STRUCTURAL EDGE ENGINEERING, PLLC

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: SE16-177 PREPARED FOR: CODE: NEUDESIGN ARCHITECTURE & LAWSON DESIGN INC 2012 IBC DATE: JUNE 14, 2016 683 N. Five Mile Rd. Boise, ID 83713 o: 208.795.5105 www.structuraledge.com

Project Name: Hines Park Building A SE Project No.: SE16-177 Date: 6/14/2016 By: KCS PROJECT INFORMATION Location: Nampa, ID Address: Building Code: SE Job No.: Designer: Engineer of Record: 2012 IBC SE16-177 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) 12-33 FOUNDATIONS 34-50 LATERAL ANALYSIS 51-60 683 N. FIVE MILE RD. BOISE, ID 83713 o: 208.795.5105 www.structuraledge.com 1

Project Name: Hines Park Building A SE Project No.: SE16-177 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 83713 o: 208.795.5105 www.structuraledge.com 2

Project Name: Hines Park Building A SE Project No.: SE16-177 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 1.0 1.0 1.0 WIND DESIGN WIND SPEED RISK CATEGORY WIND EXPOSURE INTERNAL PRESSURE COEFFICENT COMPONENTS AND CLADDING DESIGN PRESSURES 115 MPH II C +/- 0.18-28.0 PSF ZONE 1-48.8 PSF ZONE 2-72.2 PSF ZONE 3-33.2 PSF ZONE 4-51.4 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 1.00 0.275 0.099 D 0.290 0.158 LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE AND LIGHT-FRAMED WALLS WITH SHEAR PANELS OF OTHER MATERIALS 0.049 6.5 AND 2 GEOTECHNICAL SOIL BEARING PRESSURE 1500 PSF ASSUMED 683 N. FIVE MILE RD. BOISE, ID 83713 o: 208.795.5105 www.structuraledge.com 3

4

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 100.0 in^4 D(0.21) S(0.35) Span 8.0 ft Applied Loads Uniform Load : D 0.0150, S 0.0250 ksf, Tributary Width 14.0 ft DESIGN SUMMARY Maximum Bending 4.480 k-ft +D+S+H Location of maximum on span 4.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in 8562 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.018 in 5351 Max Upward Total Deflection 0.000 in 0 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Location of maximum on span Span # where maximum occurs 2.240 k +D+S+H 0.000 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 1 4.48 4.48 2.24 +D+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+L+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+Lr+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+S+H Dsgn. L 8.00 ft 1 4.48 4.48 2.24 +D+0.750Lr+0.750L+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+0.750L+0.750S+H Dsgn. L 8.00 ft 1 3.78 3.78 1.89 +D+0.60W+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+0.70E+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+0.750Lr+0.750L+0.450W+H Dsgn. L 8.00 ft 1 1.68 1.68 0.84 +D+0.750L+0.750S+0.450W+H Dsgn. L 8.00 ft 1 3.78 3.78 1.89 +D+0.750L+0.750S+0.5250E+H Dsgn. L 8.00 ft 1 3.78 3.78 1.89 +0.60D+0.60W+0.60H Dsgn. L 8.00 ft 1 1.01 1.01 0.50 +0.60D+0.70E+0.60H Dsgn. L 8.00 ft 1 1.01 1.01 0.50 Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H 1 0.0179 4.040 0.0000 0.000 5

General Beam Analysis Description : Girder Truss Loads Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2.240 2.240 Overall MINimum 0.504 0.504 +D+H 0.840 0.840 +D+L+H 0.840 0.840 +D+Lr+H 0.840 0.840 +D+S+H 2.240 2.240 +D+0.750Lr+0.750L+H 0.840 0.840 +D+0.750L+0.750S+H 1.890 1.890 +D+0.60W+H 0.840 0.840 +D+0.70E+H 0.840 0.840 +D+0.750Lr+0.750L+0.450W+H 0.840 0.840 +D+0.750L+0.750S+0.450W+H 1.890 1.890 +D+0.750L+0.750S+0.5250E+H 1.890 1.890 +0.60D+0.60W+0.60H 0.504 0.504 +0.60D+0.70E+0.60H 0.504 0.504 D Only 0.840 0.840 Lr Only L Only S Only 1.400 1.400 W Only E Only H Only 6

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(0.057495) S(0.095825) 4x8 Span 9.250 ft Service loads entered. Load Factors will be applied for calculations. Applied Loads Uniform Load : D 0.0150, S 0.0250 ksf, Tributary Width 3.833 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 641.77 psi fv : Actual 36.72 psi FB : Allowable 1,345.50 psi Fv : Allowable 207.00 psi +D+S+H +D+S+H Location of maximum on span 4.625ft Location of maximum on span 8.676 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio 1243 >360 Max Upward Transient Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.143 in Ratio 777 >240. Max Upward Total Deflection 0.000 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 9.250 ft 1 0.229 0.085 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1053.00 0.23 13.77 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.206 0.076 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1170.00 0.23 13.77 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.165 0.061 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1462.50 0.23 13.77 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.477 0.177 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.64 641.77 1345.50 0.62 36.72 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.165 0.061 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1462.50 0.23 13.77 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.402 0.150 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.38 541.50 1345.50 0.52 30.98 207.00 7

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 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.129 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1872.00 0.23 13.77 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.129 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1872.00 0.23 13.77 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.129 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.61 240.66 1872.00 0.23 13.77 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.289 0.108 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.38 541.50 1872.00 0.52 30.98 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.289 0.108 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.38 541.50 1872.00 0.52 30.98 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.077 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.40 1872.00 0.14 8.26 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length 9.250 ft 1 0.077 0.029 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.40 1872.00 0.14 8.26 288.00 Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H 1 0.1428 4.659 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 0.709 0.709 Overall MINimum 0.160 0.160 +D+H 0.266 0.266 +D+L+H 0.266 0.266 +D+Lr+H 0.266 0.266 +D+S+H 0.709 0.709 +D+0.750Lr+0.750L+H 0.266 0.266 +D+0.750L+0.750S+H 0.598 0.598 +D+0.60W+H 0.266 0.266 +D+0.70E+H 0.266 0.266 +D+0.750Lr+0.750L+0.450W+H 0.266 0.266 +D+0.750L+0.750S+0.450W+H 0.598 0.598 +D+0.750L+0.750S+0.5250E+H 0.598 0.598 +0.60D+0.60W+0.60H 0.160 0.160 +0.60D+0.70E+0.60H 0.160 0.160 D Only 0.266 0.266 Lr Only L Only S Only 0.443 0.443 W Only E Only H Only 8

MEMBER REPORT 2nd, Upper Floor Joist 1 piece(s) 11 7/8" TJI 360 @ 24" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1004 @ 4 1/2" 1505 (3.50") Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 967 @ 5 1/2" 1705 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4332 @ 9' 3" 6180 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.399 @ 9' 3" 0.592 Passed (L/534) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.549 @ 9' 3" 0.887 Passed (L/388) -- 1.0 D + 1.0 L (All Spans) TJ-Pro Rating 39 35 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" 278 740 1018 1 1/2" Rim Board 2 - Stud wall - DF 5.50" 4.00" 1.75" 278 740 1018 1 1/2" Rim Board Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 6" 24" 15.0 40.0 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. (www.woodbywy.com) 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 http://www.woodbywy.com/services/s_codereports.aspx. 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) 795-5105 jeremyp@structuraledge.com Job Notes 3/23/20168:15:33 AM Forte v5.0, Design Engine: V6.4.0.40 Floor Framing.4te Page 1 of 1 9

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 Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1154 @ 4" 7219 (5.50") Passed (16%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 890 @ 1' 5 3/8" 4541 Passed (20%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs) 3280 @ 6' 4" 10263 Passed (32%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.071 @ 6' 4" 0.400 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.192 @ 6' 4" 0.600 Passed (L/749) -- 1.0 D + 0.75 L + 0.75 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" 727 253 317 1297 None 2 - Trimmer - DF 5.50" 5.50" 1.50" 727 253 317 1297 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 109.0 40.0 50.0 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. (www.woodbywy.com) 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 http://www.woodbywy.com/services/s_codereports.aspx. 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) 795-5105 jeremyp@structuraledge.com Job Notes 3/23/2016 8:18:42 AM Forte v5.0, Design Engine: V6.4.0.40 Floor Framing.4te Page 1 of 1 10

MEMBER REPORT 1st, Main Floor Joists 1 piece(s) 9 1/2" TJI 110 @ 24" OC PASSED All locations are measured from the outside face of left support (or left cantilever end).all dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 920 @ 7' 6" 1935 (3.50") Passed (48%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 426 @ 7' 4 1/4" 1342 Passed (32%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs) -626 @ 7' 6" 2500 Passed (25%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.025 @ 3' 9 9/16" 0.233 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.033 @ 3' 8 7/8" 0.350 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) TJ-Pro Rating 59 40 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 96 285 381 See note ¹ 2 - Plate on concrete - DF 3.50" 3.50" 3.50" 248 672 920 None 3 - Plate on concrete - DF 3.50" 3.50" 3.50" 182 554 736 None 4 - Hanger on concrete 6.00" Hanger¹ 1.75" / - ² 50 203/-31 253/-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" 15.0 40.0 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. (www.woodbywy.com) 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 http://www.woodbywy.com/services/s_codereports.aspx. 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) 795-5105 jeremyp@structuraledge.com Job Notes 3/23/2016 8:19:05 AM Forte v5.0, Design Engine: V6.4.0.40 Floor Framing.4te Page 1 of 1 11

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 900.0 psi Fv 180.0 psi Fb - Compr 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1,600.0 580.0 1,600.0 580.0 Applied Loads Column self weight included : 14.479 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.10 ft, D 0.450, S 0.750 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W 0.1030 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 8.250 in^2 Cf or Cv for Compression 1.10 Ix 20.797 in^4 Cf or Cv for Tension 1.30 Iy 1.547 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 0.6235 : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W+H Top along Y-Y 0.4172 k Bottom along Y-Y 0.4172 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.023 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3030 in at 4.077 ft above base Applied Axial 0.4645 k for load combination : W Only Applied Mx 0.5068 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,040.12 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.1685 : 1 Bending Compression Tension +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 45.507 psi Allowable Shear 180.0 psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.700 0.05413 PASS 0.0 ft 0.0 PASS 8.10 ft +D+L+H 1.000 0.700 0.05413 PASS 0.0 ft 0.0 PASS 8.10 ft +D+Lr+H 1.000 0.700 0.05413 PASS 0.0 ft 0.0 PASS 8.10 ft +D+S+H 1.000 0.700 0.1415 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+H 1.000 0.700 0.05413 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750L+0.750S+H 1.000 0.700 0.1197 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.60W+H 1.000 0.700 0.6235 PASS 4.023 ft 0.1685 PASS 0.0 ft +D+0.70E+H 1.000 0.700 0.05413 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.700 0.4684 PASS 4.023 ft 0.1264 PASS 0.0 ft NDS 15.3.2 (non-glb only) 12

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 1.000 0.700 0.5024 PASS 4.023 ft 0.1264 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.700 0.1197 PASS 0.0 ft 0.0 PASS 8.10 ft +0.60D+0.60W+0.60H 1.000 0.700 0.6123 PASS 4.023 ft 0.1685 PASS 0.0 ft +0.60D+0.70E+0.60H 1.000 0.700 0.03248 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 Reaction @ Base @ Top @ Base @ Top @ Base +D+H k k 0.464 k +D+L+H k k 0.464 k +D+Lr+H k k 0.464 k +D+S+H k k 1.214 k +D+0.750Lr+0.750L+H k k 0.464 k +D+0.750L+0.750S+H k k 1.027 k +D+0.60W+H k 0.250 0.250 k 0.464 k +D+0.70E+H k k 0.464 k +D+0.750Lr+0.750L+0.450W+H k 0.188 0.188 k 0.464 k +D+0.750L+0.750S+0.450W+H k 0.188 0.188 k 1.027 k +D+0.750L+0.750S+0.5250E+H k k 1.027 k +0.60D+0.60W+0.60H k 0.250 0.250 k 0.279 k +0.60D+0.70E+0.60H k k 0.279 k D Only k k 0.464 k Lr Only k k k L Only k k k S Only k k 0.750 k W Only k 0.417 0.417 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 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.182 in 4.077 ft +D+0.70E+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.136 in 4.077 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.136 in 4.077 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.182 in 4.077 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.303 in 4.077 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft 13

Wood Column Description : Upper Floor Wal Studs Sketches Y 1.20k M-x Loads 5.50 in Load 1X Height 8.10 ft 2x6 1.50 in 0.10klf Loads are total entered value. Arrows do not reflect absolute direction. 14

Wood Beam Description : Upper Floor 4' Opening Header ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver:6.16.3.4 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 900.0 psi 900.0 psi 1,350.0 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,600.0 ksi 580.0 ksi 625.0 psi 180.0 psi 575.0 psi Density 31.20 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 0.0150, S 0.0250 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 469.64 psi fv : Actual 49.71 psi FB : Allowable 1,345.50 psi Fv : Allowable 207.00 psi +D+S+H +D+S+H Location of maximum on span 2.000ft Location of maximum on span 3.401 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio 3928 >360. Max Upward Transient Deflection 0.000 in Ratio 0 <360.0 Max Downward Total Deflection 0.020 in Ratio 2455 >240. Max Upward Total Deflection 0.000 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 1 0.167 0.115 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1053.00 0.32 18.64 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.151 0.104 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1170.00 0.32 18.64 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.120 0.083 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1462.50 0.32 18.64 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.349 0.240 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.20 469.64 1345.50 0.84 49.71 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.120 0.083 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1462.50 0.32 18.64 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.295 0.203 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.01 396.26 1345.50 0.71 41.94 207.00 15

Wood Beam Description : Upper Floor 4' Opening Header ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver:6.16.3.4 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 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.094 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1872.00 0.32 18.64 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.094 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1872.00 0.32 18.64 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.094 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.12 1872.00 0.32 18.64 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.212 0.146 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.01 396.26 1872.00 0.71 41.94 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.212 0.146 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.01 396.26 1872.00 0.71 41.94 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 105.67 1872.00 0.19 11.18 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.056 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 105.67 1872.00 0.19 11.18 288.00 Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H 1 0.0195 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 1.200 1.200 Overall MINimum 0.270 0.270 +D+H 0.450 0.450 +D+L+H 0.450 0.450 +D+Lr+H 0.450 0.450 +D+S+H 1.200 1.200 +D+0.750Lr+0.750L+H 0.450 0.450 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.450 0.450 +D+0.70E+H 0.450 0.450 +D+0.750Lr+0.750L+0.450W+H 0.450 0.450 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.270 0.270 +0.60D+0.70E+0.60H 0.270 0.270 D Only 0.450 0.450 Lr Only L Only S Only 0.750 0.750 W Only E Only H Only 16

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 900.0 psi Fv 180.0 psi Fb - Compr 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1,600.0 580.0 1,600.0 580.0 Applied Loads Column self weight included : 14.30 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft, D 0.0450, S 0.750 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 8.250 in^2 Cf or Cv for Compression 1.10 Ix 20.797 in^4 Cf or Cv for Tension 1.30 Iy 1.547 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 0.09320 : 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 0.8093 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 1,052.54 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 180.0 psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.709 0.006829 PASS 0.0 ft +D+L+H 1.000 0.709 0.006829 PASS 0.0 ft +D+Lr+H 1.000 0.709 0.006829 PASS 0.0 ft +D+S+H 1.000 0.709 0.09320 PASS 0.0 ft +D+0.750Lr+0.750L+H 1.000 0.709 0.006829 PASS 0.0 ft +D+0.750L+0.750S+H 1.000 0.709 0.07161 PASS 0.0 ft +D+0.60W+H 1.000 0.709 0.006829 PASS 0.0 ft +D+0.70E+H 1.000 0.709 0.006829 PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.709 0.006829 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.709 0.07161 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.709 0.07161 PASS 0.0 ft +0.60D+0.60W+0.60H 1.000 0.709 0.004097 PASS 0.0 ft NDS 15.3.2 (non-glb only) 17

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 1.000 0.709 0.004097 PASS 0.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base +D+H k k 0.059 k +D+L+H k k 0.059 k +D+Lr+H k k 0.059 k +D+S+H k k 0.809 k +D+0.750Lr+0.750L+H k k 0.059 k +D+0.750L+0.750S+H k k 0.622 k +D+0.60W+H k k 0.059 k +D+0.70E+H k k 0.059 k +D+0.750Lr+0.750L+0.450W+H k k 0.059 k +D+0.750L+0.750S+0.450W+H k k 0.622 k +D+0.750L+0.750S+0.5250E+H k k 0.622 k +0.60D+0.60W+0.60H k k 0.036 k +0.60D+0.70E+0.60H k k 0.036 k D Only k k 0.059 k Lr Only k k k L Only k k k S Only k k 0.750 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 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft 18

Wood Column Description : 4' Opening Trimmer Studs Sketches Y 0.7950k 5.50 in Load 1X Height 8.0 ft 2x6 1.50 in Loads are total entered value. Arrows do not reflect absolute direction. 19

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 900.0 psi Fv 180.0 psi Fb - Compr 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1,600.0 580.0 1,600.0 580.0 Applied Loads Column self weight included : 14.30 lbs * Dead Load Factor BENDING LOADS... Lat. Uniform Load creating Mx-x, W 0.1040 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 8.250 in^2 Cf or Cv for Compression 1.10 Ix 20.797 in^4 Cf or Cv for Tension 1.30 Iy 1.547 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 0.4236 : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W+H Top along Y-Y 0.4160 k Bottom along Y-Y 0.4160 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 3.973 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1223 in at 4.027 ft above base Applied Axial 0.01430 k for load combination : +D+0.420W+H Applied Mx 0.4992 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,271.87 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.1051 : 1 Bending Compression Tension +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 45.382 psi Allowable Shear 288.0 psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.535 0.001747 PASS 0.0 ft +D+L+H 1.000 0.535 0.001647 PASS 0.0 ft +D+Lr+H 1.250 0.535 0.001484 PASS 0.0 ft +D+S+H 1.150 0.535 0.001538 PASS 0.0 ft +D+0.750Lr+0.750L+H 1.250 0.535 0.001484 PASS 0.0 ft +D+0.750L+0.750S+H 1.150 0.535 0.001538 PASS 0.0 ft +D+0.60W+H 1.600 0.535 0.4236 PASS 3.973 ft 0.1051 PASS 0.0 ft +D+0.70E+H 1.600 0.535 0.001363 PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.535 0.3177 PASS 3.973 ft 0.07879 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.535 0.3177 PASS 3.973 ft 0.07879 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.535 0.001363 PASS 0.0 ft +0.60D+0.60W+0.60H 1.600 0.535 0.4234 PASS 3.973 ft 0.1051 PASS 0.0 ft NDS 15.3.2 (non-glb only) 20

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 1.600 0.535 0.000818 PASS 0.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base +D+H k k 0.014 k +D+L+H k k 0.014 k +D+Lr+H k k 0.014 k +D+S+H k k 0.014 k +D+0.750Lr+0.750L+H k k 0.014 k +D+0.750L+0.750S+H k k 0.014 k +D+0.60W+H k 0.250 0.250 k 0.014 k +D+0.70E+H k k 0.014 k +D+0.750Lr+0.750L+0.450W+H k 0.187 0.187 k 0.014 k +D+0.750L+0.750S+0.450W+H k 0.187 0.187 k 0.014 k +D+0.750L+0.750S+0.5250E+H k k 0.014 k +0.60D+0.60W+0.60H k 0.250 0.250 k 0.009 k +0.60D+0.70E+0.60H k k 0.009 k D Only k k 0.014 k Lr Only k k k L Only k k k S Only k k k W Only k 0.416 0.416 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 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft +D+0.420W+H 0.0000 in 0.000 ft 0.122 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.420W+H 0.0000 in 0.000 ft 0.122 in 4.027 ft +D+0.750L+0.750S+0.420W+H 0.0000 in 0.000 ft 0.122 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft +0.60D+0.420W+0.60H 0.0000 in 0.000 ft 0.122 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 21

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

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 900.0 psi Fv 180.0 psi Fb - Compr 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1,600.0 580.0 1,600.0 580.0 Applied Loads Column self weight included : 14.479 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.10 ft, D 0.4655, L 0.740, S 0.10 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W 0.1030 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 20.797 in^4 Cf or Cv for Tension 1.30 Iy 1.547 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 0.6397 : 1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W+H Top along Y-Y 0.4172 k Bottom along Y-Y 0.4172 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.023 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3030 in at 4.077 ft above base Applied Axial 0.480 k for load combination : W Only Applied Mx 0.5068 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 808.37 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio 0.1685 : 1 Bending Compression Tension +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 45.507 psi Allowable Shear 180.0 psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.544 0.07197 PASS 0.0 ft 0.0 PASS 8.10 ft +D+L+H 1.000 0.544 0.1829 PASS 0.0 ft 0.0 PASS 8.10 ft +D+Lr+H 1.000 0.544 0.07197 PASS 0.0 ft 0.0 PASS 8.10 ft +D+S+H 1.000 0.544 0.08697 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+H 1.000 0.544 0.1552 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750L+0.750S+H 1.000 0.544 0.1664 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.60W+H 1.000 0.544 0.6397 PASS 4.023 ft 0.1685 PASS 0.0 ft +D+0.70E+H 1.000 0.544 0.07197 PASS 0.0 ft 0.0 PASS 8.10 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.544 0.5365 PASS 4.023 ft 0.1264 PASS 0.0 ft NDS 15.3.2 (non-glb only) 23

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 1.000 0.544 0.5455 PASS 4.023 ft 0.1264 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.544 0.1664 PASS 0.0 ft 0.0 PASS 8.10 ft +0.60D+0.60W+0.60H 1.000 0.544 0.6211 PASS 4.023 ft 0.1685 PASS 0.0 ft +0.60D+0.70E+0.60H 1.000 0.544 0.04318 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 Reaction @ Base @ Top @ Base @ Top @ Base +D+H k k 0.480 k +D+L+H k k 1.220 k +D+Lr+H k k 0.480 k +D+S+H k k 0.580 k +D+0.750Lr+0.750L+H k k 1.035 k +D+0.750L+0.750S+H k k 1.110 k +D+0.60W+H k 0.250 0.250 k 0.480 k +D+0.70E+H k k 0.480 k +D+0.750Lr+0.750L+0.450W+H k 0.188 0.188 k 1.035 k +D+0.750L+0.750S+0.450W+H k 0.188 0.188 k 1.110 k +D+0.750L+0.750S+0.5250E+H k k 1.110 k +0.60D+0.60W+0.60H k 0.250 0.250 k 0.288 k +0.60D+0.70E+0.60H k k 0.288 k D Only k k 0.480 k Lr Only k k k L Only k k 0.740 k S Only k k 0.100 k W Only k 0.417 0.417 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 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.182 in 4.077 ft +D+0.70E+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.136 in 4.077 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.136 in 4.077 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.182 in 4.077 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.303 in 4.077 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft 24

Wood Column Description : Main Floor Wall Studs Sketches Y M-x Loads 1.306k 5.50 in Load 1X Height 8.10 ft 2x6 1.50 in 0.10klf Loads are total entered value. Arrows do not reflect absolute direction. 25

Wood Beam Description : Main Floor 4' Opening Header ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver:6.16.3.4 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 900.0 psi 900.0 psi 1,350.0 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,600.0 ksi 580.0 ksi 625.0 psi 180.0 psi 575.0 psi Density 31.20 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 0.3230, L 0.080, S 0.8090, 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 886.06 psi fv : Actual 93.78 psi FB : Allowable 1,345.50 psi Fv : Allowable 207.00 psi +D+S+H +D+S+H Location of maximum on span 2.000ft Location of maximum on span 3.401 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio 1821 >360. Max Upward Transient Deflection 0.000 in Ratio 0 <360.0 Max Downward Total Deflection 0.037 in Ratio 1301 >240. Max Upward Total Deflection 0.000 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 1 0.240 0.165 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.65 252.83 1053.00 0.45 26.76 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.270 0.185 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.81 315.44 1170.00 0.56 33.39 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.173 0.119 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.65 252.83 1462.50 0.45 26.76 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.659 0.453 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.26 886.06 1345.50 1.59 93.78 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.205 0.141 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.77 299.79 1462.50 0.54 31.73 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.576 0.396 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.98 774.72 1345.50 1.39 82.00 207.00 26

Wood Beam Description : Main Floor 4' Opening Header ENERCALC, INC. 1983-2016, Build:6.16.3.4, Ver:6.16.3.4 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 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.135 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.65 252.83 1872.00 0.45 26.76 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.135 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.65 252.83 1872.00 0.45 26.76 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.160 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.77 299.79 1872.00 0.54 31.73 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.414 0.285 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.98 774.72 1872.00 1.39 82.00 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.414 0.285 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.98 774.72 1872.00 1.39 82.00 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.081 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 151.70 1872.00 0.27 16.06 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length 4.0 ft 1 0.081 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 151.70 1872.00 0.27 16.06 288.00 Overall Maximum Deflections Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span +D+S+H 1 0.0369 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2.264 2.264 Overall MINimum 0.160 0.160 +D+H 0.646 0.646 +D+L+H 0.806 0.806 +D+Lr+H 0.646 0.646 +D+S+H 2.264 2.264 +D+0.750Lr+0.750L+H 0.766 0.766 +D+0.750L+0.750S+H 1.980 1.980 +D+0.60W+H 0.646 0.646 +D+0.70E+H 0.646 0.646 +D+0.750Lr+0.750L+0.450W+H 0.766 0.766 +D+0.750L+0.750S+0.450W+H 1.980 1.980 +D+0.750L+0.750S+0.5250E+H 1.980 1.980 +0.60D+0.60W+0.60H 0.388 0.388 +0.60D+0.70E+0.60H 0.388 0.388 D Only 0.646 0.646 Lr Only L Only 0.160 0.160 S Only 1.618 1.618 W Only E Only H Only 27

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 900.0 psi Fv 180.0 psi Fb - Compr 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic Minimum 1,600.0 580.0 1,600.0 580.0 Applied Loads Column self weight included : 14.30 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 8.250 in^2 Cf or Cv for Compression 1.10 Ix 20.797 in^4 Cf or Cv for Tension 1.30 Iy 1.547 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 0.2061 : 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 1.789 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 1,052.54 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 180.0 psi Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.709 0.09378 PASS 0.0 ft +D+L+H 1.000 0.709 0.1859 PASS 0.0 ft +D+Lr+H 1.000 0.709 0.1398 PASS 0.0 ft +D+S+H 1.000 0.709 0.1514 PASS 0.0 ft +D+0.750Lr+0.750L+H 1.000 0.709 0.1974 PASS 0.0 ft +D+0.750L+0.750S+H 1.000 0.709 0.2061 PASS 0.0 ft +D+0.60W+H 1.000 0.709 0.09378 PASS 0.0 ft +D+0.70E+H 1.000 0.709 0.09378 PASS 0.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.709 0.1974 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.709 0.2061 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.709 0.2061 PASS 0.0 ft +0.60D+0.60W+0.60H 1.000 0.709 0.05627 PASS 0.0 ft NDS 15.3.2 (non-glb only) 28