in)2.75 Min. Fastener Spacing for Tension (in)2.75 Allowable Shear (kips)0.42 Allowable Tension (kips)0.325 Actual Shear (kips)0.000Fastener Design Load Actual Tension (kips)0.29 Interaction Ratio 0.893 Tensile Strength Reduction Factor 1.000 Shear Strength Reduction Factor 1.000 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 5/8 24/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 ° When more than one load affect a connection, simple linear relationship is used to check the interaction of multiple loads acting on the connection. °Fastener attachment of connectors to the primary structure should be reviewed by a design professional. °Displayed actual & allowable are for one fastener. °Check fastener spacing for attachment to the primary structure with the minimum spacing set by fastener manufacturer. Use the tensile strength or the shear strength reduction factors to compensate for reduced spacing as applicable Clip Position Head connection @ Wall Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.115 Actual Loads F3 (kips)0.000 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 3 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 6/8 25/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bridging Data: Type of Bridging Member Cold-Rolled Channel Bridge Spacing (ft)4 Bridging Row Anchored @ (ft)16 Bridging Allowable Bending Moment (M1)(kips.in)1.23 Member Actual Bending Moment (M1) (kips.in)0.154 1 Allowable Axial Load (F1) (kips)1.332 Actual Axial Load (F1) (kips)0.000 Interaction Ratio 0.125 Type of Bridging Clip BridgeClip (1 Screw) Clip Data Bridging Clip Allowable Bending Moment (kips.in)0.18 Bridging Clip Actual Bending Moment (kips.in)0.154 Allowable Tension on Clip (kips)0.075 Actual Tension on Clip (kips)0.000 Clip Interaction Ratio 0.855 The stiffness of the clip(s) shall be >= 1256 (lbs/in). for satisfying (Eq D3.3-2) in the AISI S100-07 specification. Allowable Shear on individual screw (kips)0.214 Actual Shear on individual screw (kips)0.000Connection of Clip to Wall Member Shear on Individual Screws (Act. / All.)0.000 Total Screws Number N/A Allowable Tension on individual screw (kips)N/A Actual Tension on individual screw (kips)N/AConnection of Clip to Bridging Member Tension on individual screw (Act. / All.)N/A Total Screws Number N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 7/8 26/258 Stratavail A south end Date:Wed, Jan 28 15 User Defined Curtain Wall Layout Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Type of Bridging Member Cold-Rolled Channel Bridge Spacing (ft)4 Bridging Row Anchored @ (ft)16 Bridging Allowable Bending Moment (M1)(kips.in)1.23 Member Actual Bending Moment (M1) (kips.in)0.154 2 Allowable Axial Load (F1) (kips)1.332 Actual Axial Load (F1) (kips)0.000 Interaction Ratio 0.125 Type of Bridging Clip BridgeClip (1 Screw) Clip Data Bridging Clip Allowable Bending Moment (kips.in)0.18 Bridging Clip Actual Bending Moment (kips.in)0.154 Allowable Tension on Clip (kips)0.075 Actual Tension on Clip (kips)0.000 Clip Interaction Ratio 0.855 The stiffness of the clip(s) shall be >= 1296 (lbs/in). for satisfying (Eq D3.3-2) in the AISI S100-07 specification. Allowable Shear on individual screw (kips)0.214 Actual Shear on individual screw (kips)0.000Connection of Clip to Wall Member Shear on Individual Screws (Act. / All.)0.000 Total Screws Number N/A Allowable Tension on individual screw (kips)N/A Actual Tension on individual screw (kips)N/AConnection of Clip to Bridging Member Tension on individual screw (Act. / All.)N/A Total Screws Number N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 8/8 27/258 CFS Stud-to-Track Slip Connection AISI S211-07 Wall Stud Design Job: Date: Engineer: - o.c. spacing of wall studs - Wall Stud Flange Width, W stud 1.0" 28/258 29/258 30/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o1 Date:Thu, Jan 22 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)16 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.7 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 6 4 2.2 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.3 0 0 2 0.3 0 0 5 0.333 0.08 0 6 0.333 0.08 0 3.3 (ft)3.3 (ft) 4 (ft) 6 (ft)6 (ft) 2.2 (ft)2.2 (ft) 4 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 31/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o1 Date:Thu, Jan 22 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S137-54mil, 33 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 12.72 0.325 N/A 0.08 0.303 N/A 0.333 Jamb Allowable 27.537 1.947 15.321 7.072 0.329 N/A 0.641 Act./All.0.462 *0.167 *N/A 0.011 *0.922 N/A 0.520 Header Actual 1.889 0.157 N/A N/A 0.006 N/A N/A 1 Strong Allowable 16.444 2.739 N/A N/A 0.114 N/A N/A Direction Act./All.0.115 0.057 N/A N/A 0.053 N/A N/A Header Actual 0.96 0.08 N/A N/A N/A 0.074 N/A Weak Allowable 2.011 1.53 N/A N/A N/A 0.133 N/A Direction Act./All.0.477 0.052 N/A N/A N/A 0.557 N/A Actual 1.497 0.125 N/A N/A 0.007 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.114 N/A N/A Act./All.0.164 0.091 N/A N/A 0.062 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.3 0 0 Wind Load 2 0.3 0 0 Wind Load 5 0.333 0 0 Wind Load 6 0.333 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.08 0 Dead Load 6 0 0.08 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 32/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o1 Date:Thu, Jan 22 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -1.889 0.96 0.592 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -12.720 Mx N/A Mx N/A Mx -12.720 Jamb Vy -0.008 Pcr N/A T N/A P -0.080 Act./All.0.420 Act./All.N/A Act./All.N/A Act./All.0.473 Header Mx -1.813 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.031 Pcr1 N/A T N/A P N/A Direction Act./All.0.111 Act./All.N/A Act./All.N/A Act./All.N/A Header My 0.922 My N/A My N/A My N/A Weak Vx -0.016 Pcr2 N/A T N/A P N/A Direction Act./All.0.458 Act./All.N/A Act./All.N/A Act./All.N/A Mx -1.437 Mx N/A Mx N/A Mx N/A Sill Vy 0.025 Pcr N/A T N/A P N/A Act./All.0.159 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 33/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o1 Date:Thu, Jan 22 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.7 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 7.5 4 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.3 0 0 2 0.357 0 0 5 0.378 0.08 0 6 0.435 0.08 0 3.3 (ft)3.3 (ft) 4 (ft) 7.5 (ft)7.5 (ft) 0.7 (ft)0.7 (ft)4 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 34/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o1 Date:Thu, Jan 22 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S137-54mil, 33 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 14.57 0.341 N/A 0.08 0.343 N/A 0.435 Jamb Allowable 27.537 1.947 15.321 7.072 0.329 N/A 0.641 Act./All.0.529 *0.175 *N/A 0.011 *1.044 N/A 0.678 Header Actual 1.889 0.157 N/A N/A 0.006 N/A N/A 1 Strong Allowable 16.444 2.739 N/A N/A 0.114 N/A N/A Direction Act./All.0.115 0.057 N/A N/A 0.053 N/A N/A Header Actual 0.96 0.08 N/A N/A N/A 0.074 N/A Weak Allowable 2.011 1.53 N/A N/A N/A 0.133 N/A Direction Act./All.0.477 0.052 N/A N/A N/A 0.557 N/A Actual 0.962 0.08 N/A N/A 0.005 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.114 N/A N/A Act./All.0.105 0.058 N/A N/A 0.040 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.3 0 0 Wind Load 2 0.357 0 0 Wind Load 5 0.378 0 0 Wind Load 6 0.435 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.08 0 Dead Load 6 0 0.08 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 35/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o1 Date:Thu, Jan 22 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -1.889 0.96 0.592 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -14.570 Mx N/A Mx N/A Mx -14.570 Jamb Vy -0.008 Pcr N/A T N/A P -0.080 Act./All.0.481 Act./All.N/A Act./All.N/A Act./All.0.540 Header Mx -1.813 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.031 Pcr1 N/A T N/A P N/A Direction Act./All.0.111 Act./All.N/A Act./All.N/A Act./All.N/A Header My 0.922 My N/A My N/A My N/A Weak Vx -0.016 Pcr2 N/A T N/A P N/A Direction Act./All.0.458 Act./All.N/A Act./All.N/A Act./All.N/A Mx -0.924 Mx N/A Mx N/A Mx N/A Sill Vy 0.016 Pcr N/A T N/A P N/A Act./All.0.102 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 36/258 WC www.clarkwestern.com 2001 North American Specification w/2004 Supplement ASD DATE: 1/7/2015 STRATA VAIL SECTION DESIGNATION: 600T200-54 Single INPUT PROPERTIES: Web Height = 6.198 in Steel Thickness = 0.0566 in Top Flange = 2.000 in Inside Corner Radius = 0.0849 in Bottom Flange = 2.000 in Yield Stress, Fy = 50.0 ksi Fy With Cold-Work, Fya = 50.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.4746 in Moment of Inertia for Deflection (Ixx) 2.6412 in^4 Section Modulus (Sxx) 0.7174 in^ 3 Allowable Bending Moment (Ma) 1789.94 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.0991 in Moment of Inertia (Ixx) 3.1447 in^4 Cross Sectional Area (A) 0.5653 in^2 Radius of Gyration (Rx) 2.3586 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.4177 in Gross Moment of Inertia (Iyy) 0.2035 in^4 Radius of Gyration (Ry) 0.6000 in Effective Section Modulus (Syy) 0.0452 in^3 Effective Neutral Axis (Xcg) from Web Face 0.1849 in Allowable Moment (May) 112.74 Ft-Lb Other Section Property Data Member Weight per Foot of Length 1.9236 lb/ft Allowable Shear Force In Web (Unpunched) 2728 lb Pao for use in Interaction Equation C5-2 6690 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.0492 in St. Venant torsion Constant (J x 1000) 0.6037 in^4 Warping Constant (Cw) 1.3763 in^6 Radii of Gyration (Ro) 2.6502 in Torsional Flexural Constant (Beta) 0.8433 Allowable Web Crippling Loads (lb) 1.00in END BRNG 3.50in INT BRNG Cond 1 Cond 3 Cond 2 Cond 4 Single Member 443 318 1128 815 37/258 38/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o2 Date:Thu, Jan 22 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.7 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 7.5 7 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.483 0 0 2 0.455 0 0 5 0.618 0.14 0 6 0.59 0.14 0 3.3 (ft)3.3 (ft) 7 (ft) 7.5 (ft)7.5 (ft) 0.7 (ft)0.7 (ft)7 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 39/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o2 Date:Thu, Jan 22 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S200-68mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 19.349 0.475 N/A 0.14 0.318 N/A 0.618 Jamb Allowable 40.825 2.879 21.364 11.064 0.329 N/A 0.976 Act./All.0.474 *0.165 *N/A 0.013 *0.967 N/A 0.634 Header Actual 7.422 0.353 N/A N/A 0.052 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.2 N/A N/A Direction Act./All.0.211 0.066 N/A N/A 0.262 N/A N/A Header Actual 2.94 0.14 N/A N/A N/A 0.336 N/A Weak Allowable 4.813 3.392 N/A N/A N/A 0.233 N/A Direction Act./All.0.611 0.041 N/A N/A N/A 1.441 N/A Actual 4.585 0.218 N/A N/A 0.066 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.2 N/A N/A Act./All.0.503 0.159 N/A N/A 0.332 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.483 0 0 Wind Load 2 0.455 0 0 Wind Load 5 0.618 0 0 Wind Load 6 0.59 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.14 0 Dead Load 6 0 0.14 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 40/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o2 Date:Thu, Jan 22 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -7.422 2.94 0.822 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -18.485 Mx N/A Mx N/A Mx -19.349 Jamb Vy 0.45 Pcr N/A T N/A P -0.140 Act./All.0.451 Act./All.N/A Act./All.N/A Act./All.0.487 Header Mx -7.125 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.071 Pcr1 N/A T N/A P N/A Direction Act./All.0.181 Act./All.N/A Act./All.N/A Act./All.N/A Header My 2.822 My N/A My N/A My N/A Weak Vx -0.028 Pcr2 N/A T N/A P N/A Direction Act./All.0.506 Act./All.N/A Act./All.N/A Act./All.N/A Mx -4.401 Mx N/A Mx N/A Mx N/A Sill Vy 0.044 Pcr N/A T N/A P N/A Act./All.0.484 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 41/258 WC www.clarkwestern.com 2001 North American Specification w/2004 Supplement ASD DATE: 1/22/2015 STRATAVAIL SECTION DESIGNATION: 600T250-68 Single INPUT PROPERTIES: Web Height = 6.250 in Steel Thickness = 0.0713 in Top Flange = 2.500 in Inside Corner Radius = 0.1070 in Bottom Flange = 2.500 in Yield Stress, Fy = 50.0 ksi Fy With Cold-Work, Fya = 50.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.5586 in Moment of Inertia for Deflection (Ixx) 3.8709 in^4 Section Modulus (Sxx) 1.0174 in^ 3 Allowable Bending Moment (Ma) 2538.41 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.1248 in Moment of Inertia (Ixx) 4.6701 in^4 Cross Sectional Area (A) 0.7832 in^2 Radius of Gyration (Rx) 2.4419 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.5888 in Gross Moment of Inertia (Iyy) 0.4717 in^4 Radius of Gyration (Ry) 0.7761 in Effective Section Modulus (Syy) 0.0939 in^3 Effective Neutral Axis (Xcg) from Web Face 0.2792 in Allowable Moment (May) 234.28 Ft-Lb Other Section Property Data Member Weight per Foot of Length 2.6650 lb/ft Allowable Shear Force In Web (Unpunched) 5350 lb Pao for use in Interaction Equation C5-2 10445 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.4379 in St. Venant torsion Constant (J x 1000) 1.3272 in^4 Warping Constant (Cw) 3.1860 in^6 Radii of Gyration (Ro) 2.9382 in Torsional Flexural Constant (Beta) 0.7605 Allowable Web Crippling Loads (lb) 1.00in END BRNG 3.50in INT BRNG Cond 1 Cond 3 Cond 2 Cond 4 Single Member 680 477 1726 1292 42/258 WC www.clarkwestern.com 2001 North American Specification w/2004 Supplement ASD DATE: 1/6/2015 STRATA VAIL SECTION DESIGNATION: 600T250-68 Single INPUT PROPERTIES: Web Height = 6.250 in Steel Thickness = 0.0713 in Top Flange = 2.500 in Inside Corner Radius = 0.1070 in Bottom Flange = 2.500 in Yield Stress, Fy = 50.0 ksi Fy With Cold-Work, Fya = 50.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.5586 in Moment of Inertia for Deflection (Ixx) 3.8709 in^4 Section Modulus (Sxx) 1.0174 in^ 3 Allowable Bending Moment (Ma) 2538.41 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.1248 in Moment of Inertia (Ixx) 4.6701 in^4 Cross Sectional Area (A) 0.7832 in^2 Radius of Gyration (Rx) 2.4419 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.5888 in Gross Moment of Inertia (Iyy) 0.4717 in^4 Radius of Gyration (Ry) 0.7761 in Effective Section Modulus (Syy) 0.0939 in^3 Effective Neutral Axis (Xcg) from Web Face 0.2792 in Allowable Moment (May) 234.28 Ft-Lb Other Section Property Data Member Weight per Foot of Length 2.6650 lb/ft Allowable Shear Force In Web (Unpunched) 5350 lb Pao for use in Interaction Equation C5-2 10445 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.4379 in St. Venant torsion Constant (J x 1000) 1.3272 in^4 Warping Constant (Cw) 3.1860 in^6 Radii of Gyration (Ro) 2.9382 in Torsional Flexural Constant (Beta) 0.7605 Allowable Web Crippling Loads (lb) 1.00in END BRNG 3.50in INT BRNG Cond 1 Cond 3 Cond 2 Cond 4 Single Member 680 477 1726 1292 43/258 44/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.3 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 7.5 9.2 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.609 0 0 2 0.564 0 0 5 0.784 0.184 0 6 0.739 0.184 0 3.3 (ft)3.3 (ft) 9.2 (ft) 7.5 (ft)7.5 (ft) 0.7 (ft)0.7 (ft)9.2 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 45/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S250-68mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track 1 x 600T125-68, 50 ksi 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T200-54, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 23.743 0.601 N/A 0.184 0.339 N/A 0.784 Jamb Allowable 41.491 2.879 23.681 11.7 0.329 N/A 0.976 Act./All.0.572 *0.209 *N/A 0.016 *1.031 N/A 0.804 Header Actual 14.402 0.522 N/A N/A 0.096 N/A N/A 1 Strong Allowable 60.914 10.701 N/A N/A 0.263 N/A N/A Direction Act./All.0.236 0.049 N/A N/A 0.366 N/A N/A Header Actual 5.078 0.184 N/A N/A N/A 0.768 N/A Weak Allowable 5.971 6.258 N/A N/A N/A 0.307 N/A Direction Act./All.0.850 0.029 N/A N/A N/A 2.504 N/A Actual 9.566 0.347 N/A N/A 0.151 N/A N/A Sill Allowable 15.021 2.728 N/A N/A 0.263 N/A N/A Act./All.0.637 0.127 N/A N/A 0.573 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.609 0 0 Wind Load 2 0.564 0 0 Wind Load 5 0.784 0 0 Wind Load 6 0.739 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.184 0 Dead Load 6 0 0.184 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 46/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -14.402 5.078 1.087 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -23.469 Mx N/A Mx N/A Mx -23.743 Jamb Vy 0.577 Pcr N/A T N/A P -0.184 Act./All.0.600 Act./All.N/A Act./All.N/A Act./All.0.588 Header Mx -13.826 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.104 Pcr1 N/A T N/A P N/A Direction Act./All.0.212 Act./All.N/A Act./All.N/A Act./All.N/A Header My 4.875 My N/A My N/A My N/A Weak Vx -0.037 Pcr2 N/A T N/A P N/A Direction Act./All.0.651 Act./All.N/A Act./All.N/A Act./All.N/A Mx -9.184 Mx N/A Mx N/A Mx N/A Sill Vy 0.069 Pcr N/A T N/A P N/A Act./All.0.612 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 47/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Allowable Screws Loads: Span Attachment of Header to Jamb Attachment of Sill to Jamb Clip Type StiffClip AL600 StiffClip AL600 Allowable F1 (kips)0.866 0.866 Allowable F2 (kips)2.091 2.091 1 Allowable F3 (kips)3.015 3.015 Actual F1 (kips)0.000 0.000 Actual F2 (kips)0.184 0.000 Actual F3 (kips)0.522 0.347 Linear Interaction Ratio 0.261 0.115 Attachment to Jamb All. Screw Shear (kips)0.777 0.777 All. Screw tension (kips)0.284 0.284 Act. Screw Shear (kips)0.277 0.173 Act. Screw Tension (kips)0.138 0.052 Linear Interaction Ratio 0.842 0.408 F2 Screws Qty.2 (#12)2 (#12) Attachment to Header/Sill All. Screw Shear (kips)0.777 0.394 All. Screw tension (kips)0.284 0.156 Act. Screw Shear (kips)0.261 0.173 Act. Screw Tension (kips)0.000 0.000 Linear Interaction Ratio 0.336 0.440 F3 Screws Qty.2 (#12)2 (#12) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 4/6 48/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Connection Data: Clip Position Head Connection @ Jamb Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.609 Actual Loads F3 (kips)0.000 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 1 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 5/6 49/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 ° When more than one load affect a connection, simple linear relationship is used to check the interaction of multiple loads acting on the connection. °Fastener attachment of connectors to the primary structure should be reviewed by a design professional. °Displayed actual & allowable are for one fastener. Clip Position Base Connection @ Jamb Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.784 Actual Loads F3 (kips)0.184 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 2 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 6/6 50/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 4.5 9.2 3.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.345 0 0 2 0.319 0 0 5 0.33 0.184 0 6 0.304 0.184 0 3.3 (ft)3.3 (ft) 9.2 (ft) 4.5 (ft)4.5 (ft) 3.7 (ft)3.7 (ft) 9.2 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 51/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S250-68mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track 1 x 600T125-68, 50 ksi 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T200-54, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 14.181 0.34 N/A 0.184 0.21 N/A 0.345 Jamb Allowable 41.491 2.879 23.681 11.7 0.329 N/A 0.976 Act./All.0.342 *0.118 *N/A 0.016 *0.639 N/A 0.353 Header Actual 8.219 0.298 N/A N/A 0.055 N/A N/A 1 Strong Allowable 60.914 10.701 N/A N/A 0.263 N/A N/A Direction Act./All.0.135 0.028 N/A N/A 0.209 N/A N/A Header Actual 5.078 0.184 N/A N/A N/A 0.768 N/A Weak Allowable 5.971 6.258 N/A N/A N/A 0.307 N/A Direction Act./All.0.850 0.029 N/A N/A N/A 2.504 N/A Actual 8.641 0.313 N/A N/A 0.136 N/A N/A Sill Allowable 15.021 2.728 N/A N/A 0.263 N/A N/A Act./All.0.575 0.115 N/A N/A 0.517 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.345 0 0 Wind Load 2 0.319 0 0 Wind Load 5 0.33 0 0 Wind Load 6 0.304 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.184 0 Dead Load 6 0 0.184 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 52/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -8.219 5.078 0.985 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -14.181 Mx N/A Mx N/A Mx -14.181 Jamb Vy -0.309 Pcr N/A T N/A P -0.184 Act./All.0.358 Act./All.N/A Act./All.N/A Act./All.0.358 Header Mx -7.891 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.06 Pcr1 N/A T N/A P N/A Direction Act./All.0.121 Act./All.N/A Act./All.N/A Act./All.N/A Header My 4.875 My N/A My N/A My N/A Weak Vx -0.037 Pcr2 N/A T N/A P N/A Direction Act./All.0.651 Act./All.N/A Act./All.N/A Act./All.N/A Mx -8.296 Mx N/A Mx N/A Mx N/A Sill Vy 0.063 Pcr N/A T N/A P N/A Act./All.0.553 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 53/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Allowable Screws Loads: Span Attachment of Header to Jamb Attachment of Sill to Jamb Clip Type StiffClip AL600 StiffClip AL600 Allowable F1 (kips)0.866 0.866 Allowable F2 (kips)2.091 2.091 1 Allowable F3 (kips)3.015 3.015 Actual F1 (kips)0.000 0.000 Actual F2 (kips)0.184 0.000 Actual F3 (kips)0.298 0.313 Linear Interaction Ratio 0.187 0.104 Attachment to Jamb All. Screw Shear (kips)0.777 0.777 All. Screw tension (kips)0.284 0.284 Act. Screw Shear (kips)0.175 0.157 Act. Screw Tension (kips)0.104 0.047 Linear Interaction Ratio 0.591 0.368 F2 Screws Qty.2 (#12)2 (#12) Attachment to Header/Sill All. Screw Shear (kips)0.777 0.394 All. Screw tension (kips)0.284 0.156 Act. Screw Shear (kips)0.149 0.157 Act. Screw Tension (kips)0.000 0.000 Linear Interaction Ratio 0.192 0.397 F3 Screws Qty.2 (#12)2 (#12) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 4/6 54/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 Connection Data: Clip Position Head Connection @ Jamb Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.345 Actual Loads F3 (kips)0.000 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 1 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 5/6 55/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o3 Date:Fri, Jan 23 15 ° When more than one load affect a connection, simple linear relationship is used to check the interaction of multiple loads acting on the connection. °Fastener attachment of connectors to the primary structure should be reviewed by a design professional. °Displayed actual & allowable are for one fastener. Clip Position Base Connection @ Jamb Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.330 Actual Loads F3 (kips)0.184 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 2 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 6/6 56/258 57/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o4 Date:Fri, Jan 23 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.7 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11 7.5 12.7 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.828 0 0 2 0.825 0 0 5 1.026 0.254 0 6 1.023 0.254 0 2.8 (ft)2.8 (ft) 12.7 (ft) 7.5 (ft)7.5 (ft) 0.7 (ft)0.7 (ft)12.7 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 58/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o4 Date:Fri, Jan 23 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S250-68mil, 50 ksi Jamb Track Section N/A Horizontal Stud N/A Horizontal Track N/A 1 Header Closure Track 2 x 600T125-54, 50 ksi Vertical Stud 2 x 600S162-43mil, 33 ksi Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T250-68, 50 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 27.462 0.819 N/A 0.254 0.358 N/A 1.026 Jamb Allowable 41.491 2.879 23.681 11.828 0.524 N/A 0.976 Act./All.0.662 *0.285 *N/A 0.021 *0.684 N/A 1.051 Header Actual 29.05 0.762 N/A N/A 0.543 N/A N/A 1 Lateral Allowable 35.512 5.457 N/A N/A 0.605 N/A N/A Elements Act./All.0.818 0.140 N/A N/A 0.898 N/A N/A Header Actual 9.676 0.254 N/A N/A N/A 0.171 N/A Gravity Allowable 6.765 2.831 N/A N/A N/A 0.423 N/A Elements Act./All.1.430 0.090 N/A N/A N/A 0.405 N/A Actual 21.504 0.564 N/A N/A 0.46 N/A N/A Sill Allowable 30.51 5.35 N/A N/A 0.605 N/A N/A Act./All.0.705 0.105 N/A N/A 0.761 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.828 0 0 Wind Load 2 0.825 0 0 Wind Load 5 1.026 0 0 Wind Load 6 1.023 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.254 0 Dead Load 6 0 0.254 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 59/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o4 Date:Fri, Jan 23 15 Interaction Check (kips.in, kips): Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -27.346 Mx N/A Mx N/A Mx -27.462 Jamb Vy 0.8 Pcr N/A T N/A P -0.254 Act./All.0.715 Act./All.N/A Act./All.N/A Act./All.0.683 Header Mx -27.888 Mx N/A Mx N/A Mx N/A 1 Lateral Vy 0.152 Pcr1 N/A T N/A P N/A Elements Act./All.0.786 Act./All.N/A Act./All.N/A Act./All.N/A Header My 9.289 My N/A My N/A My N/A Gravity Vx -0.051 Pcr2 N/A T N/A P N/A Elements Act./All.0.279 Act./All.N/A Act./All.N/A Act./All.N/A Mx -20.644 Mx N/A Mx N/A Mx N/A Sill Vy 0.113 Pcr N/A T N/A P N/A Act./All.0.677 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 60/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o4 Date:Fri, Jan 23 15 Allowable Screws Loads: Span Attachment of Header to Jamb Attachment of Sill to Jamb Clip Type 2 x StiffClip AL600 StiffClip AL600 Allowable F1 (kips)1.732 0.866 Allowable F2 (kips)4.182 2.091 1 Allowable F3 (kips)6.03 3.015 Actual F1 (kips)0.000 0.000 Actual F2 (kips)0.254 0.000 Actual F3 (kips)0.762 0.564 Linear Interaction Ratio 0.187 0.187 Attachment to Jamb All. Screw Shear (kips)0.777 0.777 All. Screw tension (kips)0.284 0.284 Act. Screw Shear (kips)0.201 0.282 Act. Screw Tension (kips)0.098 0.085 Linear Interaction Ratio 0.605 0.664 F2 Screws Qty.2 (#12)2 (#12) Attachment to Header/Sill All. Screw Shear (kips)0.569 0.777 All. Screw tension (kips)0.225 0.284 Act. Screw Shear (kips)0.191 0.282 Act. Screw Tension (kips)0.063 0.000 Linear Interaction Ratio 0.617 0.363 F3 Screws Qty.2 (#12)2 (#12) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 4/6 61/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o4 Date:Fri, Jan 23 15 Connection Data: Clip Position Head Connection @ Jamb Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.828 Actual Loads F3 (kips)0.000 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 1 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 5/6 62/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Stratavail OPNG o4 Date:Fri, Jan 23 15 ° When more than one load affect a connection, simple linear relationship is used to check the interaction of multiple loads acting on the connection. °Fastener attachment of connectors to the primary structure should be reviewed by a design professional. °Displayed actual & allowable are for one fastener. Clip Position Base Connection @ Jamb Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-1.026 Actual Loads F3 (kips)0.254 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 2 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 6/6 63/258 64/258 65/258 66/258 67/258 68/258 69/258 70/258 71/258 HES JPH Jan 5, 2015 at 5:34 PM STONE HEADER.r3d N1 N2 N3 N4 .141k .273k 0k/ft .29k/ft.29k/ft 0k/ft 0k/ft .404k/ft.404k/ft 0k/ft Y XZ Loads: LC 1, TOP Results for LC 1, TOP 72/258 HES JPH Jan 5, 2015 at 5:35 PM STONE HEADER.r3d N1 N2 N3 N4 0k/ft .29k/ft.29k/ft 0k/ft .094k/ft 0k/ft .404k/ft.404k/ft 0k/ft .094k/ft Y XZ Loads: LC 2, BOT Results for LC 1, TOP 73/258 HES Jan 5, 2015 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 MOMENT None 4 2 TOP TRACK None 2 3 BOT TRACK None 2 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A570_33 29500 11346 .3 .65 .49 33 52 2 50 29500 11346 .3 .65 .49 50 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CF1A 600T200-54 Beam CU 50 Typical .565 .203 3.145 .000604 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 9.1 0 0 0 3 N3 0 4 0 0 4 N4 12.7 4 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 ALL Reaction Reaction Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate...Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CF1A Beam CU 50 Typical 2 M2 N3 N4 CF1A Beam CU 50 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes 2 M2 Yes Member Distributed Loads (BLC 1 : MOMENT) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y 0 .29 0 4.55 2 M1 Y .29 0 4.55 9.1 3 M2 Y 0 .404 0 6.35 4 M2 Y .404 0 6.35 12.7 Member Distributed Loads (BLC 3 : BOT TRACK) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y .094 .094 0 0 2 M2 Y .094 .094 0 0 RISA-3D Version 8.0.0 Page 1 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\STONE HEADER.r3d] 74/258 HES Jan 5, 2015 Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] No Data to Print ... Member Point Loads (BLC 2 : TOP TRACK) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 Y .141 %50 2 M2 Y .273 %50 Load Combinations Description Sol...PDe... SRSS BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor 1 TOP Yes 1 1 2 1 2 BOT Yes 1 1 3 1 Member Section Forces (By Combination) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[... z-z Moment[k-ft] 1 1 M1 1 0 -.73 0 0 0 0 2 2 0 -.698 0 0 0 .727 3 3 0 -.6 0 0 0 1.389 4 4 0 -.437 0 0 0 1.919 5 5 0 -.209 0 0 0 2.251 6 6 0 .209 0 0 0 2.251 7 7 0 .437 0 0 0 1.919 8 8 0 .6 0 0 0 1.389 9 9 0 .698 0 0 0 .727 10 10 0 .73 0 0 0 0 11 1 M2 1 0 -1.419 0 0 0 0 12 2 0 -1.356 0 0 0 1.973 13 3 0 -1.166 0 0 0 3.767 14 4 0 -.849 0 0 0 5.203 15 5 0 -.406 0 0 0 6.104 16 6 0 .406 0 0 0 6.104 17 7 0 .849 0 0 0 5.203 18 8 0 1.166 0 0 0 3.767 19 9 0 1.356 0 0 0 1.973 20 10 0 1.419 0 0 0 0 21 2 M1 1 0 -1.087 0 0 0 0 22 2 0 -.96 0 0 0 1.041 23 3 0 -.767 0 0 0 1.919 24 4 0 -.509 0 0 0 2.57 25 5 0 -.186 0 0 0 2.927 26 6 0 .186 0 0 0 2.927 27 7 0 .509 0 0 0 2.57 28 8 0 .767 0 0 0 1.919 29 9 0 .96 0 0 0 1.041 30 10 0 1.087 0 0 0 0 31 2 M2 1 0 -1.88 0 0 0 0 32 2 0 -1.684 0 0 0 2.529 33 3 0 -1.361 0 0 0 4.692 34 4 0 -.912 0 0 0 6.31 35 5 0 -.336 0 0 0 7.205 36 6 0 .336 0 0 0 7.205 37 7 0 .912 0 0 0 6.31 38 8 0 1.361 0 0 0 4.692 39 9 0 1.684 0 0 0 2.529 40 10 0 1.88 0 0 0 0 RISA-3D Version 8.0.0 Page 2 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\STONE HEADER.r3d] 75/258 HES Jan 5, 2015 Member Section Deflections (By Combination) LC Member Label Sec x [in] y [in] z [in] x Rotate[rad] (n) L/y Ratio (n) L/z Ratio 1 1 M1 1 0 0 0 0 NC NC 2 2 0 .119 0 0 920.862 NC 3 3 0 .223 0 0 488.758 NC 4 4 0 .302 0 0 361.56 NC 5 5 0 .344 0 0 317.067 NC 6 6 0 .344 0 0 317.067 NC 7 7 0 .302 0 0 361.56 NC 8 8 0 .223 0 0 488.758 NC 9 9 0 .119 0 0 920.862 NC 10 10 0 0 0 0 NC NC 11 1 M2 1 0 0 0 0 NC NC 12 2 0 .626 0 0 243.293 NC 13 3 0 1.18 0 0 129.131 NC 14 4 0 1.595 0 0 95.525 NC 15 5 0 1.819 0 0 83.771 NC 16 6 0 1.819 0 0 83.771 NC 17 7 0 1.595 0 0 95.525 NC 18 8 0 1.18 0 0 129.131 NC 19 9 0 .626 0 0 243.293 NC 20 10 0 0 0 0 NC NC 21 2 M1 1 0 0 0 0 NC NC 22 2 0 .159 0 0 685.265 NC 23 3 0 .299 0 0 365.03 NC 24 4 0 .403 0 0 271.12 NC 25 5 0 .458 0 0 238.465 NC 26 6 0 .458 0 0 238.465 NC 27 7 0 .403 0 0 271.12 NC 28 8 0 .299 0 0 365.03 NC 29 9 0 .159 0 0 685.265 NC 30 10 0 0 0 0 NC NC 31 2 M2 1 0 0 0 0 NC NC 32 2 0 .761 0 0 200.208 NC 33 3 0 1.43 0 0 106.592 NC 34 4 0 1.926 0 0 79.129 NC 35 5 0 2.19 0 0 69.576 NC 36 6 0 2.19 0 0 69.576 NC 37 7 0 1.926 0 0 79.129 NC 38 8 0 1.43 0 0 106.592 NC 39 9 0 .761 0 0 200.208 NC 40 10 0 0 0 0 NC NC Joint Deflections LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N1 0 0 0 0 0 9.966e-3 2 1 N2 0 0 0 0 0 -9.966e-3 3 1 N3 0 0 0 0 0 3.772e-2 4 1 N4 0 0 0 0 0 -3.772e-2 5 2 N1 0 0 0 0 0 1.341e-2 6 2 N2 0 0 0 0 0 -1.341e-2 7 2 N3 0 0 0 0 0 4.59e-2 8 2 N4 0 0 0 0 0 -4.59e-2 Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 0 -.73 0 0 0 0 RISA-3D Version 8.0.0 Page 3 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\STONE HEADER.r3d] 76/258 HES Jan 5, 2015 Joint Reactions (By Combination) (Continued) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 2 1 N2 0 -.73 0 0 0 0 3 1 N3 0 -1.419 0 0 0 0 4 1 N4 0 -1.419 0 0 0 0 5 1 Totals:0 -4.299 0 6 1 COG (ft):X: 5.738 Y: 2.641 Z: 0 7 2 N1 0 -1.087 0 0 0 0 8 2 N2 0 -1.087 0 0 0 0 9 2 N3 0 -1.88 0 0 0 0 10 2 N4 0 -1.88 0 0 0 0 11 2 Totals:0 -5.934 0 12 2 COG (ft):X: 5.69 Y: 2.534 Z: 0 Member Section Stresses LC Member Label Sec Axial[ksi] y Shear[ksi] z Shear[ksi] y top Bendin...y bot Bendin...z top Bendin...z bot Bendin... 1 1 M1 1 0 -2.708 0 0 0 0 0 2 2 0 -2.587 0 -8.326 8.326 0 0 3 3 0 -2.225 0 -15.898 15.898 0 0 4 4 0 -1.621 0 -21.962 21.962 0 0 5 5 0 -.775 0 -25.763 25.763 0 0 6 6 0 .775 0 -25.763 25.763 0 0 7 7 0 1.621 0 -21.962 21.962 0 0 8 8 0 2.225 0 -15.898 15.898 0 0 9 9 0 2.587 0 -8.326 8.326 0 0 10 10 0 2.708 0 0 0 0 0 11 1 M2 1 0 -5.263 0 0 0 0 0 12 2 0 -5.028 0 -22.583 22.583 0 0 13 3 0 -4.323 0 -43.119 43.119 0 0 14 4 0 -3.149 0 -59.563 59.563 0 0 15 5 0 -1.505 0 -69.868 69.868 0 0 16 6 0 1.505 0 -69.868 69.868 0 0 17 7 0 3.149 0 -59.563 59.563 0 0 18 8 0 4.323 0 -43.119 43.119 0 0 19 9 0 5.028 0 -22.583 22.583 0 0 20 10 0 5.263 0 0 0 0 0 21 2 M1 1 0 -4.033 0 0 0 0 0 22 2 0 -3.559 0 -11.91 11.91 0 0 23 3 0 -2.845 0 -21.967 21.967 0 0 24 4 0 -1.888 0 -29.414 29.414 0 0 25 5 0 -.69 0 -33.5 33.5 0 0 26 6 0 .69 0 -33.5 33.5 0 0 27 7 0 1.888 0 -29.414 29.414 0 0 28 8 0 2.845 0 -21.967 21.967 0 0 29 9 0 3.559 0 -11.91 11.91 0 0 30 10 0 4.033 0 0 0 0 0 31 2 M2 1 0 -6.97 0 0 0 0 0 32 2 0 -6.244 0 -28.948 28.948 0 0 33 3 0 -5.047 0 -53.707 53.707 0 0 34 4 0 -3.381 0 -72.231 72.231 0 0 35 5 0 -1.244 0 -82.474 82.474 0 0 36 6 0 1.244 0 -82.474 82.474 0 0 37 7 0 3.381 0 -72.231 72.231 0 0 38 8 0 5.047 0 -53.707 53.707 0 0 39 9 0 6.244 0 -28.948 28.948 0 0 40 10 0 6.97 0 0 0 0 0 RISA-3D Version 8.0.0 Page 4 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\STONE HEADER.r3d] 77/258 HES JPH Jan 5, 2015 at 6:10 PM G jamb.r3d N1 N2 1.933k-ft -2.9k .445k .48k -.02k/ft .017k/ft Y XZ Loads: LC 1, D+W Solution: Envelope 78/258 HES Jan 5, 2015 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 D None 2 1 2 W None 2 1 3 S None Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A570_33 29500 11346 .3 .65 .49 33 52 2 50 29500 11346 .3 .65 .49 50 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CF1A 600S200-97 Beam CS 50 Typical 1.067 .53 5.612 .004 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 0 11 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction Fixed Fixed Fixed 2 ALL Reaction Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate...Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CF1A Beam CS 50 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y -.02 -.02 0 0 Member Distributed Loads (BLC 2 : W) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 X .017 .017 0 0 Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] No Data to Print ... RISA-3D Version 8.0.0 Page 1 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\G jamb.r3d] 79/258 HES Jan 5, 2015 Member Point Loads (BLC 1 : D) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 Mz 1.933 8.2 2 M1 Y -2.9 8.2 Member Point Loads (BLC 2 : W) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 X .445 3.7 2 M1 X .48 8.2 Load Combinations Description Sol...PDe... SRSS BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor 1 D+W Yes 1 1 2 1 2 D-W Yes 1 1 2 -1 3 D Yes 1 1 Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 3.12 1 .687 1 0 1 0 1 0 1 0 1 2 min 3.12 1 -.335 2 0 1 0 1 0 1 0 1 3 2 max 3.096 1 .666 1 0 1 0 1 0 1 .397 2 4 min 3.096 1 -.314 2 0 1 0 1 0 1 -.827 1 5 3 max 3.071 1 .645 1 0 1 0 1 0 1 .769 2 6 min 3.071 1 -.294 2 0 1 0 1 0 1 -1.628 1 7 4 max 3.047 1 .624 1 0 1 0 1 0 1 1.115 2 8 min 3.047 1 -.273 2 0 1 0 1 0 1 -2.404 1 9 5 max 3.022 1 .193 2 0 1 0 1 0 1 .907 2 10 min 3.022 1 .159 1 0 1 0 1 0 1 -2.625 1 11 6 max 2.998 1 .214 2 0 1 0 1 0 1 .659 2 12 min 2.998 1 .138 1 0 1 0 1 0 1 -2.806 1 13 7 max 2.973 1 .234 2 0 1 0 1 0 1 .385 2 14 min 2.973 1 .117 1 0 1 0 1 0 1 -2.962 1 15 8 max .049 1 .735 2 0 1 0 1 0 1 1.848 2 16 min .049 1 -.384 1 0 1 0 1 0 1 -.989 1 17 9 max .024 1 .756 2 0 1 0 1 0 1 .937 2 18 min .024 1 -.404 1 0 1 0 1 0 1 -.507 1 19 10 max 0 1 .777 2 0 1 0 1 0 1 0 1 20 min 0 1 -.425 1 0 1 0 1 0 1 0 1 Envelope Member Section Deflections Member Sec x [in] LC y [in] LC z [in] LC x Rotate [...LC (n) L/y Ratio LC (n) L/z Ratio LC 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max -.001 1 .046 2 0 1 0 1 2840.553 2 NC 1 4 min -.001 1 -.118 1 0 1 0 1 1116.784 1 NC 1 5 3 max -.002 1 .087 2 0 1 0 1 1521.065 2 NC 1 6 min -.002 1 -.224 1 0 1 0 1 590.506 1 NC 1 7 4 max -.003 1 .115 2 0 1 0 1 1146.439 2 NC 1 8 min -.003 1 -.304 1 0 1 0 1 434.885 1 NC 1 9 5 max -.004 1 .127 2 0 1 0 1 1035.742 2 NC 1 10 min -.004 1 -.347 1 0 1 0 1 379.993 1 NC 1 11 6 max -.005 1 .126 2 0 1 0 1 1050.595 2 NC 1 12 min -.005 1 -.35 1 0 1 0 1 376.795 1 NC 1 13 7 max -.006 1 .114 2 0 1 0 1 1161.901 2 NC 1 14 min -.006 1 -.31 1 0 1 0 1 426.427 1 NC 1 RISA-3D Version 8.0.0 Page 2 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\G jamb.r3d] 80/258 HES Jan 5, 2015 Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [...LC (n) L/y Ratio LC (n) L/z Ratio LC 15 8 max -.007 1 .094 2 0 1 0 1 1398.79 2 NC 1 16 min -.007 1 -.224 1 0 1 0 1 589.456 1 NC 1 17 9 max -.008 1 .054 2 0 1 0 1 2423.387 2 NC 1 18 min -.008 1 -.116 1 0 1 0 1 1138.87 1 NC 1 19 10 max -.01 1 0 1 0 1 0 1 NC 1 NC 1 20 min -.01 1 0 1 0 1 0 1 NC 1 NC 1 Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max 0 1 0 1 0 1 0 1 0 1 3.233e-3 2 2 min 0 2 0 1 0 1 0 1 0 1 -8.209e-3 1 3 N2 max 0 1 -.01 1 0 1 0 1 0 1 7.991e-3 1 4 min 0 2 -.01 1 0 1 0 1 0 1 -3.888e-3 2 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max .335 2 3.12 1 NC NC NC NC NC NC 0 1 2 min -.687 1 3.12 1 NC NC NC NC NC NC 0 1 3 N2 max .777 2 0 1 0 1 0 1 0 1 0 1 4 min -.425 1 0 1 0 1 0 1 0 1 0 1 5 Totals:max 1.112 2 3.12 1 0 1 6 min -1.112 1 3.12 1 0 1 Cold Formed Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot...... Kzz Cm-yy Cm-zz Cb R y sway z sway 1 M1 CF1A 11 8 8 8 8 Envelope AISI Cold Formed Steel Code Checks Member Shape Code Check Loc[ft] LC She... Loc...... L... Pn[k] Tn[k] Mnyy[...Mnzz[... Cb CmyyCmzzAISI ... 1 M1 600S200-97 1.516 8.111 1 .070 11 y 2 14.684 53.35 1.357 4.412 1 .6 .85 C5.2.... Envelope Member Section Stresses Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 1 M1 1 max 2.924 1 1.476 1 0 1 0 1 0 1 0 1 0 1 2 min 2.924 1 -.72 2 0 1 0 1 0 1 0 1 0 1 3 2 max 2.901 1 1.431 1 0 1 5.303 1 2.547 2 0 1 0 1 4 min 2.901 1 -.676 2 0 1 -2.547 2 -5.303 1 0 1 0 1 5 3 max 2.878 1 1.386 1 0 1 10.443 1 4.931 2 0 1 0 1 6 min 2.878 1 -.631 2 0 1 -4.931 2 -10.443 1 0 1 0 1 7 4 max 2.855 1 1.342 1 0 1 15.419 1 7.153 2 0 1 0 1 8 min 2.855 1 -.586 2 0 1 -7.153 2 -15.419 1 0 1 0 1 9 5 max 2.832 1 .414 2 0 1 16.84 1 5.818 2 0 1 0 1 10 min 2.832 1 .341 1 0 1 -5.818 2 -16.84 1 0 1 0 1 11 6 max 2.81 1 .459 2 0 1 18.002 1 4.224 2 0 1 0 1 12 min 2.81 1 .296 1 0 1 -4.224 2 -18.002 1 0 1 0 1 13 7 max 2.787 1 .504 2 0 1 19.001 1 2.468 2 0 1 0 1 14 min 2.787 1 .252 1 0 1 -2.468 2 -19.001 1 0 1 0 1 15 8 max .046 1 1.58 2 0 1 6.343 1 11.854 2 0 1 0 1 16 min .046 1 -.824 1 0 1 -11.854 2 -6.343 1 0 1 0 1 17 9 max .023 1 1.624 2 0 1 3.253 1 6.008 2 0 1 0 1 18 min .023 1 -.869 1 0 1 -6.008 2 -3.253 1 0 1 0 1 19 10 max 0 1 1.669 2 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 8.0.0 Page 3 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\G jamb.r3d] 81/258 HES Jan 5, 2015 Envelope Member Section Stresses (Continued) Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 20 min 0 1 -.914 1 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 8.0.0 Page 4 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\G jamb.r3d] 82/258 HES JPH Jan 5, 2015 at 6:21 PM B jamb.r3d N1 N2 1.383k-ft -2.1k .573k .614k -.02k/ft .017k/ft Y XZ Loads: LC 1, D+W Results for LC 1, D+W 83/258 HES Jan 5, 2015 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 D None 2 1 2 W None 2 1 3 S None Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A570_33 29500 11346 .3 .65 .49 33 52 2 50 29500 11346 .3 .65 .49 50 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CF1A 600S200-68 Beam CS 50 Typical .764 .4 4.101 .001 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 0 11.5 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction Fixed Fixed Fixed 2 ALL Reaction Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate...Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CF1A Beam CS 50 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y -.02 -.02 0 0 Member Distributed Loads (BLC 2 : W) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 X .017 .017 0 0 Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] No Data to Print ... RISA-3D Version 8.0.0 Page 5 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\B jamb.r3d] 84/258 HES Jan 5, 2015 Member Point Loads (BLC 1 : D) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 Mz 1.383 8.2 2 M1 Y -2.1 8.2 Member Point Loads (BLC 2 : W) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 X .573 3.7 2 M1 X .614 8.2 Load Combinations Description Sol...PDe... SRSS BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor 1 D+W Yes 1 1 2 1 2 D-W Yes 1 1 2 -1 3 D Yes 1 1 Member Section Forces (By Combination) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[... z-z Moment[k-ft] 1 1 M1 1 2.33 .783 0 0 0 0 2 2 2.304 .761 0 0 0 -.986 3 3 2.279 .739 0 0 0 -1.945 4 4 2.253 .145 0 0 0 -2.8 5 5 2.228 .123 0 0 0 -2.971 6 6 2.202 .101 0 0 0 -3.114 7 7 2.177 .08 0 0 0 -3.229 8 8 .051 -.556 0 0 0 -1.477 9 9 .026 -.578 0 0 0 -.752 10 10 0 -.6 0 0 0 0 Member Section Deflections (By Combination) LC Member Label Sec x [in] y [in] z [in] x Rotate[rad] (n) L/y Ratio (n) L/z Ratio 1 1 M1 1 0 0 0 0 NC NC 2 2 -.001 -.202 0 0 684.215 NC 3 3 -.002 -.38 0 0 362.746 NC 4 4 -.003 -.514 0 0 268.551 NC 5 5 -.004 -.584 0 0 236.255 NC 6 6 -.005 -.585 0 0 235.842 NC 7 7 -.007 -.514 0 0 268.692 NC 8 8 -.008 -.373 0 0 370.091 NC 9 9 -.009 -.195 0 0 707.016 NC 10 10 -.01 0 0 0 NC NC Joint Deflections LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N1 0 0 0 0 0 -1.341e-2 2 1 N2 0 -.01 0 0 0 1.292e-2 Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 -.783 2.33 NC NC NC 0 2 1 N2 -.6 0 0 0 0 0 3 1 Totals:-1.382 2.33 0 RISA-3D Version 8.0.0 Page 6 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\B jamb.r3d] 85/258 HES Jan 5, 2015 Joint Reactions (By Combination) (Continued) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 4 1 COG (ft):X: 0 Y: 7.958 Z: 0 Cold Formed Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot...... Kzz Cm-yy Cm-zz Cb R y sway z sway 1 M1 CF1A 11.5 4 4 4 4 Member Cold Formed Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear ...Loc[ft] ... Pn[k] Tn[k] Mnyy[k...Mnzz[k... Cb CmyyCmzz Eqn 1 1 M1 600S200-68 1.193 8.131 .143 0 y 21.393 38.2 1.168 5.393 1 .6 .85 C5.2.... Member Section Stresses LC Member Label Sec Axial[ksi] y Shear[ksi] z Shear[ksi] y top Bendin...y bot Bendin...z top Bendin...z bot Bendin... 1 1 M1 1 3.05 2.335 0 0 0 0 0 2 2 3.016 2.27 0 8.659 -8.659 0 0 3 3 2.983 2.205 0 17.075 -17.075 0 0 4 4 2.949 .431 0 24.576 -24.576 0 0 5 5 2.916 .367 0 26.077 -26.077 0 0 6 6 2.882 .302 0 27.334 -27.334 0 0 7 7 2.849 .237 0 28.348 -28.348 0 0 8 8 .067 -1.659 0 12.965 -12.965 0 0 9 9 .033 -1.724 0 6.604 -6.604 0 0 10 10 0 -1.788 0 0 0 0 0 RISA-3D Version 8.0.0 Page 7 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\B jamb.r3d] 86/258 87/258 88/258 89/258 90/258 91/258 92/258 93/258 94/258 95/258 96/258 97/258 98/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG CW1 Date:Tue, Jan 06 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)16.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)16 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 16.5 11.2 6.3 0.25 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.345 0 0 2 0.37 0 0 5 0.471 0.126 0 6 0.496 0.126 0 5.05 (ft)5.05 (ft) 6.3 (ft) 11.2 (ft)11.2 (ft) 0.25 (ft)0.25 (ft)6.3 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 99/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG CW1 Date:Tue, Jan 06 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S250-97mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 22.751 0.363 N/A 0.126 0.481 N/A 0.496 Jamb Allowable 64.846 3.806 33.031 15.489 0.471 N/A 1.861 Act./All.0.351 *0.095 *N/A 0.008 *1.020 N/A 0.266 Header Actual 4.052 0.214 N/A N/A 0.023 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.18 N/A N/A Direction Act./All.0.115 0.040 N/A N/A 0.129 N/A N/A Header Actual 2.381 0.126 N/A N/A N/A 0.221 N/A Weak Allowable 5.04 3.392 N/A N/A N/A 0.21 N/A Direction Act./All.0.472 0.037 N/A N/A N/A 1.051 N/A Actual 1.68 0.089 N/A N/A 0.02 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.18 N/A N/A Act./All.0.184 0.065 N/A N/A 0.110 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.345 0 0 Wind Load 2 0.37 0 0 Wind Load 5 0.471 0 0 Wind Load 6 0.496 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.126 0 Dead Load 6 0 0.126 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 100/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG CW1 Date:Tue, Jan 06 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -4.052 2.381 0.588 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -22.751 Mx N/A Mx N/A Mx -22.751 Jamb Vy 0.009 Pcr N/A T N/A P -0.126 Act./All.0.328 Act./All.N/A Act./All.N/A Act./All.0.359 Header Mx -3.890 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.043 Pcr1 N/A T N/A P N/A Direction Act./All.0.099 Act./All.N/A Act./All.N/A Act./All.N/A Header My 2.286 My N/A My N/A My N/A Weak Vx -0.025 Pcr2 N/A T N/A P N/A Direction Act./All.0.410 Act./All.N/A Act./All.N/A Act./All.N/A Mx -1.613 Mx N/A Mx N/A Mx N/A Sill Vy 0.018 Pcr N/A T N/A P N/A Act./All.0.177 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 101/258 102/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG CW2 Date:Tue, Jan 06 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)17.3 Max. Bridging Spacing (ft)4 Stud Spacing (in)16 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 25.6 Dead Load / Span (lbs/ft): 1 60 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 17.3 12.5 11.3 0.25 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.996 0 0 2 0.926 0 0 5 1.307 0.339 0 6 1.237 0.339 0 4.55 (ft)4.55 (ft) 11.3 (ft) 12.5 (ft)12.5 (ft) 0.25 (ft)0.25 (ft)11.3 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 103/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG CW2 Date:Tue, Jan 06 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S300-97mil, 50 ksi Jamb Track Section N/A Horizontal Stud N/A Horizontal Track N/A 1 Header Closure Track 2 x 600T125-54, 33 ksi Vertical Stud 2 x 600S162-54mil, 50 ksi Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 56.604 0.989 N/A 0.339 1.186 N/A 1.307 Jamb Allowable 67.283 3.806 36.336 16.159 0.494 N/A 1.861 Act./All.0.841 *0.260 *N/A 0.021 *2.399 N/A 0.702 Header Actual 25.007 0.738 N/A N/A 0.356 N/A N/A 1 Lateral Allowable 26.333 5.457 N/A N/A 0.323 N/A N/A Elements Act./All.0.950 0.135 N/A N/A 1.101 N/A N/A Header Actual 11.492 0.339 N/A N/A N/A 0.13 N/A Gravity Allowable 10.691 5.646 N/A N/A N/A 0.377 N/A Elements Act./All.1.075 0.060 N/A N/A N/A 0.346 N/A Actual 14.464 0.427 N/A N/A 0.546 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.323 N/A N/A Act./All.1.586 0.310 N/A N/A 1.691 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.996 0 0 Wind Load 2 0.926 0 0 Wind Load 5 1.307 0 0 Wind Load 6 1.237 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.339 0 Dead Load 6 0 0.339 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 104/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG CW2 Date:Tue, Jan 06 15 Interaction Check (kips.in, kips): Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -56.604 Mx N/A Mx N/A Mx -56.604 Jamb Vy 0.000 Pcr N/A T N/A P -0.339 Act./All.0.841 Act./All.N/A Act./All.N/A Act./All.0.862 Header Mx -24.007 Mx N/A Mx N/A Mx N/A 1 Lateral Vy 0.148 Pcr1 N/A T N/A P N/A Elements Act./All.0.912 Act./All.N/A Act./All.N/A Act./All.N/A Header My 11.032 My N/A My N/A My N/A Gravity Vx -0.068 Pcr2 N/A T N/A P N/A Elements Act./All.0.182 Act./All.N/A Act./All.N/A Act./All.N/A Mx -13.885 Mx N/A Mx N/A Mx N/A Sill Vy 0.085 Pcr N/A T N/A P N/A Act./All.1.524 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 105/258 106/258 107/258 108/258 109/258 110/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG S7 Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)16 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 30 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 9 11.2 0.25 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.462 0 0 2 0.436 0 0 5 0.555 0.168 0 6 0.529 0.168 0 2.25 (ft)2.25 (ft) 11.2 (ft) 9 (ft)9 (ft) 0.25 (ft)0.25 (ft)11.2 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 111/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG S7 Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S200-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud N/A Horizontal Track N/A 1 Header Closure Track 2 x 600T125-54, 33 ksi Vertical Stud 2 x 600S162-54mil, 50 ksi Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 13.507 0.457 N/A 0.168 0.278 N/A 0.555 Jamb Allowable 30.395 1.947 17.161 8.217 0.329 N/A 0.641 Act./All.0.444 *0.235 *N/A 0.020 *0.847 N/A 0.865 Header Actual 11.922 0.355 N/A N/A 0.167 N/A N/A 1 Lateral Allowable 26.333 5.457 N/A N/A 0.32 N/A N/A Elements Act./All.0.453 0.065 N/A N/A 0.520 N/A N/A Header Actual 5.645 0.168 N/A N/A N/A 0.063 N/A Gravity Allowable 10.86 5.646 N/A N/A N/A 0.373 N/A Elements Act./All.0.520 0.030 N/A N/A N/A 0.169 N/A Actual 8.799 0.262 N/A N/A 0.326 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.32 N/A N/A Act./All.0.965 0.190 N/A N/A 1.020 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.462 0 0 Wind Load 2 0.436 0 0 Wind Load 5 0.555 0 0 Wind Load 6 0.529 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.168 0 Dead Load 6 0 0.168 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 112/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG S7 Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -12.300 Mx N/A Mx N/A Mx -13.507 Jamb Vy 0.449 Pcr N/A T N/A P -0.168 Act./All.0.466 Act./All.N/A Act./All.N/A Act./All.0.465 Header Mx -11.445 Mx N/A Mx N/A Mx N/A 1 Lateral Vy 0.071 Pcr1 N/A T N/A P N/A Elements Act./All.0.435 Act./All.N/A Act./All.N/A Act./All.N/A Header My 5.419 My N/A My N/A My N/A Gravity Vx 0.034 Pcr2 N/A T N/A P N/A Elements Act./All.0.090 Act./All.N/A Act./All.N/A Act./All.N/A Mx -8.447 Mx N/A Mx N/A Mx N/A Sill Vy 0.052 Pcr N/A T N/A P N/A Act./All.0.927 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 113/258 114/258 115/258 116/258 117/258 118/258 119/258 120/258 121/258 122/258 123/258 124/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG HH-middle Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)16 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.7 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 7.5 6 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.422 0 0 2 0.479 0 0 5 0.538 0.12 0 6 0.595 0.12 0 3.3 (ft)3.3 (ft) 6 (ft) 7.5 (ft)7.5 (ft) 0.7 (ft)0.7 (ft)6 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 125/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG HH-middle Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-43mil, 33 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 19.089 0.595 N/A 0.12 0.558 N/A 0.595 Jamb Allowable 15.257 1.416 8.532 4.03 0.548 N/A 0.278 Act./All.1.251 *0.420 N/A 0.030 *1.019 N/A 2.139 Header Actual 5.052 0.281 N/A N/A 0.026 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.286 N/A N/A Direction Act./All.0.144 0.052 N/A N/A 0.092 N/A N/A Header Actual 2.16 0.12 N/A N/A N/A 0.182 N/A Weak Allowable 5.135 3.392 N/A N/A N/A 0.2 N/A Direction Act./All.0.421 0.035 N/A N/A N/A 0.908 N/A Actual 2.967 0.165 N/A N/A 0.032 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.286 N/A N/A Act./All.0.325 0.120 N/A N/A 0.111 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.422 0 0 Wind Load 2 0.479 0 0 Wind Load 5 0.538 0 0 Wind Load 6 0.595 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.12 0 Dead Load 6 0 0.12 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 126/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG HH-middle Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -5.052 2.16 0.564 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -19.089 Mx N/A Mx N/A Mx -19.089 Jamb Vy 0.023 Pcr N/A T N/A P -0.120 Act./All.1.145 Act./All.N/A Act./All.N/A Act./All.1.281 Header Mx -4.850 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.056 Pcr1 N/A T N/A P N/A Direction Act./All.0.123 Act./All.N/A Act./All.N/A Act./All.N/A Header My 2.073 My N/A My N/A My N/A Weak Vx -0.024 Pcr2 N/A T N/A P N/A Direction Act./All.0.372 Act./All.N/A Act./All.N/A Act./All.N/A Mx -2.849 Mx N/A Mx N/A Mx N/A Sill Vy 0.033 Pcr N/A T N/A P N/A Act./All.0.313 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 127/258 128/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG JJ Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)15 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 29.7 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 15 7.5 4 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.318 0 0 2 0.392 0 0 5 0.499 0.08 0 6 0.573 0.08 0 6.8 (ft)6.8 (ft) 4 (ft) 7.5 (ft)7.5 (ft) 0.7 (ft)0.7 (ft)4 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 129/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG JJ Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-68mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 26.497 0.376 N/A 0.08 0.803 N/A 0.573 Jamb Allowable 35.184 2.879 19.047 8.019 0.714 N/A 0.976 Act./All.0.753 *0.130 *N/A 0.010 *1.124 N/A 0.587 Header Actual 3.136 0.261 N/A N/A 0.007 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.19 N/A N/A Direction Act./All.0.089 0.049 N/A N/A 0.038 N/A N/A Header Actual 0.96 0.08 N/A N/A N/A 0.036 N/A Weak Allowable 5.581 3.392 N/A N/A N/A 0.133 N/A Direction Act./All.0.172 0.024 N/A N/A N/A 0.269 N/A Actual 0.962 0.08 N/A N/A 0.005 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.19 N/A N/A Act./All.0.105 0.058 N/A N/A 0.024 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.318 0 0 Wind Load 2 0.392 0 0 Wind Load 5 0.499 0 0 Wind Load 6 0.573 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.08 0 Dead Load 6 0 0.08 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 130/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG JJ Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -3.136 0.96 0.261 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -26.497 Mx N/A Mx N/A Mx -26.497 Jamb Vy 0.257 Pcr N/A T N/A P -0.080 Act./All.0.677 Act./All.N/A Act./All.N/A Act./All.0.763 Header Mx -3.011 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.052 Pcr1 N/A T N/A P N/A Direction Act./All.0.077 Act./All.N/A Act./All.N/A Act./All.N/A Header My 0.922 My N/A My N/A My N/A Weak Vx -0.016 Pcr2 N/A T N/A P N/A Direction Act./All.0.165 Act./All.N/A Act./All.N/A Act./All.N/A Mx -0.924 Mx N/A Mx N/A Mx N/A Sill Vy 0.016 Pcr N/A T N/A P N/A Act./All.0.102 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 131/258 132/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG KK Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)15 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 15 9.2 4 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.206 0 0 2 0.247 0 0 5 0.279 0.08 0 6 0.32 0.08 0 5.1 (ft)5.1 (ft) 4 (ft) 9.2 (ft)9.2 (ft) 0.7 (ft)0.7 (ft)4 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 133/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG KK Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 14.906 0.238 N/A 0.08 0.587 N/A 0.32 Jamb Allowable 27.537 1.947 15.321 6.018 0.714 N/A 0.641 Act./All.0.541 *0.122 *N/A 0.013 *0.821 N/A 0.500 Header Actual 1.016 0.085 N/A N/A 0.002 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.19 N/A N/A Direction Act./All.0.029 0.016 N/A N/A 0.012 N/A N/A Header Actual 0.96 0.08 N/A N/A N/A 0.036 N/A Weak Allowable 5.581 3.392 N/A N/A N/A 0.133 N/A Direction Act./All.0.172 0.024 N/A N/A N/A 0.269 N/A Actual 0.139 0.012 N/A N/A 0.001 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.19 N/A N/A Act./All.0.015 0.008 N/A N/A 0.003 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.206 0 0 Wind Load 2 0.247 0 0 Wind Load 5 0.279 0 0 Wind Load 6 0.32 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.08 0 Dead Load 6 0 0.08 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 134/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG KK Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -1.016 0.96 0.201 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -14.906 Mx N/A Mx N/A Mx -14.906 Jamb Vy -0.016 Pcr N/A T N/A P -0.080 Act./All.0.492 Act./All.N/A Act./All.N/A Act./All.0.555 Header Mx -0.975 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.017 Pcr1 N/A T N/A P N/A Direction Act./All.0.025 Act./All.N/A Act./All.N/A Act./All.N/A Header My 0.922 My N/A My N/A My N/A Weak Vx -0.016 Pcr2 N/A T N/A P N/A Direction Act./All.0.165 Act./All.N/A Act./All.N/A Act./All.N/A Mx -0.134 Mx N/A Mx N/A Mx N/A Sill Vy 0.002 Pcr N/A T N/A P N/A Act./All.0.015 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 135/258 136/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG LL Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)15 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Two Ways Fixed in Jamb Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 15 11.5 4 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.265 0 0 2 0.265 0 0 5 0.3 0.08 0 6 0.3 0.08 0 2.8 (ft)2.8 (ft) 4 (ft) 11.5 (ft)11.5 (ft) 0.7 (ft)0.7 (ft)4 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 137/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG LL Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 14.003 0.258 N/A 0.08 0.559 N/A 0.3 Jamb Allowable 27.537 1.947 15.321 6.018 0.714 N/A 0.641 Act./All.0.509 *0.132 *N/A 0.013 *0.783 N/A 0.467 Header Actual 0.558 0.046 N/A N/A 0.001 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.19 N/A N/A Direction Act./All.0.016 0.009 N/A N/A 0.007 N/A N/A Header Actual 0.96 0.08 N/A N/A N/A 0.036 N/A Weak Allowable 5.581 3.392 N/A N/A N/A 0.133 N/A Direction Act./All.0.172 0.024 N/A N/A N/A 0.269 N/A Actual 0.139 0.012 N/A N/A 0.001 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.19 N/A N/A Act./All.0.015 0.008 N/A N/A 0.003 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.265 0 0 Wind Load 2 0.265 0 0 Wind Load 5 0.3 0 0 Wind Load 6 0.3 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.08 0 Dead Load 6 0 0.08 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 138/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG LL Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -0.558 0.96 0.188 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -14.003 Mx N/A Mx N/A Mx -14.003 Jamb Vy 0.004 Pcr N/A T N/A P -0.080 Act./All.0.462 Act./All.N/A Act./All.N/A Act./All.0.522 Header Mx -0.536 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.009 Pcr1 N/A T N/A P N/A Direction Act./All.0.014 Act./All.N/A Act./All.N/A Act./All.N/A Header My 0.922 My N/A My N/A My N/A Weak Vx -0.016 Pcr2 N/A T N/A P N/A Direction Act./All.0.165 Act./All.N/A Act./All.N/A Act./All.N/A Mx -0.134 Mx N/A Mx N/A Mx N/A Sill Vy 0.002 Pcr N/A T N/A P N/A Act./All.0.015 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 139/258 140/258 141/258 142/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG OO Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)17 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 17 6 3.7 8 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.321 0 0 2 0.271 0 0 5 0.244 0.074 0 6 0.195 0.074 0 3 (ft)3 (ft) 3.7 (ft) 6 (ft)6 (ft) 8 (ft)8 (ft) 3.7 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 143/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG OO Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-68mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 18.648 0.31 N/A 0.074 0.727 N/A 0.244 Jamb Allowable 35.184 2.879 19.047 7.181 0.81 N/A 0.976 Act./All.0.530 *0.108 *N/A 0.010 *0.899 N/A 0.250 Header Actual 0.827 0.074 N/A N/A 0.002 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.176 N/A N/A Direction Act./All.0.023 0.014 N/A N/A 0.009 N/A N/A Header Actual 0.821 0.074 N/A N/A N/A 0.026 N/A Weak Allowable 5.581 3.392 N/A N/A N/A 0.123 N/A Direction Act./All.0.147 0.022 N/A N/A N/A 0.213 N/A Actual 1.679 0.151 N/A N/A 0.007 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.176 N/A N/A Act./All.0.184 0.110 N/A N/A 0.039 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.321 0 0 Wind Load 2 0.271 0 0 Wind Load 5 0.244 0 0 Wind Load 6 0.195 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.074 0 Dead Load 6 0 0.074 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 144/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG OO Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -0.827 0.821 0.171 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -18.648 Mx N/A Mx N/A Mx -18.648 Jamb Vy -0.144 Pcr N/A T N/A P -0.074 Act./All.0.475 Act./All.N/A Act./All.N/A Act./All.0.540 Header Mx -0.794 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.015 Pcr1 N/A T N/A P N/A Direction Act./All.0.020 Act./All.N/A Act./All.N/A Act./All.N/A Header My 0.788 My N/A My N/A My N/A Weak Vx -0.015 Pcr2 N/A T N/A P N/A Direction Act./All.0.141 Act./All.N/A Act./All.N/A Act./All.N/A Mx -1.612 Mx N/A Mx N/A Mx N/A Sill Vy 0.03 Pcr N/A T N/A P N/A Act./All.0.178 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 145/258 146/258 147/258 148/258 149/258 150/258 151/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG ZZ Date:Wed, Jan 07 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)11.5 Max. Bridging Spacing (ft)4 Stud Spacing (in)24 Horizontal Deflection L /420 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 11.5 6.2 6.5 2.2 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.274 0 0 2 0.25 0 0 5 0.299 0.13 0 6 0.275 0.13 0 3.1 (ft)3.1 (ft) 6.5 (ft) 6.2 (ft)6.2 (ft) 2.2 (ft)2.2 (ft) 6.5 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 152/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG ZZ Date:Wed, Jan 07 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-68mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 10.776 0.292 N/A 0.13 0.261 N/A 0.299 Jamb Allowable 27.537 1.947 15.321 7.072 0.329 N/A 0.641 Act./All.0.391 *0.150 *N/A 0.018 *0.796 N/A 0.466 Header Actual 3.336 0.171 N/A N/A 0.02 N/A N/A 1 Strong Allowable 35.184 5.35 N/A N/A 0.186 N/A N/A Direction Act./All.0.095 0.032 N/A N/A 0.110 N/A N/A Header Actual 2.535 0.13 N/A N/A N/A 0.25 N/A Weak Allowable 4.976 3.392 N/A N/A N/A 0.217 N/A Direction Act./All.0.509 0.038 N/A N/A N/A 1.154 N/A Actual 2.863 0.147 N/A N/A 0.036 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.186 N/A N/A Act./All.0.314 0.107 N/A N/A 0.193 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.274 0 0 Wind Load 2 0.25 0 0 Wind Load 5 0.299 0 0 Wind Load 6 0.275 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.13 0 Dead Load 6 0 0.13 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 153/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG ZZ Date:Wed, Jan 07 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -3.336 2.535 0.604 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -10.776 Mx N/A Mx N/A Mx -10.776 Jamb Vy -0.007 Pcr N/A T N/A P -0.130 Act./All.0.355 Act./All.N/A Act./All.N/A Act./All.0.410 Header Mx -3.203 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.034 Pcr1 N/A T N/A P N/A Direction Act./All.0.081 Act./All.N/A Act./All.N/A Act./All.N/A Header My 2.433 My N/A My N/A My N/A Weak Vx -0.026 Pcr2 N/A T N/A P N/A Direction Act./All.0.436 Act./All.N/A Act./All.N/A Act./All.N/A Mx -2.749 Mx N/A Mx N/A Mx N/A Sill Vy 0.029 Pcr N/A T N/A P N/A Act./All.0.302 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 154/258 155/258 156/258 157/258 158/258 159/258 160/258 161/258 162/258 163/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG S Date:Tue, Jan 06 15 Design Data: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Data: Wall Height (ft)13.8 Max. Bridging Spacing (ft)5 Stud Spacing (in)16 Horizontal Deflection L /252 Header Vertical Deflection L /360 Absolute Deflection (in)1 Wind Load Distribution Four Ways Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor 1 Dead Load Deflection Factor 1 Deflection calculation method at parapet free end N/A Bracing Data: Jamb Lateral Bracing (in)Full Jamb Torsional Bracing (in)Full Header/Sill Lateral Bracing-Lateral Ld (in)Full Header/Sill Torsional Bracing-Lateral Ld (in)Full Header Lateral Bracing-Gravity Ld (in)None Header Torsional Bracing-Gravity Ld (in)None K Distortional Buckling Rotational Stiffness (lbf-in./in.)100ϕ Design Options:Wind Load / Span (psf): 1 16.6 Dead Load / Span (lbs/ft): 1 40 ° Section Layout Single ° Fastener Spacing (in)12 ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 ° Jamb Member Extends to Parapet N/A Dimensions (ft): Span Jamb Height Opening Height Opening Width Sill Height 1 13.8 11.1 6.1 0.7 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.337 0 0 2 0.369 0 0 5 0.37 0.122 0 6 0.402 0.122 0 2 (ft)2 (ft) 6.1 (ft) 11.1 (ft)11.1 (ft) 0.7 (ft)0.7 (ft)6.1 (ft) ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 164/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG S Date:Tue, Jan 06 15 Unfactored Reactions: Sections Data: Stud Section 1 x 600S162-54mil, 50 ksi Jamb Track Section N/A Horizontal Stud 1 x 600S162-54mil, 50 ksi Horizontal Track N/A 1 Header Closure Track N/A Vertical Stud N/A Vertical Track N/A Stud Section N/A Sill Track Section 1 x 600T125-43, 33 ksi Member Check: Span #Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) V.Deflection (in) Crippling (kips) Actual 14.842 0.361 N/A 0.122 0.509 N/A 0.402 Jamb Allowable 27.537 1.947 15.321 6.391 0.657 N/A 0.641 Act./All.0.539 *0.185 *N/A 0.019 *0.774 N/A 0.628 Header Actual 2.34 0.128 N/A N/A 0.015 N/A N/A 1 Strong Allowable 27.537 2.823 N/A N/A 0.29 N/A N/A Direction Act./All.0.085 0.045 N/A N/A 0.053 N/A N/A Header Actual 2.232 0.122 N/A N/A N/A 0.234 N/A Weak Allowable 4.167 2.848 N/A N/A N/A 0.203 N/A Direction Act./All.0.536 0.043 N/A N/A N/A 1.151 N/A Actual 1.737 0.095 N/A N/A 0.019 N/A N/A Sill Allowable 9.121 1.377 N/A N/A 0.29 N/A N/A Act./All.0.190 0.069 N/A N/A 0.066 N/A N/A Web Crippling Bearing Length = 1.25 (in) * Forces are calculated for punched-out section Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.337 0 0 Wind Load 2 0.369 0 0 Wind Load 5 0.37 0 0 Wind Load 6 0.402 0 0 Dead Load 1 0 0 0 Dead Load 2 0 0 0 Dead Load 5 0 0.122 0 Dead Load 6 0 0.122 0 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 165/258 Simple Stud Window Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 STRATA VAIL OPNG S Date:Tue, Jan 06 15 Interaction Check (kips.in, kips): Combined Mx, My for Headers: Span Mx (kips.in)My (kips.in)Act./All. 1 -2.340 2.232 0.621 Span#Member Moment, Shear Moment, Crippling Moment, Tension Moment, Compression Mx -14.842 Mx N/A Mx N/A Mx -14.842 Jamb Vy 0.013 Pcr N/A T N/A P -0.122 Act./All.0.490 Act./All.N/A Act./All.N/A Act./All.0.558 Header Mx -2.246 Mx N/A Mx N/A Mx N/A 1 Strong Vy 0.026 Pcr1 N/A T N/A P N/A Direction Act./All.0.075 Act./All.N/A Act./All.N/A Act./All.N/A Header My 2.143 My N/A My N/A My N/A Weak Vx -0.024 Pcr2 N/A T N/A P N/A Direction Act./All.0.499 Act./All.N/A Act./All.N/A Act./All.N/A Mx -1.668 Mx N/A Mx N/A Mx N/A Sill Vy 0.019 Pcr N/A T N/A P N/A Act./All.0.183 Act./All.N/A Act./All.N/A Act./All.N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 166/258 167/258 168/258 169/258 170/258 171/258 HES JPH Jan 27, 2015 at 9:21 AM parapet w stone-1.r3d N1 N2 N3 -.038k -.131k -.52k .39k-ft -.016k/ft -.032k/ft -.016k/ft -.044k/ft Y XZ Loads: LC 5, D+0.75(S-L-W) Solution: Envelope 172/258 HES Jan 27, 2015 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 D None 2 2 2 S None 1 3 L None 1 4 W None 2 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A570_33 29500 11346 .3 .65 .49 33 52 2 50 29500 11346 .3 .65 .49 50 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CF1 600S162-54 Beam CS 50 Typical .556 .18 2.86 .000594 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 108.6 0 0 2 N2 0 111 0 0 3 N3 0 115 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction Fixed Fixed Fixed 2 N2 Reaction Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate...Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CF1 Beam CS 50 Typical 2 M2 N2 N3 CF1 Beam CS 50 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes 2 M2 Yes Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y -.016 -.016 0 0 2 M2 Y -.016 -.016 0 0 Member Distributed Loads (BLC 4 : W) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 X .043 .043 0 0 2 M2 X .059 .059 0 0 RISA-3D Version 8.0.0 Page 1 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-1.r3d] 173/258 HES Jan 27, 2015 Joint Loads and Enforced Displacements (BLC 2 : S) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] 1 N3 L Y -.175 Joint Loads and Enforced Displacements (BLC 3 : L) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] 1 N3 L X .05 Member Point Loads (BLC 1 : D) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 Y -.52 .5 2 M1 Mz .39 .5 Load Combinations Description Sol...PDe... SRSS BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor 1 D+S Yes 1 1 2 1 2 D+L Yes 1 1 3 1 3 D-L Yes 1 1 3 -1 4 D+0.75(S+L+W)Yes 1 1 2 .75 3 .75 4 .75 5 D+0.75(S-L-W)Yes 1 1 2 .75 3 -.75 4 -.75 6 D+W Yes 1 1 4 1 7 D-W Yes 1 1 4 -1 Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC 1 M1 1 max .797 1 .334 5 0 1 0 1 0 1 0 1 2 min .622 2 -.009 4 0 1 0 1 0 1 0 1 3 2 max .793 1 .342 5 0 1 0 1 0 1 .003 4 4 min .618 2 -.017 4 0 1 0 1 0 1 -.09 5 5 3 max .269 1 .351 5 0 1 0 1 0 1 .399 4 6 min .094 2 -.026 4 0 1 0 1 0 1 .207 5 7 4 max .265 1 .36 5 0 1 0 1 0 1 .407 4 8 min .09 2 -.035 4 0 1 0 1 0 1 .113 5 9 5 max .26 1 .368 5 0 1 0 1 0 1 .418 4 10 min .085 2 -.043 4 0 1 0 1 0 1 .016 5 11 6 max .256 1 .377 5 0 1 0 1 0 1 .43 4 12 min .081 2 -.052 4 0 1 0 1 0 1 -.084 5 13 7 max .252 1 .385 5 0 1 0 1 0 1 .445 4 14 min .077 2 -.06 4 0 1 0 1 0 1 -.185 5 15 8 max .248 1 .394 5 0 1 0 1 0 1 .463 4 16 min .073 2 -.069 4 0 1 0 1 0 1 -.289 5 17 9 max .243 1 .403 5 0 1 0 1 0 1 .482 4 18 min .068 2 -.078 4 0 1 0 1 0 1 -.395 5 19 10 max .239 1 .411 5 0 1 0 1 0 1 .504 4 20 min .064 2 -.086 4 0 1 0 1 0 1 -.504 5 21 M2 1 max .239 1 .236 6 0 1 0 1 0 1 .504 4 22 min .064 2 -.236 7 0 1 0 1 0 1 -.504 5 23 2 max .232 1 .21 6 0 1 0 1 0 1 .413 4 24 min .057 2 -.21 7 0 1 0 1 0 1 -.413 5 25 3 max .225 1 .184 6 0 1 0 1 0 1 .331 4 26 min .05 2 -.184 7 0 1 0 1 0 1 -.331 5 27 4 max .218 1 .157 6 0 1 0 1 0 1 .257 4 28 min .043 2 -.157 7 0 1 0 1 0 1 -.257 5 29 5 max .211 1 .136 4 0 1 0 1 0 1 .193 4 30 min .036 2 -.136 5 0 1 0 1 0 1 -.193 5 RISA-3D Version 8.0.0 Page 2 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-1.r3d] 174/258 HES Jan 27, 2015 Envelope Member Section Forces (Continued) Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC 31 6 max .203 1 .116 4 0 1 0 1 0 1 .137 4 32 min .028 2 -.116 5 0 1 0 1 0 1 -.137 5 33 7 max .196 1 .097 4 0 1 0 1 0 1 .089 4 34 min .021 2 -.097 5 0 1 0 1 0 1 -.089 5 35 8 max .189 1 .077 4 0 1 0 1 0 1 .051 4 36 min .014 2 -.077 5 0 1 0 1 0 1 -.051 5 37 9 max .182 1 .057 4 0 1 0 1 0 1 .022 2 38 min .007 2 -.057 5 0 1 0 1 0 1 -.022 3 39 10 max .175 1 .05 2 0 1 0 1 0 1 0 1 40 min 0 2 -.05 3 0 1 0 1 0 1 0 1 Envelope Member Section Deflections Member Sec x [in] LC y [in] LC z [in] LC x Rotate [...LC (n) L/y Ratio LC (n) L/z Ratio LC 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 2 .002 4 0 1 0 1 NC 4 NC 1 4 min 0 1 0 5 0 1 0 1 NC 5 NC 1 5 3 max 0 2 .003 4 0 1 0 1 8257.082 4 NC 1 6 min 0 1 0 5 0 1 0 1 NC 5 NC 1 7 4 max 0 2 .005 4 0 1 0 1 5922.75 4 NC 1 8 min 0 1 0 5 0 1 0 1 NC 5 NC 1 9 5 max 0 2 .006 4 0 1 0 1 5103.015 4 NC 1 10 min 0 1 0 5 0 1 0 1 NC 5 NC 1 11 6 max 0 2 .006 4 0 1 0 1 4951.723 4 NC 1 12 min 0 1 -.001 5 0 1 0 1 NC 5 NC 1 13 7 max 0 2 .005 4 0 1 0 1 5371.671 4 NC 1 14 min 0 1 -.001 5 0 1 0 1 NC 5 NC 1 15 8 max 0 2 .004 4 0 1 0 1 6763.987 4 NC 1 16 min 0 1 -.001 5 0 1 0 1 NC 5 NC 1 17 9 max 0 2 .002 4 0 1 0 1 NC 4 NC 1 18 min 0 1 -.001 5 0 1 0 1 NC 5 NC 1 19 10 max 0 2 0 1 0 1 0 1 NC 1 NC 1 20 min 0 1 0 1 0 1 0 1 NC 1 NC 1 21 M2 1 max 0 2 0 1 0 1 0 1 NC 1 NC 1 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 2 .004 5 0 1 0 1 NC 5 NC 1 24 min 0 1 -.006 4 0 1 0 1 7648.495 4 NC 1 25 3 max 0 2 .009 5 0 1 0 1 5163.107 5 NC 1 26 min 0 1 -.014 4 0 1 0 1 3374.235 4 NC 1 27 4 max 0 2 .016 5 0 1 0 1 2977.042 5 NC 1 28 min 0 1 -.024 4 0 1 0 1 2041.123 4 NC 1 29 5 max 0 2 .024 5 0 1 0 1 2000.494 5 NC 1 30 min 0 1 -.034 4 0 1 0 1 1417.957 4 NC 1 31 6 max 0 2 .033 5 0 1 0 1 1470.278 5 NC 1 32 min 0 1 -.045 4 0 1 0 1 1067.409 4 NC 1 33 7 max 0 2 .042 5 0 1 0 1 1146.81 5 NC 1 34 min -.001 1 -.057 4 0 1 0 1 847.437 4 NC 1 35 8 max 0 2 .051 5 0 1 0 1 933.344 5 NC 1 36 min -.001 1 -.069 4 0 1 0 1 698.909 4 NC 1 37 9 max 0 2 .061 5 0 1 0 1 784.196 5 NC 1 38 min -.001 1 -.081 4 0 1 0 1 593.148 4 NC 1 39 10 max 0 2 .071 5 0 1 0 1 675.31 5 NC 1 40 min -.001 1 -.093 4 0 1 0 1 514.702 4 NC 1 RISA-3D Version 8.0.0 Page 3 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-1.r3d] 175/258 HES Jan 27, 2015 Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max 0 5 0 2 0 1 0 1 0 1 4.787e-4 4 2 min 0 4 0 1 0 1 0 1 0 1 -8.826e-6 5 3 N2 max 0 6 0 2 0 1 0 1 0 1 4.941e-4 5 4 min 0 7 0 1 0 1 0 1 0 1 -9.561e-4 4 5 N3 max .093 4 0 2 0 1 0 1 0 1 1.812e-3 5 6 min -.071 5 -.001 1 0 1 0 1 0 1 -2.274e-3 4 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max .009 4 .797 1 NC NC NC NC NC NC 0 1 2 min -.334 5 .622 2 NC NC NC NC NC NC 0 1 3 N2 max .647 7 0 1 NC NC NC NC NC NC 0 1 4 min -.322 6 0 1 NC NC NC NC NC NC 0 1 5 Totals:max .339 7 .797 1 0 1 6 min -.339 6 .622 2 0 1 Cold Formed Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot...... Kzz Cm-yy Cm-zz Cb R y sway z sway 1 M1 CF1 2.4 2 M2 CF1 4 Envelope AISI Cold Formed Steel Code Checks Member Shape Code Check Loc[ft] LC She... Loc...... L... Pn[k] Tn[k] Mnyy[...Mnzz[... Cb CmyyCmzzAISI ... 1 M1 600S162-54 .240 2.4 5 .152 2.4 y 5 15.668 27.8 .618 3.86 1 .6 .85 C5.2.... 2 M2 600S162-54 .273 0 4 .087 0 y 6 11.951 27.8 .618 3.461 1 .6 .85 C5.2.... Envelope Member Section Stresses Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 1 M1 1 max 1.434 1 1.238 5 0 1 0 1 0 1 0 1 0 1 2 min 1.119 2 -.033 4 0 1 0 1 0 1 0 1 0 1 3 2 max 1.426 1 1.27 5 0 1 1.135 5 .044 4 0 1 0 1 4 min 1.112 2 -.065 4 0 1 -.044 4 -1.135 5 0 1 0 1 5 3 max .484 1 1.302 5 0 1 -2.61 5 5.026 4 0 1 0 1 6 min .169 2 -.096 4 0 1 -5.026 4 2.61 5 0 1 0 1 7 4 max .476 1 1.334 5 0 1 -1.418 5 5.128 4 0 1 0 1 8 min .161 2 -.128 4 0 1 -5.128 4 1.418 5 0 1 0 1 9 5 max .468 1 1.365 5 0 1 -.196 5 5.258 4 0 1 0 1 10 min .153 2 -.16 4 0 1 -5.258 4 .196 5 0 1 0 1 11 6 max .461 1 1.397 5 0 1 1.054 5 5.418 4 0 1 0 1 12 min .146 2 -.192 4 0 1 -5.418 4 -1.054 5 0 1 0 1 13 7 max .453 1 1.429 5 0 1 2.333 5 5.606 4 0 1 0 1 14 min .138 2 -.224 4 0 1 -5.606 4 -2.333 5 0 1 0 1 15 8 max .445 1 1.461 5 0 1 3.641 5 5.823 4 0 1 0 1 16 min .13 2 -.256 4 0 1 -5.823 4 -3.641 5 0 1 0 1 17 9 max .438 1 1.493 5 0 1 4.978 5 6.069 4 0 1 0 1 18 min .123 2 -.288 4 0 1 -6.069 4 -4.978 5 0 1 0 1 19 10 max .43 1 1.525 5 0 1 6.344 5 6.344 4 0 1 0 1 20 min .115 2 -.32 4 0 1 -6.344 4 -6.344 5 0 1 0 1 21 M2 1 max .43 1 .875 6 0 1 6.344 5 6.344 4 0 1 0 1 22 min .115 2 -.875 7 0 1 -6.344 4 -6.344 5 0 1 0 1 23 2 max .417 1 .778 6 0 1 5.199 5 5.199 4 0 1 0 1 24 min .102 2 -.778 7 0 1 -5.199 4 -5.199 5 0 1 0 1 RISA-3D Version 8.0.0 Page 4 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-1.r3d] 176/258 HES Jan 27, 2015 Envelope Member Section Stresses (Continued) Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 25 3 max .404 1 .681 6 0 1 4.164 5 4.164 4 0 1 0 1 26 min .09 2 -.681 7 0 1 -4.164 4 -4.164 5 0 1 0 1 27 4 max .391 1 .583 6 0 1 3.239 5 3.239 4 0 1 0 1 28 min .077 2 -.583 7 0 1 -3.239 4 -3.239 5 0 1 0 1 29 5 max .379 1 .504 4 0 1 2.424 5 2.424 4 0 1 0 1 30 min .064 2 -.504 5 0 1 -2.424 4 -2.424 5 0 1 0 1 31 6 max .366 1 .431 4 0 1 1.719 5 1.719 4 0 1 0 1 32 min .051 2 -.431 5 0 1 -1.719 4 -1.719 5 0 1 0 1 33 7 max .353 1 .358 4 0 1 1.124 5 1.124 4 0 1 0 1 34 min .038 2 -.358 5 0 1 -1.124 4 -1.124 5 0 1 0 1 35 8 max .34 1 .285 4 0 1 .64 5 .64 4 0 1 0 1 36 min .026 2 -.285 5 0 1 -.64 4 -.64 5 0 1 0 1 37 9 max .328 1 .212 4 0 1 .28 3 .28 2 0 1 0 1 38 min .013 2 -.212 5 0 1 -.28 2 -.28 3 0 1 0 1 39 10 max .315 1 .185 2 0 1 0 1 0 1 0 1 0 1 40 min 0 2 -.185 3 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 8.0.0 Page 5 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-1.r3d] 177/258 HES JPH Jan 29, 2015 at 4:13 PM parapet w stone-2.r3d N1 N2 N3 -.038k -.131k -.52k .39k-ft -.016k/ft -.032k/ft -.016k/ft -.044k/ft Y XZ Loads: LC 5, D+0.75(S-L-W) Solution: Envelope 178/258 HES Jan 29, 2015 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 D None 2 2 2 S None 1 3 L None 1 4 W None 2 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A570_33 29500 11346 .3 .65 .49 33 52 2 50 29500 11346 .3 .65 .49 50 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CF1 600S162-54 Beam CS 50 Typical .556 .18 2.86 .000594 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 110.1 0 0 2 N2 0 111 0 0 3 N3 0 115 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction Fixed Fixed Fixed 2 N2 Reaction Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate...Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CF1 Beam CS 50 Typical 2 M2 N2 N3 CF1 Beam CS 50 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes 2 M2 Yes Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y -.016 -.016 0 0 2 M2 Y -.016 -.016 0 0 Member Distributed Loads (BLC 4 : W) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 X .043 .043 0 0 2 M2 X .059 .059 0 0 RISA-3D Version 8.0.0 Page 1 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-2.r3d] 179/258 HES Jan 29, 2015 Joint Loads and Enforced Displacements (BLC 2 : S) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] 1 N3 L Y -.175 Joint Loads and Enforced Displacements (BLC 3 : L) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] 1 N3 L X .05 Member Point Loads (BLC 1 : D) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 Y -.52 .5 2 M1 Mz .39 .5 Load Combinations Description Sol...PDe... SRSS BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor 1 D+S Yes 1 1 2 1 2 D+L Yes 1 1 3 1 3 D-L Yes 1 1 3 -1 4 D+0.75(S+L+W)Yes 1 1 2 .75 3 .75 4 .75 5 D+0.75(S-L-W)Yes 1 1 2 .75 3 -.75 4 -.75 6 D+W Yes 1 1 4 1 7 D-W Yes 1 1 4 -1 Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC 1 M1 1 max .773 1 .979 5 0 1 0 1 0 1 0 1 2 min .598 2 -.112 4 0 1 0 1 0 1 0 1 3 2 max .772 1 .982 5 0 1 0 1 0 1 .011 4 4 min .597 2 -.115 4 0 1 0 1 0 1 -.098 5 5 3 max .77 1 .985 5 0 1 0 1 0 1 .023 4 6 min .595 2 -.119 4 0 1 0 1 0 1 -.196 5 7 4 max .769 1 .988 5 0 1 0 1 0 1 .035 4 8 min .594 2 -.122 4 0 1 0 1 0 1 -.295 5 9 5 max .767 1 .992 5 0 1 0 1 0 1 .047 4 10 min .592 2 -.125 4 0 1 0 1 0 1 -.394 5 11 6 max .245 1 .995 5 0 1 0 1 0 1 .45 4 12 min .07 2 -.128 4 0 1 0 1 0 1 -.103 5 13 7 max .244 1 .998 5 0 1 0 1 0 1 .463 4 14 min .069 2 -.132 4 0 1 0 1 0 1 -.203 5 15 8 max .242 1 1.001 5 0 1 0 1 0 1 .476 4 16 min .067 2 -.135 4 0 1 0 1 0 1 -.303 5 17 9 max .241 1 1.005 5 0 1 0 1 0 1 .49 4 18 min .066 2 -.138 4 0 1 0 1 0 1 -.403 5 19 10 max .239 1 1.008 5 0 1 0 1 0 1 .504 4 20 min .064 2 -.141 4 0 1 0 1 0 1 -.504 5 21 M2 1 max .239 1 .236 6 0 1 0 1 0 1 .504 4 22 min .064 2 -.236 7 0 1 0 1 0 1 -.504 5 23 2 max .232 1 .21 6 0 1 0 1 0 1 .413 4 24 min .057 2 -.21 7 0 1 0 1 0 1 -.413 5 25 3 max .225 1 .184 6 0 1 0 1 0 1 .331 4 26 min .05 2 -.184 7 0 1 0 1 0 1 -.331 5 27 4 max .218 1 .157 6 0 1 0 1 0 1 .257 4 28 min .043 2 -.157 7 0 1 0 1 0 1 -.257 5 29 5 max .211 1 .136 4 0 1 0 1 0 1 .193 4 30 min .036 2 -.136 5 0 1 0 1 0 1 -.193 5 RISA-3D Version 8.0.0 Page 2 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-2.r3d] 180/258 HES Jan 29, 2015 Envelope Member Section Forces (Continued) Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC 31 6 max .203 1 .116 4 0 1 0 1 0 1 .137 4 32 min .028 2 -.116 5 0 1 0 1 0 1 -.137 5 33 7 max .196 1 .097 4 0 1 0 1 0 1 .089 4 34 min .021 2 -.097 5 0 1 0 1 0 1 -.089 5 35 8 max .189 1 .077 4 0 1 0 1 0 1 .051 4 36 min .014 2 -.077 5 0 1 0 1 0 1 -.051 5 37 9 max .182 1 .057 4 0 1 0 1 0 1 .022 2 38 min .007 2 -.057 5 0 1 0 1 0 1 -.022 3 39 10 max .175 1 .05 2 0 1 0 1 0 1 0 1 40 min 0 2 -.05 3 0 1 0 1 0 1 0 1 Envelope Member Section Deflections Member Sec x [in] LC y [in] LC z [in] LC x Rotate [...LC (n) L/y Ratio LC (n) L/z Ratio LC 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 2 0 4 0 1 0 1 NC 4 NC 1 4 min 0 1 0 5 0 1 0 1 NC 5 NC 1 5 3 max 0 2 0 4 0 1 0 1 NC 4 NC 1 6 min 0 1 0 5 0 1 0 1 NC 5 NC 1 7 4 max 0 2 0 4 0 1 0 1 NC 4 NC 1 8 min 0 1 0 5 0 1 0 1 NC 5 NC 1 9 5 max 0 2 0 4 0 1 0 1 NC 4 NC 1 10 min 0 1 0 5 0 1 0 1 NC 5 NC 1 11 6 max 0 2 0 4 0 1 0 1 NC 4 NC 1 12 min 0 1 0 5 0 1 0 1 NC 5 NC 1 13 7 max 0 2 0 4 0 1 0 1 NC 4 NC 1 14 min 0 1 0 5 0 1 0 1 NC 5 NC 1 15 8 max 0 2 0 4 0 1 0 1 NC 4 NC 1 16 min 0 1 0 5 0 1 0 1 NC 5 NC 1 17 9 max 0 2 0 4 0 1 0 1 NC 4 NC 1 18 min 0 1 0 5 0 1 0 1 NC 5 NC 1 19 10 max 0 2 0 1 0 1 0 1 NC 1 NC 1 20 min 0 1 0 1 0 1 0 1 NC 1 NC 1 21 M2 1 max 0 2 0 1 0 1 0 1 NC 1 NC 1 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 2 .003 5 0 1 0 1 NC 5 NC 1 24 min 0 1 -.004 4 0 1 0 1 NC 4 NC 1 25 3 max 0 2 .008 5 0 1 0 1 6070.114 5 NC 1 26 min 0 1 -.01 4 0 1 0 1 5041.904 4 NC 1 27 4 max 0 2 .014 5 0 1 0 1 3418.88 5 NC 1 28 min 0 1 -.016 4 0 1 0 1 2916.406 4 NC 1 29 5 max 0 2 .021 5 0 1 0 1 2262.464 5 NC 1 30 min 0 1 -.024 4 0 1 0 1 1963.909 4 NC 1 31 6 max 0 2 .029 5 0 1 0 1 1645.298 5 NC 1 32 min 0 1 -.033 4 0 1 0 1 1445.54 4 NC 1 33 7 max 0 2 .038 5 0 1 0 1 1273.62 5 NC 1 34 min 0 1 -.043 4 0 1 0 1 1128.729 4 NC 1 35 8 max 0 2 .047 5 0 1 0 1 1030.795 5 NC 1 36 min 0 1 -.052 4 0 1 0 1 919.361 4 NC 1 37 9 max 0 2 .056 5 0 1 0 1 862.492 5 NC 1 38 min 0 1 -.062 4 0 1 0 1 772.908 4 NC 1 39 10 max 0 2 .065 5 0 1 0 1 740.428 5 NC 1 40 min 0 1 -.072 4 0 1 0 1 665.888 4 NC 1 RISA-3D Version 8.0.0 Page 3 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-2.r3d] 181/258 HES Jan 29, 2015 Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max 0 5 0 2 0 1 0 1 0 1 -5.319e-5 5 2 min 0 4 0 1 0 1 0 1 0 1 -1.646e-4 4 3 N2 max 0 4 0 2 0 1 0 1 0 1 3.638e-4 5 4 min 0 5 0 1 0 1 0 1 0 1 -5.15e-4 4 5 N3 max .072 4 0 2 0 1 0 1 0 1 1.681e-3 5 6 min -.065 5 0 1 0 1 0 1 0 1 -1.833e-3 4 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max .112 4 .773 1 NC NC NC NC NC NC 0 1 2 min -.979 5 .598 2 NC NC NC NC NC NC 0 1 3 N2 max 1.222 5 0 1 NC NC NC NC NC NC 0 1 4 min -.356 4 0 1 NC NC NC NC NC NC 0 1 5 Totals:max .275 7 .773 1 0 1 6 min -.275 6 .598 2 0 1 Cold Formed Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot...... Kzz Cm-yy Cm-zz Cb R y sway z sway 1 M1 CF1 .9 2 M2 CF1 4 Envelope AISI Cold Formed Steel Code Checks Member Shape Code Check Loc[ft] LC She... Loc...... L... Pn[k] Tn[k] Mnyy[...Mnzz[... Cb CmyyCmzzAISI ... 1 M1 600S162-54 .285 .491 5 .372 .9 y 5 17.299 27.8 .618 3.86 1 .6 .85 C5.2.... 2 M2 600S162-54 .273 0 4 .087 0 y 6 11.951 27.8 .618 3.461 1 .6 .85 C5.2.... Envelope Member Section Stresses Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 1 M1 1 max 1.391 1 3.63 5 0 1 0 1 0 1 0 1 0 1 2 min 1.076 2 -.416 4 0 1 0 1 0 1 0 1 0 1 3 2 max 1.388 1 3.642 5 0 1 1.234 5 .143 4 0 1 0 1 4 min 1.073 2 -.428 4 0 1 -.143 4 -1.234 5 0 1 0 1 5 3 max 1.385 1 3.654 5 0 1 2.472 5 .29 4 0 1 0 1 6 min 1.071 2 -.44 4 0 1 -.29 4 -2.472 5 0 1 0 1 7 4 max 1.382 1 3.666 5 0 1 3.715 5 .442 4 0 1 0 1 8 min 1.068 2 -.452 4 0 1 -.442 4 -3.715 5 0 1 0 1 9 5 max 1.379 1 3.678 5 0 1 4.961 5 .597 4 0 1 0 1 10 min 1.065 2 -.464 4 0 1 -.597 4 -4.961 5 0 1 0 1 11 6 max .441 1 3.69 5 0 1 1.302 5 5.666 4 0 1 0 1 12 min .127 2 -.476 4 0 1 -5.666 4 -1.302 5 0 1 0 1 13 7 max .438 1 3.702 5 0 1 2.556 5 5.829 4 0 1 0 1 14 min .124 2 -.488 4 0 1 -5.829 4 -2.556 5 0 1 0 1 15 8 max .436 1 3.714 5 0 1 3.815 5 5.997 4 0 1 0 1 16 min .121 2 -.5 4 0 1 -5.997 4 -3.815 5 0 1 0 1 17 9 max .433 1 3.726 5 0 1 5.077 5 6.168 4 0 1 0 1 18 min .118 2 -.512 4 0 1 -6.168 4 -5.077 5 0 1 0 1 19 10 max .43 1 3.738 5 0 1 6.344 5 6.344 4 0 1 0 1 20 min .115 2 -.524 4 0 1 -6.344 4 -6.344 5 0 1 0 1 21 M2 1 max .43 1 .875 6 0 1 6.344 5 6.344 4 0 1 0 1 22 min .115 2 -.875 7 0 1 -6.344 4 -6.344 5 0 1 0 1 23 2 max .417 1 .778 6 0 1 5.199 5 5.199 4 0 1 0 1 24 min .102 2 -.778 7 0 1 -5.199 4 -5.199 5 0 1 0 1 RISA-3D Version 8.0.0 Page 4 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-2.r3d] 182/258 HES Jan 29, 2015 Envelope Member Section Stresses (Continued) Member Sec Axial[ksi] LC y Shear[... LC z Shear[... LC y-Top[ksi] LC y-Bot[ksi] LC z-Top[ksi] LC z-Bot[ksi] LC 25 3 max .404 1 .681 6 0 1 4.164 5 4.164 4 0 1 0 1 26 min .09 2 -.681 7 0 1 -4.164 4 -4.164 5 0 1 0 1 27 4 max .391 1 .583 6 0 1 3.239 5 3.239 4 0 1 0 1 28 min .077 2 -.583 7 0 1 -3.239 4 -3.239 5 0 1 0 1 29 5 max .379 1 .504 4 0 1 2.424 5 2.424 4 0 1 0 1 30 min .064 2 -.504 5 0 1 -2.424 4 -2.424 5 0 1 0 1 31 6 max .366 1 .431 4 0 1 1.719 5 1.719 4 0 1 0 1 32 min .051 2 -.431 5 0 1 -1.719 4 -1.719 5 0 1 0 1 33 7 max .353 1 .358 4 0 1 1.124 5 1.124 4 0 1 0 1 34 min .038 2 -.358 5 0 1 -1.124 4 -1.124 5 0 1 0 1 35 8 max .34 1 .285 4 0 1 .64 5 .64 4 0 1 0 1 36 min .026 2 -.285 5 0 1 -.64 4 -.64 5 0 1 0 1 37 9 max .328 1 .212 4 0 1 .28 3 .28 2 0 1 0 1 38 min .013 2 -.212 5 0 1 -.28 2 -.28 3 0 1 0 1 39 10 max .315 1 .185 2 0 1 0 1 0 1 0 1 0 1 40 min 0 2 -.185 3 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 8.0.0 Page 5 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\parapet w stone-2.r3d] 183/258 184/258 185/258 186/258 HES JPH Jan 26, 2015 at 5:39 PM typ soffit.r3d N1 N2 N3 038k/ft -.038k/ft Y XZ Loads: BLC 1, D +W Results for LC 1, tot 187/258 HES Jan 26, 2015 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 D +W None 2 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A570_33 29500 11346 .3 .65 .49 33 52 2 50 29500 11346 .3 .65 .49 50 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CF1 250S162-54 Beam CS 50 Typical .358 .135 .37 .000383 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 7.2 0 0 0 3 N3 14.4 0 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 ALL Reaction Reaction Fixed Fixed Fixed Member Primary Data Label I Joint J Joint K Joint Rotate...Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CF1 Beam CS 50 Typical 2 M2 N2 N3 CF1 Beam CS 50 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes 2 M2 Yes Member Distributed Loads (BLC 1 : D +W) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%] 1 M1 Y -.038 -.038 0 0 2 M2 Y -.038 -.038 0 0 Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*ft^2)] No Data to Print ... Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... RISA-3D Version 8.0.0 Page 1 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\typ soffit.r3d] 188/258 HES Jan 26, 2015 Load Combinations Description Sol...PDe... SRSS BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor BLCFactor 1 tot Yes 1 2 Member Section Forces (By Combination) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[... z-z Moment[k-ft] 1 1 M1 1 0 .205 0 0 0 0 2 2 0 .145 0 0 0 -.14 3 3 0 .084 0 0 0 -.231 4 4 0 .023 0 0 0 -.274 5 5 0 -.038 0 0 0 -.268 6 6 0 -.099 0 0 0 -.214 7 7 0 -.159 0 0 0 -.111 8 8 0 -.22 0 0 0 .041 9 9 0 -.281 0 0 0 .242 10 10 0 -.342 0 0 0 .491 11 1 M2 1 0 .342 0 0 0 .491 12 2 0 .281 0 0 0 .242 13 3 0 .22 0 0 0 .041 14 4 0 .159 0 0 0 -.111 15 5 0 .099 0 0 0 -.214 16 6 0 .038 0 0 0 -.268 17 7 0 -.023 0 0 0 -.274 18 8 0 -.084 0 0 0 -.231 19 9 0 -.145 0 0 0 -.14 20 10 0 -.205 0 0 0 0 Member Section Deflections (By Combination) LC Member Label Sec x [in] y [in] z [in] x Rotate[rad] (n) L/y Ratio (n) L/z Ratio 1 1 M1 1 0 0 0 0 NC NC 2 2 0 -.073 0 0 1190.846 NC 3 3 0 -.131 0 0 657.893 NC 4 4 0 -.167 0 0 517.167 NC 5 5 0 -.175 0 0 492.511 NC 6 6 0 -.157 0 0 550.267 NC 7 7 0 -.117 0 0 736.264 NC 8 8 0 -.067 0 0 1291.803 NC 9 9 0 -.021 0 0 4114.808 NC 10 10 0 0 0 0 NC NC 11 1 M2 1 0 0 0 0 NC NC 12 2 0 -.021 0 0 4114.808 NC 13 3 0 -.067 0 0 1291.803 NC 14 4 0 -.117 0 0 736.264 NC 15 5 0 -.157 0 0 550.267 NC 16 6 0 -.175 0 0 492.511 NC 17 7 0 -.167 0 0 517.167 NC 18 8 0 -.131 0 0 657.893 NC 19 9 0 -.073 0 0 1190.846 NC 20 10 0 0 0 0 NC NC Joint Deflections LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N1 0 0 0 0 0 -7.883e-3 2 1 N2 0 0 0 0 0 0 3 1 N3 0 0 0 0 0 7.883e-3 RISA-3D Version 8.0.0 Page 2 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\typ soffit.r3d] 189/258 HES Jan 26, 2015 Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 0 .205 0 0 0 0 2 1 N2 0 .683 0 0 0 0 3 1 N3 0 .205 0 0 0 0 4 1 Totals:0 1.094 0 5 1 COG (ft):X: 7.2 Y: 0 Z: 0 Cold Formed Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot...... Kzz Cm-yy Cm-zz Cb R y sway z sway 1 M1 CF1 7.2 6.5 6.5 6.5 6.5 2 M2 CF1 7.2 6.5 6.5 6.5 6.5 Member Cold Formed Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear ...Loc[ft] ... Pn[k] Tn[k] Mnyy[k...Mnzz[k... Cb CmyyCmzz Eqn 1 1 M1 250S162-54 1.034 7.2 .136 7.2 y 3.149 17.9 .319 .792 1 .6 .85 C5.2.... 2 1 M2 250S162-54 1.034 0 .136 0 y 16.412 17.9 .319 .792 1 .6 .85 C5.2.... Member Section Stresses (By Combination) LC Member Label Sec Axial[ksi] y Shear[ksi] z Shear[ksi] y top Bendin...y bot Bendin...z top Bendin...z bot Bendin... 1 1 M1 1 0 1.965 0 0 0 0 0 2 2 0 1.383 0 5.677 -5.677 0 0 3 3 0 .802 0 9.383 -9.383 0 0 4 4 0 .22 0 11.116 -11.116 0 0 5 5 0 -.361 0 10.878 -10.878 0 0 6 6 0 -.942 0 8.668 -8.668 0 0 7 7 0 -1.524 0 4.486 -4.486 0 0 8 8 0 -2.105 0 -1.668 1.668 0 0 9 9 0 -2.687 0 -9.794 9.794 0 0 10 10 0 -3.268 0 -19.892 19.892 0 0 11 1 M2 1 0 3.268 0 -19.892 19.892 0 0 12 2 0 2.687 0 -9.794 9.794 0 0 13 3 0 2.105 0 -1.668 1.668 0 0 14 4 0 1.524 0 4.486 -4.486 0 0 15 5 0 .942 0 8.668 -8.668 0 0 16 6 0 .361 0 10.878 -10.878 0 0 17 7 0 -.22 0 11.116 -11.116 0 0 18 8 0 -.802 0 9.383 -9.383 0 0 19 9 0 -1.383 0 5.677 -5.677 0 0 20 10 0 -1.965 0 0 0 0 0 RISA-3D Version 8.0.0 Page 3 [S:\Active Projects\2014 Projects\ND\Strata Vail\CALC\typ soffit.r3d] 190/258 191/258 192/258 193/258 194/258 195/258 196/258 197/258 198/258 199/258 200/258 201/258 202/258 203/258 204/258 205/258 206/258 207/258 208/258 209/258 210/258 211/258 212/258 213/258 214/258 215/258 216/258 217/258 218/258 219/258 220/258 221/258 222/258 223/258 224/258 225/258 226/258 227/258 228/258 229/258 230/258 231/258 232/258 233/258 234/258 235/258 Single Span with a Parapet Stratavail South end "A" Date:Wed, Jan 28 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Wall Information: Design Code 2009 IBC w/ AISI S100-07 Design Method ASD Wall Height (ft)7.5 Stud Spacing (in)24 Allowable H. Deflection L /252 Material Properties: Fy (ksi)33 Fu (ksi)45 E (ksi)29500 G (ksi)1130 0 0.5 6 0.045 1.625 0.071 600S162-43mil, 33 ksi 3 (ft)17 . 5 ( p s f ) 4.5 (ft)34 ( p s f ) Wind Load Gross Section Properties: 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 x 1000 (in4)0.303 Cw (in6)1.095 Ro (in)2.577 Weight (lbs/ft)1.521 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 1/6 236/258 Single Span with a Parapet Stratavail South end "A" Date:Wed, Jan 28 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bracing Data: Lateral Bracing (in)@ Bridging Spacing Torsional Bracing (in)@ Bridging Spacing K Distortional Buckling Rotational Stiffness (lbf-in./in.)100 Reactions: Joint Rx (kips)Ry (kips)Rm (kips.in) 1 0.177 0 0 2 -0.588 0 0 Unfactored Reactions: Load Case Joint Rx (kips)Ry (kips)Rm (kips.in) Wind Load 1 0.177 0 0 Wind Load 2 -0.588 0 0 Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: ° Section Layout Single ° Fastener Spacing (in)N/A ° Standard Punchout Considered ° S t r e n gth Increase from Cold Work of Forming (AISI, Sec. A7.2)Considered ° C M x 1 ° C b 1 ° Shear Coeff. Kv 5.34 ° X ( i n )4 Capacity Check: Member Moment (kips.in) Shear (kips) Tension (kips) Compression (kips) Hz. Deflection (in) Crippling (kips) Actual 8.262 0.253 N/A N/A 0.009 0.177 1 Allowable 15.257 1.24 8.532 3.992 0.143 0.278 Act./All.0.542 0.204 *N/A N/A 0.064 0.636 X/L 1.000 0.722 N/A N/A N/A 0.000 Actual 8.262 0.306 N/A N/A 0.088 N/A 2 Allowable 15.257 1.416 8.532 3.522 0.429 N/A Act./All.0.542 0.216 N/A N/A 0.206 N/A X/L 0.000 0.000 N/A N/A N/A N/A Web Crippling Bearing Length = 1.25 (in) Effective Section Properties: Member Value Ae(Comp.) (in²)0.262 1 Sxe (in3)0.772 Ixe (in4)2.316 Fy Design (ksi)36.302 Ae(Comp.) (in²)0.267 2 Sxe (in3)0.772 Ixe (in4)2.316 Fy Design (ksi)36.302 ϕ Span Loads: Span Wind Load (psf) 1 17.5 2 34 Absolute Deflection (in)2 Dead Load (lbs)N/A Live Load (lbs)N/A Max. Bridging Spacing (ft)4 Deflection calculation method at parapet free end Relative value considered ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 2/6 237/258 Single Span with a Parapet Stratavail South end "A" Date:Wed, Jan 28 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Interaction Check (kips.in, kips): Member Combined (M,V)Combined (M,Pcr)Combined (M,T)Combined (M,P) Moment(Mx)8.262 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 1 Shear(Vy)-0.282 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.534 Act./All.N/A Act./All.N/A Act./All.N/A X/L 1.000 X/L N/A X/L N/A X/L N/A Moment(Mx)8.262 Moment(Mx)N/A Moment(Mx)N/A Moment(Mx)N/A 2 Shear(Vy)0.306 Pcr (Crippling)N/A Tension (T)N/A Comp. (P)N/A Act./All.0.541 Act./All.N/A Act./All.N/A Act./All.N/A X/L 0.000 X/L N/A X/L N/A X/L N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 3/6 238/258 Single Span with a Parapet Stratavail South end "A" Date:Wed, Jan 28 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Connection Data: Clip Position Base Connection @ Wall Clip Data Clip Type None Screws N/A F1 (kips)N/A F2 (kips)N/AAllowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)0.177 Actual Loads F3 (kips)0.000 M1 (kips.in)0.000 Screw Shear (kips)N/A Interaction Linear Interaction ratio N/A 1 Material N/A Base Material Concrete Compressive Strength (psi)N/A Fastener Designation N/A Quantity N/A Min. Penetration (in)N/A Attachment to Min. Edge Distance for Shear (in)N/A Structure Min. Edge Distance for Tension (in)N/A Min. Fastener Spacing for Shear (in)N/A Min. Fastener Spacing for Tension (in)N/A Allowable Shear (kips)N/A Allowable Tension (kips)N/A Actual Shear (kips)N/AFastener Design Load Actual Tension (kips)N/A Interaction Ratio N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 4/6 239/258 Single Span with a Parapet Stratavail South end "A" Date:Wed, Jan 28 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 ° When more than one load affect a connection, simple linear relationship is used to check the interaction of multiple loads acting on the connection. °Fastener attachment of connectors to the primary structure should be reviewed by a design professional. °Displayed actual & allowable are for one fastener. °Check fastener spacing for attachment to the primary structure with the minimum spacing set by fastener manufacturer. Use the tensile strength or the shear strength reduction factors to compensate for reduced spacing as applicable Clip Position Bypass Connection @ joint 2 Clip Data Clip Type VertiClip SLB600 Screws 3 (#12) F1 (kips)0.124 F2 (kips)0.84Allowable Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A F1 (kips)0.000 F2 (kips)-0.588 Actual Loads F3 (kips)N/A M1 (kips.in)N/A Screw Shear (kips)N/A Interaction Linear Interaction ratio 0.700 2 Material NW Concrete, fc = 4000 psi Base Material Concrete Compressive Strength (psi)N/A Fastener Designation X-U, 0.157(in) Quantity 3 Min. Penetration (in)1.5 Attachment to Min. Edge Distance for Shear (in)2.75 Structure Min. Edge Distance for Tension (in)2.75 Min. Fastener Spacing for Shear (in)2.75 Min. Fastener Spacing for Tension (in)2.75 Allowable Shear (kips)0.42 Allowable Tension (kips)0.325 Actual Shear (kips)0.000Fastener Design Load Actual Tension (kips)0.324 Interaction Ratio 0.997 Tensile Strength Reduction Factor 1.000 Shear Strength Reduction Factor 1.000 ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 5/6 240/258 Single Span with a Parapet Stratavail South end "A" Date:Wed, Jan 28 15Company:HES Address:4605 Quebec St #B8 Denver Country:United States State:Colorado Zip Code:80216 Bridging Data: Type of Bridging Member Cold-Rolled Channel Bridge Spacing (ft)4 Bridging Row Anchored @ (ft)16 Bridging Allowable Bending Moment (M1)(kips.in)1.23 Member Actual Bending Moment (M1) (kips.in)0.273 2 Allowable Axial Load (F1) (kips)0.67 Actual Axial Load (F1) (kips)0.000 Interaction Ratio 0.222 Type of Bridging Clip BridgeClip (3 Screw) Clip Data Bridging Clip Allowable Bending Moment (kips.in)0.34 Bridging Clip Actual Bending Moment (kips.in)0.273 Allowable Tension on Clip (kips)0.36 Actual Tension on Clip (kips)0.000 Clip Interaction Ratio 0.804 The stiffness of the clip(s) shall be >= 531 (lbs/in). for satisfying (Eq D3.3-2) in the AISI S100-07 specification. Allowable Shear on individual screw (kips)0.193 Actual Shear on individual screw (kips)0.000Connection of Clip to Wall Member Shear on Individual Screws (Act. / All.)0.000 Total Screws Number N/A Allowable Tension on individual screw (kips)0.109 Actual Tension on individual screw (kips)0.000Connection of Clip to Bridging Member Tension on individual screw (Act. / All.)0.000 Total Screws Number N/A ASI SteelSmart® System 7.0 - Version 7.0.0.160 Page 6/6 241/258 242/258 WC www.clarkwestern.com 2001 North American Specification w/2004 Supplement ASD DATE: 2/4/2015 STRATAVAIL SECTION DESIGNATION: 600S162-43 Single INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 5.00 ft Deflection Limit L/252 Lateral Pressure 40.00 psf Axial Load 0 lb Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: None Cb = 1.14 Me = 3139 Ft-Lb My = 2123 Ft-Lb 0.56 My < Me < 2.78 My Mc = 1916 Ft-Lb Sc/Sf = 1.00 Mmax = 250 Ft-Lb <= Ma = 1147 Ft-Lb Check Deflection Deflection Limit: L/252 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.016 in Deflection Ratio = L/3644 Check Shear Vmax = 200 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1416 lb >= Vmax Check Web Crippling Rmax = 200 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 lb >= Rmax, stiffeners not required 243/258 244/258 245/258 246/258 247/258 248/258 249/258 250/258 WC www.clarkwestern.com 2001 North American Specification w/2004 Supplement ASD DATE: 2/4/2015 STRATAVAIL SECTION DESIGNATION: 162S125-30 Single INPUT PROPERTIES: Web Height = 1.625 in Steel Thickness = 0.0312 in Top Flange = 1.250 in Inside Corner Radius = 0.0781 in Bottom Flange = 1.250 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.188 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 0.750 in Punchout Length = 2.000 in Wall Solver Design Data - Simple Span Wall Height 3.00 ft Deflection Limit L/252 Lateral Pressure 36.00 psf Axial Load 0 lb Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: None Cb = 1.14 Me = 435 Ft-Lb My = 206 Ft-Lb 0.56 My < Me < 2.78 My Mc = 199 Ft-Lb Sc/Sf = 0.81 Mmax = 81 Ft-Lb <= Ma = 97 Ft-Lb Check Deflection Deflection Limit: L/252 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.074 in Deflection Ratio = L/486 Check Shear Vmax = 108 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 543 lb >= Vmax Check Web Crippling Rmax = 108 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 148 lb >= Rmax, stiffeners not required 251/258 252/258 253/258 254/258 255/258 256/258 257/258 258/258