STRUCTURAL EDGE ENGINEERING, PLLC

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1 JEREMY PARRISH Registered Professional Engineer In Partners with STRUCTURAL EDGE ENGINEERING, PLLC STRUCTURAL EDGE ENGINEERING, PLLC HINES PARK BUILDING A NAMPA, ID SE PROJECT NO: SE PREPARED FOR: CODE: NEUDESIGN ARCHITECTURE & LAWSON DESIGN INC 2012 IBC DATE: JUNE 14, N. Five Mile Rd. Boise, ID o:

2 Project Name: Hines Park Building A SE Project No.: SE Date: 6/14/2016 By: KCS PROJECT INFORMATION Location: Nampa, ID Address: Building Code: SE Job No.: Designer: Engineer of Record: 2012 IBC SE Jeremy Parrish Jeremy Parrish TABLE OF CONTENTS DESIGN LOADS 2-4 ROOF FRAMING 5-8 FLOOR FRAMING 9-11 WALL FRAMING (INCLUDES HEADERS, TRIMMER STUDS AND KING STUDS) FOUNDATIONS LATERAL ANALYSIS N. FIVE MILE RD. BOISE, ID o:

3 Project Name: Hines Park Building A SE Project No.: SE Date: 6/14/2016 By: KCS DESIGN LOADS ROOF DEAD LOAD (SLOPED) ASPHALT SHINGLES 3.5 PSF 1/2" PLYWOOD 1.5 PSF TRUSSES 3.0 PSF BEAMS 1.0 PSF INSULATION 1.0 PSF GYPSUM BOARD 2.2 PSF M.E.P. 1.3 PSF MISC. 1.5 PSF TOTAL 15.0 PSF FLOOR DEAD LOAD 3/4" PLYWOOD JOISTS BEAMS GYPSUM BOARD M.E.P. MISC. TOTAL 2.3 PSF 3.9 PSF 1.5 PSF 2.2 PSF 1.3 PSF 3.8 PSF 15.0 PSF LIVE LOADS ROOF RESIDENTIAL 20.0 PSF 40.0 PSF 683 N. FIVE MILE RD. BOISE, ID o:

4 Project Name: Hines Park Building A SE Project No.: SE Date: 6/14/2016 By: KCS DESIGN LOADS SNOW LOAD GROUND SNOW FLAT-ROOF SNOW EXPOSURE IMPORTANCE FACTOR THERMAL FACTOR 20.0 PSF 25.0 PSF MINIMUM WIND DESIGN WIND SPEED RISK CATEGORY WIND EXPOSURE INTERNAL PRESSURE COEFFICENT COMPONENTS AND CLADDING DESIGN PRESSURES 115 MPH II C +/ PSF ZONE PSF ZONE PSF ZONE PSF ZONE PSF ZONE 5 SEISMIC RISK CATEGORY IMPORTANCE FACTOR S s S 1 SITE CLASS S ds S d1 Seismic Force Resisting Systems C s R II D LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE AND LIGHT-FRAMED WALLS WITH SHEAR PANELS OF OTHER MATERIALS AND 2 GEOTECHNICAL SOIL BEARING PRESSURE 1500 PSF ASSUMED 683 N. FIVE MILE RD. BOISE, ID o:

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6 General Beam Analysis Description : Girder Truss Loads General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length 8.0 ft Area 10.0 in^2 Moment of Inertia in^4 D(0.21) S(0.35) Span 8.0 ft Applied Loads Uniform Load : D , S ksf, Tributary Width 14.0 ft DESIGN SUMMARY Maximum Bending k-ft +D+S+H Location of maximum on span 4.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection in 8562 Max Upward Transient Deflection in 0 Max Downward Total Deflection in 5351 Max Upward Total Deflection in 0 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Location of maximum on span Span # where maximum occurs k +D+S+H ft Span # 1 Maximum Forces & Stresses for s Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Overall MAXimum Envelope Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L 8.00 ft D+H Dsgn. L 8.00 ft D+L+H Dsgn. L 8.00 ft D+Lr+H Dsgn. L 8.00 ft D+S+H Dsgn. L 8.00 ft D+0.750Lr+0.750L+H Dsgn. L 8.00 ft D+0.750L+0.750S+H Dsgn. L 8.00 ft D+0.60W+H Dsgn. L 8.00 ft D+0.70E+H Dsgn. L 8.00 ft D+0.750Lr+0.750L+0.450W+H Dsgn. L 8.00 ft D+0.750L+0.750S+0.450W+H Dsgn. L 8.00 ft D+0.750L+0.750S E+H Dsgn. L 8.00 ft D+0.60W+0.60H Dsgn. L 8.00 ft D+0.70E+0.60H Dsgn. L 8.00 ft Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H

7 General Beam Analysis Description : Girder Truss Loads Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0.750Lr+0.750L+H D+0.750L+0.750S+H D+0.60W+H D+0.70E+H D+0.750Lr+0.750L+0.450W+H D+0.750L+0.750S+0.450W+H D+0.750L+0.750S E+H D+0.60W+0.60H D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 6

8 Wood Beam Description : Low Roof Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 900 psi 900 psi 1350 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1600ksi 580ksi 625 psi 180 psi 575 psi Density 31.2pcf D( ) S( ) 4x8 Span ft Service loads entered. Load Factors will be applied for calculations. Applied Loads Uniform Load : D , S ksf, Tributary Width ft DESIGN SUMMARY Design Maximum Bending Stress Ratio 0.477: 1 Maximum Shear Stress Ratio 0.177: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual psi fv : Actual psi FB : Allowable 1, psi Fv : Allowable psi +D+S+H +D+S+H Location of maximum on span 4.625ft Location of maximum on span ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection in Ratio 1243 >360 Max Upward Transient Deflection in Ratio 0 <360 Max Downward Total Deflection in Ratio 777 >240. Max Upward Total Deflection in Ratio 0 <240.0 Maximum Forces & Stresses for s Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+H Length ft D+L+H Length ft D+Lr+H Length ft D+S+H Length ft D+0.750Lr+0.750L+H Length ft D+0.750L+0.750S+H Length ft

9 Wood Beam Description : Low Roof Beam Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+0.60W+H Length ft D+0.70E+H Length ft D+0.750Lr+0.750L+0.450W+H Length ft D+0.750L+0.750S+0.450W+H Length ft D+0.750L+0.750S E+H Length ft D+0.60W+0.60H Length ft D+0.70E+0.60H Length ft Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0.750Lr+0.750L+H D+0.750L+0.750S+H D+0.60W+H D+0.70E+H D+0.750Lr+0.750L+0.450W+H D+0.750L+0.750S+0.450W+H D+0.750L+0.750S E+H D+0.60W+0.60H D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 8

10 MEMBER REPORT 2nd, Upper Floor Joist 1 piece(s) 11 7/8" TJI 24" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal. Design Results Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4 1/2" 1505 (3.50") Passed (67%) D L (All Spans) Shear (lbs) 5 1/2" 1705 Passed (57%) D L (All Spans) Moment (Ft-lbs) 9' 3" 6180 Passed (70%) D L (All Spans) Live Load Defl. (in) 9' 3" Passed (L/534) D L (All Spans) Total Load Defl. (in) 9' 3" Passed (L/388) D L (All Spans) TJ-Pro Rating Passed Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 11 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: 1/2" Gypsum ceiling. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Total Accessories 1 - Stud wall - DF 5.50" 4.00" 1.75" /2" Rim Board 2 - Stud wall - DF 5.50" 4.00" 1.75" /2" Rim Board Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 6" 24" Weyerhaeuser Notes Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ( Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Jeremy Parrish Structural Edge Engineering (208) jeremyp@structuraledge.com Job Notes 3/23/20168:15:33 AM Forte v5.0, Design Engine: V Floor Framing.4te Page 1 of 1 9

11 MEMBER REPORT 2nd, Upper Floor Beam Supporting Wall 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam LVL PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal. Design Results Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4" 7219 (5.50") Passed (16%) D L S (All Spans) Shear (lbs) 1' 5 3/8" 4541 Passed (20%) D L S (All Spans) Moment (Ft-lbs) 6' 4" Passed (32%) D L S (All Spans) Live Load Defl. (in) 6' 4" Passed (L/999+) D L S (All Spans) Total Load Defl. (in) 6' 4" Passed (L/749) D L S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - DF 5.50" 5.50" 1.50" None 2 - Trimmer - DF 5.50" 5.50" 1.50" None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PLF) 0 to 12' 8" N/A Weyerhaeuser Notes Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ( Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Jeremy Parrish Structural Edge Engineering (208) jeremyp@structuraledge.com Job Notes 3/23/2016 8:18:42 AM Forte v5.0, Design Engine: V Floor Framing.4te Page 1 of 1 10

12 MEMBER REPORT 1st, Main Floor Joists 1 piece(s) 9 1/2" TJI 24" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal. Design Results Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 7' 6" 1935 (3.50") Passed (48%) D L (Adj Spans) Shear (lbs) 7' 4 1/4" 1342 Passed (32%) D L (Adj Spans) Moment (Ft-lbs) 7' 6" 2500 Passed (25%) D L (Adj Spans) Live Load Defl. (in) 3' 9 9/16" Passed (L/999+) D L (Alt Spans) Total Load Defl. (in) 3' 8 7/8" Passed (L/999+) D L (Alt Spans) TJ-Pro Rating Passed Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 5 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. ² Required Bearing Length / Required Bearing Length with Web Stiffeners Floor Live Total Accessories 1 - Hanger on concrete 6.00" Hanger¹ 1.75" / - ² See note ¹ 2 - Plate on concrete - DF 3.50" 3.50" 3.50" None 3 - Plate on concrete - DF 3.50" 3.50" 3.50" None 4 - Hanger on concrete 6.00" Hanger¹ 1.75" / - ² / /-31 See note ¹ Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 4 - Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 19' 2" 24" Weyerhaeuser Notes Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ( Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Jeremy Parrish Structural Edge Engineering (208) jeremyp@structuraledge.com Job Notes 3/23/2016 8:19:05 AM Forte v5.0, Design Engine: V Floor Framing.4te Page 1 of 1 11

13 Wood Column Description : Upper Floor Wal Studs Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 s Used : IBC 2012 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) 8.10 Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension psi Fv psi Fb - Compr psi Ft psi Fc - Prll 1,350.0 psi Density pcf Fc - Perp psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1, , Applied Loads Column self weight included : lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.10 ft, D 0.450, S k BENDING LOADS... Lat. Uniform Load creating Mx-x, W k/ft DESIGN SUMMARY ft Axial 1,600.0 Wood Section Name Wood Grading/Manuf. Wood Member Type 2x6 Graded Lumber Sawn Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area in^2 Cf or Cv for Compression 1.10 Ix in^4 Cf or Cv for Tension 1.30 Iy in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 ksi Use Cr : Repetitive? Yes Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling 8.10 ft, K 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y in at ft above base Applied Axial k for load combination : W Only Applied Mx k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1, psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio : 1 Bending Compression Tension +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear psi Allowable Shear psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+L+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+Lr+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+S+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750L+0.750S+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.60W+H PASS ft PASS 0.0 ft +D+0.70E+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+0.450W+H PASS ft PASS 0.0 ft NDS (non-glb only) 12

14 Wood Column Description : Upper Floor Wal Studs Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H PASS ft PASS 0.0 ft +D+0.750L+0.750S E+H PASS 0.0 ft 0.0 PASS 8.10 ft +0.60D+0.60W+0.60H PASS ft PASS 0.0 ft +0.60D+0.70E+0.60H PASS 0.0 ft 0.0 PASS 8.10 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k k +D+L+H k k k +D+Lr+H k k k +D+S+H k k k +D+0.750Lr+0.750L+H k k k +D+0.750L+0.750S+H k k k +D+0.60W+H k k k +D+0.70E+H k k k +D+0.750Lr+0.750L+0.450W+H k k k +D+0.750L+0.750S+0.450W+H k k k +D+0.750L+0.750S E+H k k k +0.60D+0.60W+0.60H k k k +0.60D+0.70E+0.60H k k k D Only k k k Lr Only k k k L Only k k k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for s Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H in ft +D+L+H in ft +D+Lr+H in ft +D+S+H in ft +D+0.750Lr+0.750L+H in ft +D+0.750L+0.750S+H in ft +D+0.60W+H in ft in ft +D+0.70E+H in ft +D+0.750Lr+0.750L+0.450W+H in ft in ft +D+0.750L+0.750S+0.450W+H in ft in ft +D+0.750L+0.750S E+H in ft +0.60D+0.60W+0.60H in ft in ft +0.60D+0.70E+0.60H in ft D Only in ft Lr Only in ft L Only in ft S Only in ft W Only in ft in ft E Only in ft H Only in ft 13

15 Wood Column Description : Upper Floor Wal Studs Sketches Y 1.20k M-x Loads 5.50 in Load 1X Height 8.10 ft 2x in 0.10klf Loads are total entered value. Arrows do not reflect absolute direction. 14

16 Wood Beam Description : Upper Floor 4' Opening Header ENERCALC, INC , Build: , Ver: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling psi psi 1,350.0 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,600.0 ksi ksi psi psi psi Density pcf D(0.225) S(0.375) 4x8 Span 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D , S ksf, Tributary Width 15.0 ft DESIGN SUMMARY Design Maximum Bending Stress Ratio 0.349: 1 Maximum Shear Stress Ratio 0.240: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual psi fv : Actual psi FB : Allowable 1, psi Fv : Allowable psi +D+S+H +D+S+H Location of maximum on span 2.000ft Location of maximum on span ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection in Ratio 3928 >360. Max Upward Transient Deflection in Ratio 0 <360.0 Max Downward Total Deflection in Ratio 2455 >240. Max Upward Total Deflection in Ratio 0 <240.0 Maximum Forces & Stresses for s Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+H Length 4.0 ft D+L+H Length 4.0 ft D+Lr+H Length 4.0 ft D+S+H Length 4.0 ft D+0.750Lr+0.750L+H Length 4.0 ft D+0.750L+0.750S+H Length 4.0 ft

17 Wood Beam Description : Upper Floor 4' Opening Header ENERCALC, INC , Build: , Ver: Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+0.60W+H Length 4.0 ft D+0.70E+H Length 4.0 ft D+0.750Lr+0.750L+0.450W+H Length 4.0 ft D+0.750L+0.750S+0.450W+H Length 4.0 ft D+0.750L+0.750S E+H Length 4.0 ft D+0.60W+0.60H Length 4.0 ft D+0.70E+0.60H Length 4.0 ft Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0.750Lr+0.750L+H D+0.750L+0.750S+H D+0.60W+H D+0.70E+H D+0.750Lr+0.750L+0.450W+H D+0.750L+0.750S+0.450W+H D+0.750L+0.750S E+H D+0.60W+0.60H D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 16

18 Wood Column Description : 4' Opening Trimmer Studs Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 s Used : IBC 2012 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) 8.0 Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension psi Fv psi Fb - Compr psi Ft psi Fc - Prll 1,350.0 psi Density pcf Fc - Perp psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1, , Applied Loads Column self weight included : lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft, D , S k DESIGN SUMMARY ft Axial 1,600.0 Wood Section Name Wood Grading/Manuf. Wood Member Type 2x6 Graded Lumber Sawn Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area in^2 Cf or Cv for Compression 1.10 Ix in^4 Cf or Cv for Tension 1.30 Iy in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 ksi Use Cr : Repetitive? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling 8.0 ft, K 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio : 1 Maximum SERVICE Lateral Load Reactions.. +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1, psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.0 : 1 Bending Compression Tension +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H PASS 0.0 ft +D+L+H PASS 0.0 ft +D+Lr+H PASS 0.0 ft +D+S+H PASS 0.0 ft +D+0.750Lr+0.750L+H PASS 0.0 ft +D+0.750L+0.750S+H PASS 0.0 ft +D+0.60W+H PASS 0.0 ft +D+0.70E+H PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H PASS 0.0 ft +D+0.750L+0.750S+0.450W+H PASS 0.0 ft +D+0.750L+0.750S E+H PASS 0.0 ft +0.60D+0.60W+0.60H PASS 0.0 ft NDS (non-glb only) 17

19 Wood Column Description : 4' Opening Trimmer Studs Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H PASS 0.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k k +D+L+H k k k +D+Lr+H k k k +D+S+H k k k +D+0.750Lr+0.750L+H k k k +D+0.750L+0.750S+H k k k +D+0.60W+H k k k +D+0.70E+H k k k +D+0.750Lr+0.750L+0.450W+H k k k +D+0.750L+0.750S+0.450W+H k k k +D+0.750L+0.750S E+H k k k +0.60D+0.60W+0.60H k k k +0.60D+0.70E+0.60H k k k D Only k k k Lr Only k k k L Only k k k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for s Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H in ft +D+L+H in ft +D+Lr+H in ft +D+S+H in ft +D+0.750Lr+0.750L+H in ft +D+0.750L+0.750S+H in ft +D+0.60W+H in ft +D+0.70E+H in ft +D+0.750Lr+0.750L+0.450W+H in ft +D+0.750L+0.750S+0.450W+H in ft +D+0.750L+0.750S E+H in ft +0.60D+0.60W+0.60H in ft +0.60D+0.70E+0.60H in ft D Only in ft Lr Only in ft L Only in ft S Only in ft W Only in ft E Only in ft H Only in ft 18

20 Wood Column Description : 4' Opening Trimmer Studs Sketches Y k 5.50 in Load 1X Height 8.0 ft 2x in Loads are total entered value. Arrows do not reflect absolute direction. 19

21 Wood Column Description : 4' Opening King Studs Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 s Used : IBC 2012 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) 8.0 Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension psi Fv psi Fb - Compr psi Ft psi Fc - Prll 1,350.0 psi Density pcf Fc - Perp psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1, , Applied Loads Column self weight included : lbs * Dead Load Factor BENDING LOADS... Lat. Uniform Load creating Mx-x, W k/ft DESIGN SUMMARY ft Axial 1,600.0 Wood Section Name Wood Grading/Manuf. Wood Member Type 2x6 Graded Lumber Sawn Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area in^2 Cf or Cv for Compression 1.10 Ix in^4 Cf or Cv for Tension 1.30 Iy in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 ksi Use Cr : Repetitive? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling 8.0 ft, K 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y in at ft above base Applied Axial k for load combination : +D+0.420W+H Applied Mx k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1, psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio : 1 Bending Compression Tension +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear psi Allowable Shear psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H PASS 0.0 ft +D+L+H PASS 0.0 ft +D+Lr+H PASS 0.0 ft +D+S+H PASS 0.0 ft +D+0.750Lr+0.750L+H PASS 0.0 ft +D+0.750L+0.750S+H PASS 0.0 ft +D+0.60W+H PASS ft PASS 0.0 ft +D+0.70E+H PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H PASS ft PASS 0.0 ft +D+0.750L+0.750S+0.450W+H PASS ft PASS 0.0 ft +D+0.750L+0.750S E+H PASS 0.0 ft +0.60D+0.60W+0.60H PASS ft PASS 0.0 ft NDS (non-glb only) 20

22 Wood Column Description : 4' Opening King Studs Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H PASS 0.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k k +D+L+H k k k +D+Lr+H k k k +D+S+H k k k +D+0.750Lr+0.750L+H k k k +D+0.750L+0.750S+H k k k +D+0.60W+H k k k +D+0.70E+H k k k +D+0.750Lr+0.750L+0.450W+H k k k +D+0.750L+0.750S+0.450W+H k k k +D+0.750L+0.750S E+H k k k +0.60D+0.60W+0.60H k k k +0.60D+0.70E+0.60H k k k D Only k k k Lr Only k k k L Only k k k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for s Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H in ft +D+L+H in ft +D+Lr+H in ft +D+S+H in ft +D+0.750Lr+0.750L+H in ft +D+0.750L+0.750S+H in ft +D+0.420W+H in ft in ft +D+0.70E+H in ft +D+0.750Lr+0.750L+0.420W+H in ft in ft +D+0.750L+0.750S+0.420W+H in ft in ft +D+0.750L+0.750S E+H in ft +0.60D+0.420W+0.60H in ft in ft +0.60D+0.70E+0.60H in ft 21

23 Wood Column Description : 4' Opening King Studs Sketches Y M-x Loads 5.50 in X Height 8.0 ft 2x6 0.10klf 1.50 in Loads are total entered value. Arrows do not reflect absolute direction. 22

24 Wood Column Description : Main Floor Wall Studs Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 s Used : IBC 2012 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) 8.10 Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension psi Fv psi Fb - Compr psi Ft psi Fc - Prll 1,350.0 psi Density pcf Fc - Perp psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1, , Applied Loads Column self weight included : lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.10 ft, D , L 0.740, S 0.10 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W k/ft DESIGN SUMMARY ft Axial 1,600.0 Wood Section Name Wood Grading/Manuf. Wood Member Type 2x6 Graded Lumber Sawn Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.25 in^2 Cf or Cv for Compression 1.10 Ix in^4 Cf or Cv for Tension 1.30 Iy in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 ksi Use Cr : Repetitive? Yes Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling 10 ft, K 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y in at ft above base Applied Axial k for load combination : W Only Applied Mx k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio : 1 Bending Compression Tension +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear psi Allowable Shear psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+L+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+Lr+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+S+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750L+0.750S+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.60W+H PASS ft PASS 0.0 ft +D+0.70E+H PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+0.450W+H PASS ft PASS 0.0 ft NDS (non-glb only) 23

25 Wood Column Description : Main Floor Wall Studs Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H PASS ft PASS 0.0 ft +D+0.750L+0.750S E+H PASS 0.0 ft 0.0 PASS 8.10 ft +0.60D+0.60W+0.60H PASS ft PASS 0.0 ft +0.60D+0.70E+0.60H PASS 0.0 ft 0.0 PASS 8.10 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k k +D+L+H k k k +D+Lr+H k k k +D+S+H k k k +D+0.750Lr+0.750L+H k k k +D+0.750L+0.750S+H k k k +D+0.60W+H k k k +D+0.70E+H k k k +D+0.750Lr+0.750L+0.450W+H k k k +D+0.750L+0.750S+0.450W+H k k k +D+0.750L+0.750S E+H k k k +0.60D+0.60W+0.60H k k k +0.60D+0.70E+0.60H k k k D Only k k k Lr Only k k k L Only k k k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for s Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H in ft +D+L+H in ft +D+Lr+H in ft +D+S+H in ft +D+0.750Lr+0.750L+H in ft +D+0.750L+0.750S+H in ft +D+0.60W+H in ft in ft +D+0.70E+H in ft +D+0.750Lr+0.750L+0.450W+H in ft in ft +D+0.750L+0.750S+0.450W+H in ft in ft +D+0.750L+0.750S E+H in ft +0.60D+0.60W+0.60H in ft in ft +0.60D+0.70E+0.60H in ft D Only in ft Lr Only in ft L Only in ft S Only in ft W Only in ft in ft E Only in ft H Only in ft 24

26 Wood Column Description : Main Floor Wall Studs Sketches Y M-x Loads 1.306k 5.50 in Load 1X Height 8.10 ft 2x in 0.10klf Loads are total entered value. Arrows do not reflect absolute direction. 25

27 Wood Beam Description : Main Floor 4' Opening Header ENERCALC, INC , Build: , Ver: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling psi psi 1,350.0 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,600.0 ksi ksi psi psi psi Density pcf D(0.323) L(0.08) S(0.809) 4x8 Span 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D , L 0.080, S , Tributary Width 1.0 ft DESIGN SUMMARY Design Maximum Bending Stress Ratio 0.659: 1 Maximum Shear Stress Ratio 0.453: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual psi fv : Actual psi FB : Allowable 1, psi Fv : Allowable psi +D+S+H +D+S+H Location of maximum on span 2.000ft Location of maximum on span ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection in Ratio 1821 >360. Max Upward Transient Deflection in Ratio 0 <360.0 Max Downward Total Deflection in Ratio 1301 >240. Max Upward Total Deflection in Ratio 0 <240.0 Maximum Forces & Stresses for s Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+H Length 4.0 ft D+L+H Length 4.0 ft D+Lr+H Length 4.0 ft D+S+H Length 4.0 ft D+0.750Lr+0.750L+H Length 4.0 ft D+0.750L+0.750S+H Length 4.0 ft

28 Wood Beam Description : Main Floor 4' Opening Header ENERCALC, INC , Build: , Ver: Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+0.60W+H Length 4.0 ft D+0.70E+H Length 4.0 ft D+0.750Lr+0.750L+0.450W+H Length 4.0 ft D+0.750L+0.750S+0.450W+H Length 4.0 ft D+0.750L+0.750S E+H Length 4.0 ft D+0.60W+0.60H Length 4.0 ft D+0.70E+0.60H Length 4.0 ft Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0.750Lr+0.750L+H D+0.750L+0.750S+H D+0.60W+H D+0.70E+H D+0.750Lr+0.750L+0.450W+H D+0.750L+0.750S+0.450W+H D+0.750L+0.750S E+H D+0.60W+0.60H D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 27

29 Wood Column Description : 4' Opening Trimmer Studs Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 s Used : IBC 2012 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) 8.0 Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension psi Fv psi Fb - Compr psi Ft psi Fc - Prll 1,350.0 psi Density pcf Fc - Perp psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1, , Applied Loads Column self weight included : lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft, D 0.80, Lr 0.40, L 0.80, S 0.50 k DESIGN SUMMARY ft Axial 1,600.0 Wood Section Name Wood Grading/Manuf. Wood Member Type 2x6 Graded Lumber Sawn Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area in^2 Cf or Cv for Compression 1.10 Ix in^4 Cf or Cv for Tension 1.30 Iy in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 ksi Use Cr : Repetitive? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling 8.0 ft, K 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1, psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.0 : 1 Bending Compression Tension +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H PASS 0.0 ft +D+L+H PASS 0.0 ft +D+Lr+H PASS 0.0 ft +D+S+H PASS 0.0 ft +D+0.750Lr+0.750L+H PASS 0.0 ft +D+0.750L+0.750S+H PASS 0.0 ft +D+0.60W+H PASS 0.0 ft +D+0.70E+H PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H PASS 0.0 ft +D+0.750L+0.750S+0.450W+H PASS 0.0 ft +D+0.750L+0.750S E+H PASS 0.0 ft +0.60D+0.60W+0.60H PASS 0.0 ft NDS (non-glb only) 28