STRUCTURAL EDGE ENGINEERING, PLLC

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1 STRUCTURAL EDGE ENGINEERING, PLLC STRUCTURAL CALCULATIONS HINES BLD 3 BOISE, ID SE PROJECT NO: SE PREPARED FOR: CODE: DATE: NEUDESIGN ARCHITECTURE & LAWSON DESIGN INC 2012 IBC APRIL 23, N Five Mile Rd o: wwwstructuraledgecom

2 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT PROJECT INFORMATION Location: Address: Building Code: 2012 IBC SE Job No: SE Designer: AVT Engineer of Record: Jeremy Parrish TABLE OF CONTENTS DESIGN LOADS ROOF FLOOR & STAIRS WALL STUDS & POSTS FOUNDATIONS 51 LATERAL ANALYSIS

3 6/14/2016 Design Maps Summary Report Design Maps Summary Report User Specified Input Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category Hines Park Tue June 14, :11:04 UTC 2012 International Building Code (which utilizes USGS hazard data available in 2008) N, W Site Class D Stiff Soil I/II/III USGS Provided Output S S = 0275 g S MS = 0435 g S DS = 0290 g S 1 = 0099 g S M1 = 0237 g S D1 = 0158 g For information on how the SS and S1 values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the 2009 NEHRP building code reference document Although this information is a product of the US Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein This tool is not a substitute for technical subject matter knowledge 2

4 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT DESIGN LOADS ROOF DEAD LOAD (W DL ) Roofing: Insulation: Decking: Joists: MEP: Misc: Total: FLOOR DEAD LOAD (W DL ) 35 PSF 20 PSF 25 PSF 20 PSF 30 PSF 20 PSF 3/4" PLYWOOD JOISTS BEAMS GYPSUM BOARD MEP MISC 23 PSF 39 PSF 15 PSF 22 PSF 13 PSF 38 PSF 150 PSF TOTAL 150 PSF ROOF LIVE LOAD (W Lr ) Flat or Pitched 200 PSF Floor Loading Live Load 400 PSF SOIL BEARING PRESSURE SNOW LOAD (W SL ) Assumed Allowable: 1500 PSF Flat Roof Snow Load, P f : 250 PSF Frost Depth: 24 in Exposure Factor, C e : 10 Importance Factor, I s : 10 Thermal Factor, C t : 10 WIND MWFRS (Ult) Ultimate Design Wind Speed: 115 MPH COMP & CLADDING (Ult) Exposure Category: C λ: 131 Risk Category: II Kzt: 100 Building Ht: (mean roof) 220 ft zone 5 End Wall: -297 PSF λ: 131 zone 2 End Roof: -309 PSF Pnet30: Kzt: 100 zone 4 Int Wall: -247 PSF Ps30: Ps: End: 345 PSF zone 2 End Roof: -405 PSF Pnet: Interior: 250 PSF zone 4 Int Wall: -324 PSF End: 263 PSF zone 1 Int Roof: -224 PSF Interior: 191 PSF zone 5 End Wall: -389 PSF zone 1 Int Roof: -293 PSF SEISMIC (Ult) Risk Category: II MATERIALS Importance Factor, I e : 10 Sawn: DFL #2 Mapped Acceleration Parameters S S : 0275 g Wood: Eng: 19 E LVL S 1 : 0099 g Glulam: 24F-V4 Site Class: D Concrete: 2500 PSI Design Acceleration Parameters Design Category C S DS : 0290 g Anchor Bolts: A307 S D1 : 0158 g R (light framed shearwalls): 65 Cs (Direction 1-1): R (light framed shearwalls): Cs (Direction 2-2):

5 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT ROOF FRAMING DL= LL/SL= 150 psf 250 PSF Roof Framing: PE WOOD 24" OC Beams/Headers: H1: Span= 53 ft Trib= 225 ft DL= 3375 plf LL/SL= 5625 plf Use (3) 2x8 DF #2, RE: ENERCALC B1: Span= 80 ft Trib= 195 ft DL= 2925 plf LL/SL= 4875 plf Use (2) 1-3/4x11-7/8" LVL 19E Roof Truss Uplift: Span= Spc'g= DL= Wind= Net= 450 ft 20 ft 6750 lb lb lb Use Simpson H25A each end 4

6 683 N Five Mile Rd Wood Beam Lic # : KW Description : H1 Typ header Printed: 21 JUN 2016, 1:39PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(03375) Lr(045) S(05625) 3-2x8 Span = 5333 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, Lr = 0020, S = ksf, Tributary Width = 2250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0784: 1 Maximum Shear Stress Ratio = 0412 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb : Actual = 97396psi fv : Actual = 8537 psi FB : Allowable = 1,24200psi Fv : Allowable = psi +D+S+H +D+S+H Location of maximum on span = 2667ft Location of maximum on span = 4730 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0045 in Ratio = 1421 >=240 Max Upward Transient Deflection 0000 in Ratio = 0 <2400 Max Downward Total Deflection 0072 in Ratio = 888 >=180 Max Upward Total Deflection 0000 in Ratio = 0 <180 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 = 5333 ft D+L+H Length = 5333 ft D+Lr+H Length = 5333 ft D+S+H Length = 5333 ft D+0750Lr+0750L+H Length = 5333 ft D+0750L+0750S+H Length = 5333 ft

7 683 N Five Mile Rd Wood Beam Lic # : KW Description : H1 Typ header Printed: 21 JUN 2016, 1:39PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 5333 ft D+070E+H Length = 5333 ft D+0750Lr+0750L+0450W+H Length = 5333 ft D+0750L+0750S+0450W+H Length = 5333 ft D+0750L+0750S+05250E+H Length = 5333 ft D+060W+060H Length = 5333 ft D+070E+060H Length = 5333 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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 6

8 683 N Five Mile Rd Wood Beam Lic # : KW Description : B1 Tapered at living room Printed: 21 JUN 2016, 1:34PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : ilevel Truss Joist Fc - Perp Wood Grade : MicroLam LVL 19 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,6000 psi 2,6000 psi 2,5100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,9000ksi 96571ksi 7500 psi 2850 psi 1,5550 psi Density 420pcf D(02925) Lr(039) S(04875) 2-175x1187 Span = 100 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, Lr = 0020, S = ksf, Tributary Width = 1950 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0476: 1 Maximum Shear Stress Ratio = 0345 : 1 Section used for this span 2-175x1187 Section used for this span 2-175x1187 fb : Actual = 1,42233psi fv : Actual = psi FB : Allowable = 2,99000psi Fv : Allowable = psi +D+S+H +D+S+H Location of maximum on span = 5000ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0119 in Ratio = 1009 >=240 Max Upward Transient Deflection 0000 in Ratio = 0 <2400 Max Downward Total Deflection 0190 in Ratio = 630 >=180 Max Upward Total Deflection 0000 in Ratio = 0 <180 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 = 100 ft D+L+H Length = 100 ft D+Lr+H Length = 100 ft , D+S+H Length = 100 ft , D+0750Lr+0750L+H Length = 100 ft , D+0750L+0750S+H Length = 100 ft ,

9 683 N Five Mile Rd Wood Beam Lic # : KW Description : B1 Tapered at living room Printed: 21 JUN 2016, 1:34PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 100 ft D+070E+H Length = 100 ft D+0750Lr+0750L+0450W+H Length = 100 ft , D+0750L+0750S+0450W+H Length = 100 ft , D+0750L+0750S+05250E+H Length = 100 ft , D+060W+060H Length = 100 ft D+070E+060H Length = 100 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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 8

10 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT ROOF FRAMING DL= LL/SL= 150 psf 400 psf Floor Framing: J1: Span= 143 ft J2: Span= 130 ft Trib= 20 ft Trib= 20 ft DL= 300 plf DL= 300 plf LL/SL= 500 plf LL/SL= 500 plf Use 11-7/8" TJI 24" OC RE: Forte Use 9-1/2" TJI 24" OC RE: Forte Beams/Headers: H1: Span= 53 ft H2: Span= 53 ft Trib= 73 ft int closet Trib= 145 ft DL= 1088 plf DL= 2175 plf LL/SL= 1813 plf LL/SL= 3625 plf Use (2) 2x6 DF #2, RE: ENERCALC Use (3) 2x8 DF #2, RE: ENERCALC H3: Span= 35 ft B1: Span= 60 ft int doors Trib= 145 ft Trib= 145 ft DL= 2175 plf DL= 2175 plf LL/SL= 3625 plf LL/SL= 3625 plf Use (2) 2x6 DF #2, RE: ENERCALC Use (1) 1-3/4x11-7/8" LVL 19E B2: Span= 95 ft B3: Span= 80 ft Trib= 90 ft Trib= 50 ft DL= 1350 plf DL= 750 plf LL/SL= 2250 plf LL/SL= 1250 plf Use (2) 1-3/4x11-7/8" LVL 19E Use 2x10 DF #2, RE: ENERCALC Patio Joist: Span= 60 ft Patio Beam: Span= 105 ft & Stair Land Trib= 13 ft Trib= 30 ft DL= 533 plf (40psf conc top) DL= 1200 plf (40psf conc top) LL/SL= 333 plf LL/SL= 750 plf Use 2x10 DF 16" OC, RE: ENERCALC Use 4x10 DF #2, RE: ENERCALC Stair String'r Span= 140 ft Stair land'g bm Span= 80 ft Trib= 20 ft Trib= 33 ft DL= 800 plf (40psf conc treds) DL= 1300 plf (40psf conc treds) LL/SL= 500 plf LL/SL= 813 plf Use C10x153, RE: ENERCALC Use C10x153, RE: ENERCALC 9

11 MEMBER REPORT Level, J1 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) 14' 650" 910 (175") Passed (87%) D + 10 L (All Spans) Shear (lbs) 14' 650" 1560 Passed (51%) D + 10 L (All Spans) Moment (Ft-lbs) 7' 450" 3160 Passed (89%) D + 10 L (All Spans) Live Load Defl (in) 7' 450" 0358 Passed (L/685) D + 10 L (All Spans) Total Load Defl (in) 7' 450" 0717 Passed (L/498) D + 10 L (All Spans) TJ-Pro Rating Passed Deflection criteria: LL (L/480) and TL (L/240) Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 1113" 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 Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed 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 - Stud wall - SPF 350" 225" 175" /4" Rim Board 2 - Hanger on 11 7/8" DF beam 350" Hanger¹ 175" / - ² See note ¹ Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Top Mount Hanger ITS181/ " 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (090) (100) Comments 1 - Uniform (PSF) 0 to 14' 1000" 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 (wwwwoodbywycom) 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 Andy Turner Structural Edge (208) andyt@structuraledgecom Job Notes 6/22/2016 3:09:05 PM Forte v50, Design Engine: V64040 Hines Park Building 34te Page 1 of 1 10

12 MEMBER REPORT Level, J2 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) 13' 350" 910 (175") Passed (79%) D + 10 L (All Spans) Shear (lbs) 13' 350" 1220 Passed (59%) D + 10 L (All Spans) Moment (Ft-lbs) 6' 900" 2500 Passed (94%) D + 10 L (All Spans) Live Load Defl (in) 6' 900" 0327 Passed (L/549) D + 10 L (All Spans) Total Load Defl (in) 6' 900" 0654 Passed (L/399) D + 10 L (All Spans) TJ-Pro Rating Passed Deflection criteria: LL (L/480) and TL (L/240) Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 985" 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 Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed 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 - Stud wall - SPF 350" 225" 175" /4" Rim Board 2 - Hanger on 9 1/2" DF beam 350" Hanger¹ 175" / - ² See note ¹ Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Top Mount Hanger ITS181/95 200" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (090) (100) Comments 1 - Uniform (PSF) 0 to 13' 700" 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 (wwwwoodbywycom) 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 Andy Turner Structural Edge (208) andyt@structuraledgecom Job Notes 6/22/2016 3:09:27 PM Forte v50, Design Engine: V64040 Hines Park Building 34te Page 1 of 1 11

13 683 N Five Mile Rd Wood Beam Lic # : KW Description : H1 Typ header Printed: 21 JUN 2016, 3:24PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(010875) L(029) 2-2x6 Span = 5250 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, L = 0040 ksf, Tributary Width = 7250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0932: 1 Maximum Shear Stress Ratio = 0440 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 1,08997psi fv : Actual = 7918 psi FB : Allowable = 1,17000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 2625ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0075 in Ratio = 840 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0103 in Ratio = 611 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 5250 ft D+L+H Length = 5250 ft , D+Lr+H Length = 5250 ft D+S+H Length = 5250 ft D+0750Lr+0750L+H Length = 5250 ft D+0750L+0750S+H Length = 5250 ft

14 683 N Five Mile Rd Wood Beam Lic # : KW Description : H1 Typ header Printed: 21 JUN 2016, 3:24PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 5250 ft D+070E+H Length = 5250 ft D+0750Lr+0750L+0450W+H Length = 5250 ft D+0750L+0750S+0450W+H Length = 5250 ft D+0750L+0750S+05250E+H Length = 5250 ft D+060W+060H Length = 5250 ft D+070E+060H Length = 5250 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 13

15 683 N Five Mile Rd Wood Beam Lic # : KW Description : H2 int closet Printed: 21 JUN 2016, 3:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(02175) L(058) 3-2x8 Span = 5250 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, L = 0040 ksf, Tributary Width = 1450 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0774: 1 Maximum Shear Stress Ratio = 0414 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb : Actual = 83638psi fv : Actual = 7447 psi FB : Allowable = 1,08000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 2625ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0044 in Ratio = 1444 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0060 in Ratio = 1050 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 5250 ft D+L+H Length = 5250 ft D+Lr+H Length = 5250 ft D+S+H Length = 5250 ft D+0750Lr+0750L+H Length = 5250 ft D+0750L+0750S+H Length = 5250 ft

16 683 N Five Mile Rd Wood Beam Lic # : KW Description : H2 int closet Printed: 21 JUN 2016, 3:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 5250 ft D+070E+H Length = 5250 ft D+0750Lr+0750L+0450W+H Length = 5250 ft D+0750L+0750S+0450W+H Length = 5250 ft D+0750L+0750S+05250E+H Length = 5250 ft D+060W+060H Length = 5250 ft D+070E+060H Length = 5250 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 15

17 683 N Five Mile Rd Wood Beam Lic # : KW Description : H3 int doors Printed: 21 JUN 2016, 3:47PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(02175) L(058) 2-2x6 Span = 350 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, L = 0040 ksf, Tributary Width = 1450 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0828: 1 Maximum Shear Stress Ratio = 0525 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 96886psi fv : Actual = 9446 psi FB : Allowable = 1,17000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 1750ft Location of maximum on span = 3053 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0030 in Ratio = 1419 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0041 in Ratio = 1032 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 350 ft D+L+H Length = 350 ft D+Lr+H Length = 350 ft D+S+H Length = 350 ft D+0750Lr+0750L+H Length = 350 ft D+0750L+0750S+H Length = 350 ft

18 683 N Five Mile Rd Wood Beam Lic # : KW Description : H3 int doors Printed: 21 JUN 2016, 3:47PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 350 ft D+070E+H Length = 350 ft D+0750Lr+0750L+0450W+H Length = 350 ft D+0750L+0750S+0450W+H Length = 350 ft D+0750L+0750S+05250E+H Length = 350 ft D+060W+060H Length = 350 ft D+070E+060H Length = 350 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 17

19 683 N Five Mile Rd Wood Beam Lic # : KW Description : B1 Printed: 21 JUN 2016, 4:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : ilevel Truss Joist Fc - Perp Wood Grade : MicroLam LVL 19 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,6000 psi 2,6000 psi 2,5100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,9000ksi 96571ksi 7500 psi 2850 psi 1,5550 psi Density 420pcf D(02175) L(058) 175x1187 Span = 60 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, L = 0040 ksf, Tributary Width = 1450 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0403: 1 Maximum Shear Stress Ratio = 0407 : 1 Section used for this span 175x1187 Section used for this span 175x1187 fb : Actual = 1,04706psi fv : Actual = psi FB : Allowable = 2,60000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 3000ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0037 in Ratio = 1963 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0050 in Ratio = 1428 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 60 ft D+L+H Length = 60 ft , D+Lr+H Length = 60 ft D+S+H Length = 60 ft D+0750Lr+0750L+H Length = 60 ft D+0750L+0750S+H Length = 60 ft

20 683 N Five Mile Rd Wood Beam Lic # : KW Description : B1 Printed: 21 JUN 2016, 4:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 60 ft D+070E+H Length = 60 ft D+0750Lr+0750L+0450W+H Length = 60 ft D+0750L+0750S+0450W+H Length = 60 ft D+0750L+0750S+05250E+H Length = 60 ft D+060W+060H Length = 60 ft D+070E+060H Length = 60 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 19

21 683 N Five Mile Rd Wood Beam Lic # : KW Description : B2 Printed: 21 JUN 2016, 4:06PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : ilevel Truss Joist Fc - Perp Wood Grade : MicroLam LVL 19 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,6000 psi 2,6000 psi 2,5100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,9000ksi 96571ksi 7500 psi 2850 psi 1,5550 psi Density 420pcf D(0135) L(036) 175x1187 Span = 950 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, L = 0040 ksf, Tributary Width = 90 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0627: 1 Maximum Shear Stress Ratio = 0474 : 1 Section used for this span 175x1187 Section used for this span 175x1187 fb : Actual = 1,62926psi fv : Actual = psi FB : Allowable = 2,60000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 4750ft Location of maximum on span = 8529 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0143 in Ratio = 797 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0197 in Ratio = 579 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 950 ft D+L+H Length = 950 ft , D+Lr+H Length = 950 ft D+S+H Length = 950 ft D+0750Lr+0750L+H Length = 950 ft , D+0750L+0750S+H Length = 950 ft ,

22 683 N Five Mile Rd Wood Beam Lic # : KW Description : B2 Printed: 21 JUN 2016, 4:06PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 950 ft D+070E+H Length = 950 ft D+0750Lr+0750L+0450W+H Length = 950 ft , D+0750L+0750S+0450W+H Length = 950 ft , D+0750L+0750S+05250E+H Length = 950 ft , D+060W+060H Length = 950 ft D+070E+060H Length = 950 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 21

23 683 N Five Mile Rd Wood Beam Lic # : KW Description : Patio Joist Printed: 21 JUN 2016, 4:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity :IBC 2012 Fb - Compr 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No2 Fv 180 psi Ft 575 psi Density 312pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(005332) L(005332) 2x10 Span = 60 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 0040, L = 0040 ksf, Tributary Width = 1333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0236: 1 Maximum Shear Stress Ratio = 0143 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 26921psi fv : Actual = 2575 psi FB : Allowable = 1,13850psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 3000ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0010 in Ratio = 7287 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0020 in Ratio = 3643 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 60 ft D+L+H Length = 60 ft D+Lr+H Length = 60 ft D+S+H Length = 60 ft D+0750Lr+0750L+H Length = 60 ft D+0750L+0750S+H Length = 60 ft

24 683 N Five Mile Rd Wood Beam Lic # : KW Description : Patio Joist Printed: 21 JUN 2016, 4:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 60 ft D+070E+H Length = 60 ft D+0750Lr+0750L+0450W+H Length = 60 ft D+0750L+0750S+0450W+H Length = 60 ft D+0750L+0750S+05250E+H Length = 60 ft D+060W+060H Length = 60 ft D+070E+060H Length = 60 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 23

25 683 N Five Mile Rd Wood Beam Lic # : KW Description : Patio Beam Printed: 21 JUN 2016, 4:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(012) L(012) 4x10 Span = 1050 ft Service loads entered Load Factors will be applied for calculations Applied Loads Uniform Load : D = 0040, L = 0040 ksf, Tributary Width = 30 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0736: 1 Maximum Shear Stress Ratio = 0277 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 79521psi fv : Actual = 4986 psi FB : Allowable = 1,08000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 5250ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0089 in Ratio = 1409 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0179 in Ratio = 704 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 1050 ft D+L+H Length = 1050 ft D+Lr+H Length = 1050 ft D+S+H Length = 1050 ft D+0750Lr+0750L+H Length = 1050 ft D+0750L+0750S+H Length = 1050 ft

26 683 N Five Mile Rd Wood Beam Lic # : KW Description : Patio Beam Printed: 21 JUN 2016, 4:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 1050 ft D+070E+H Length = 1050 ft D+0750Lr+0750L+0450W+H Length = 1050 ft D+0750L+0750S+0450W+H Length = 1050 ft D+0750L+0750S+05250E+H Length = 1050 ft D+060W+060H Length = 1050 ft D+070E+060H Length = 1050 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 25

27 683 N Five Mile Rd Wood Beam Lic # : KW Description : B3 Shed Roof over stairs Printed: 22 JUN 2016, 8:27AM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(009) Lr(012) S(015) 2x10 Span = 80 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00150, Lr = 0020, S = ksf, Tributary Width = 60 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0946: 1 Maximum Shear Stress Ratio = 0406 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 1,07711psi fv : Actual = 8409 psi FB : Allowable = 1,13850psi Fv : Allowable = psi +D+S+H +D+S+H Location of maximum on span = 4000ft Location of maximum on span = 7241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0088 in Ratio = 1092 >=240 Max Upward Transient Deflection 0000 in Ratio = 0 <2400 Max Downward Total Deflection 0141 in Ratio = 683 >=180 Max Upward Total Deflection 0000 in Ratio = 0 <1800 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 = 80 ft D+L+H Length = 80 ft D+Lr+H Length = 80 ft D+S+H Length = 80 ft , D+0750Lr+0750L+H Length = 80 ft D+0750L+0750S+H Length = 80 ft

28 683 N Five Mile Rd Wood Beam Lic # : KW Description : B3 Shed Roof over stairs Printed: 22 JUN 2016, 8:27AM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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+060W+H Length = 80 ft D+070E+H Length = 80 ft D+0750Lr+0750L+0450W+H Length = 80 ft D+0750L+0750S+0450W+H Length = 80 ft D+0750L+0750S+05250E+H Length = 80 ft D+060W+060H Length = 80 ft D+070E+060H Length = 80 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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 27

29 683 N Five Mile Rd Steel Beam Lic # : KW Description : Stair Stringer Printed: 22 JUN 2016, 2:27PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per AISC , IBC 2012, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Strength Design Fy : Steel Yield : 360 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,0000 ksi Bending Axis : Major Axis Bending D(008) L(02) Span = 1650 ft C12x207 Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0040, L = 010 ksf, Tributary Width = 20 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0207 : 1 Section used for this span C12x207 Ma : Applied Service loads entered Load Factors will be applied for calculations Design OK Maximum Shear Stress Ratio = 0053 : 1 Section used for this span C12x k-ft Va : Applied 2310 k Mn / Omega : Allowable k-ft Vn/Omega : Allowable k +D+L+H +D+L+H Location of maximum on span 8250ft Location of maximum on span 0000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0090 in Ratio = 2,210 >=360 Max Upward Transient Deflection 0000 in Ratio = 0 <360 Max Downward Total Deflection 0125 in Ratio = 1579 >=180 Max Upward Total Deflection 0000 in Ratio = 0 <180 Maximum Forces & Stresses for s Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length +D+H Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn L = 1650 ft D+L+H Dsgn L = 1650 ft D+Lr+H Dsgn L = 1650 ft D+S+H Dsgn L = 1650 ft D+0750Lr+0750L+H Dsgn L = 1650 ft D+0750L+0750S+H Dsgn L = 1650 ft D+060W+H Dsgn L = 1650 ft D+070E+H Dsgn L = 1650 ft D+0750Lr+0750L+0450W+H Dsgn L = 1650 ft D+0750L+0750S+0450W+H Dsgn L = 1650 ft D+0750L+0750S+05250E+H Dsgn L = 1650 ft D+060W+060H Dsgn L = 1650 ft D+070E+060H 28

30 683 N Five Mile Rd Steel Beam Lic # : KW Description : Stair Stringer Printed: 22 JUN 2016, 2:27PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn L = 1650 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 29

31 683 N Five Mile Rd Wood Beam Lic # : KW Description : Stair Landing beam Printed: 22 JUN 2016, 2:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb - Tension :IBC 2012 Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 9000 psi 9000 psi 1,3500 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1,6000ksi 5800ksi 6250 psi 1800 psi 5750 psi Density 3120pcf D(066) L(165) D(013) L(013) 6x12 Span = 80 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 0040, L = 0040 ksf, Tributary Width = 3250 ft Point Load : D = 0660, L = ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0725: 1 Maximum Shear Stress Ratio = 0276 : 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 65253psi fv : Actual = 4972 psi FB : Allowable = 90000psi Fv : Allowable = psi +D+L+H +D+L+H Location of maximum on span = 3504ft Location of maximum on span = 0000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0038 in Ratio = 2549 >=480 Max Upward Transient Deflection 0000 in Ratio = 0 <4800 Max Downward Total Deflection 0059 in Ratio = 1621 >=240 Max Upward Total Deflection 0000 in Ratio = 0 <2400 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 = 80 ft D+L+H Length = 80 ft D+Lr+H Length = 80 ft D+S+H Length = 80 ft D+0750Lr+0750L+H Length = 80 ft D+0750L+0750S+H

32 683 N Five Mile Rd Wood Beam Lic # : KW Description : Stair Landing beam Printed: 22 JUN 2016, 2:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 Length = 80 ft D+060W+H Length = 80 ft D+070E+H Length = 80 ft D+0750Lr+0750L+0450W+H Length = 80 ft D+0750L+0750S+0450W+H Length = 80 ft D+0750L+0750S+05250E+H Length = 80 ft D+060W+060H Length = 80 ft D+070E+060H Length = 80 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+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+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only 31

33 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT ROOF FLOOR DL= 150 psf 150 psf LL/SL= 250 PSF 400 psf WALL FRAMING Wall Studs: ROOF FLOOR Stud: Height= 81 ft Stud: Height= 90 ft UPPR FLR Spc'g= 20 ft LOWER FLR Spc'g= 20 ft Trib= 240 ft Trib= 225 ft 73 ft DL= 7200 lb DL= 6750 lb 2175 lb 893 lb LL/SL= lb LL/SL= lb 5800 lb 1705 lb Wind= -778 plf Wind= -778 plf -778 lb From Enercalc use 2x6 DFL 24" oc From Enercalc use 2x6 DFL 24" oc Trimmer: Height= 75 ft King: Height= 81 ft worst case Trib= 40 ft x 225 ft Trib= 48 ft x 225 ft upper flr DL= lb DL= 6750 lb LL/SL= lb LL/SL= lb Wind= plf From Enercalc use 2x6 DFL #2 (min) From Enercalc use 2x6 DFL #2 Trimmer: Height= 75 ft King: Height= 81 ft worst case Trib= 35 ft x 225 ft Trib= 48 ft x 225 ft Low flr DL= lb 381 lb 73 ft DL= 6750 lb 218 lb 73 ft LL/SL= lb 1015 lb LL/SL= lb 580 lb Wind= plf From Enercalc use 2x6 DFL #2 (min) From Enercalc use 2x6 DFL #2 32

34 683 N Five Mile Rd Wood Column Lic # : KW Description : Typ Wall Stud Second oc Printed: 21 JUN 2016, 2:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 ) 810 ft Wood Section Name Wood Grading/Manuf Wood Member Type 2x6 Graded Lumber Sawn Exact Width 150 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 130 Wood Grade No2 Area 8250 in^2 Cf or Cv for Compression 110 Fb - Tension 9000 psi Fv 1800 psi Ix in^4 Cf or Cv for Tension 130 Fb - Compr 9000 psi Ft 5750 psi Iy 1547 in^4 Cm : Wet Use Factor 10 Fc - Prll 1,3500 psi Density 3120 pcf Ct : Temperature Factor 10 Fc - Perp 6250 psi Cfu : Flat Use Factor 10 E : Modulus of Elasticity x-x Bending y-y Bending Axial Kf : Built-up columns 10 Basic 1,6000 1,6000 1,6000 ksi Use Cr : Repetitive? Yes Minimum 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 = 810 ft, K = 10 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : lbs * Dead Load Factor AXIAL LOADS Axial Load at 810 ft, D = 0720, Lr = 0960, S = 120 k BENDING LOADS Lat Uniform Load creating Mx-x, W = k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 Maximum SERVICE Lateral Load Reactions +D+060W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq 39-3 Top along X-X 00 k Bottom along X-X 00 k Location of maxabove base 4023 ft Maximum SERVICE Load Lateral Deflections At maximum location values are Along Y-Y in at 4077 ft above base Applied Axial k for load combination : W Only Applied Mx k-ft Applied My 00 k-ft Along X-X 00 in at 00 ft above base Fc : Allowable 1,24938 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear psi Allowable Shear 2880 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 00 ft 00 PASS 810 ft +D+L+H PASS 00 ft 00 PASS 810 ft +D+Lr+H PASS 00 ft 00 PASS 810 ft +D+S+H PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+H PASS 00 ft 00 PASS 810 ft +D+0750L+0750S+H PASS 00 ft 00 PASS 810 ft +D+060W+H PASS 4023 ft PASS 00 ft +D+070E+H PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+0450W+H PASS 4023 ft PASS 00 ft NDS

35 683 N Five Mile Rd Wood Column Lic # : KW Description : Typ Wall Stud Second oc Printed: 21 JUN 2016, 2:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0750L+0750S+0450W+H PASS 4023 ft PASS 00 ft +D+0750L+0750S+05250E+H PASS 00 ft 00 PASS 810 ft +060D+060W+060H PASS 4023 ft PASS 00 ft +060D+070E+060H PASS 00 ft 00 PASS 810 ft Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k 0734 k +D+L+H k k 0734 k +D+Lr+H k k 1694 k +D+S+H k k 1934 k +D+0750Lr+0750L+H k k 1454 k +D+0750L+0750S+H k k 1634 k +D+060W+H k k 0734 k +D+070E+H k k 0734 k +D+0750Lr+0750L+0450W+H k k 1454 k +D+0750L+0750S+0450W+H k k 1634 k +D+0750L+0750S+05250E+H k k 1634 k +060D+060W+060H k k 0441 k +060D+070E+060H k k 0441 k D Only k k 0734 k Lr Only k k 0960 k L Only k k k S Only k k 1200 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 0000 ft +D+L+H in 0000 ft +D+Lr+H in 0000 ft +D+S+H in 0000 ft +D+0750Lr+0750L+H in 0000 ft +D+0750L+0750S+H in 0000 ft +D+060W+H in 0000 ft 0138 in 4077 ft +D+070E+H in 0000 ft +D+0750Lr+0750L+0450W+H in 0000 ft 0103 in 4077 ft +D+0750L+0750S+0450W+H in 0000 ft 0103 in 4077 ft +D+0750L+0750S+05250E+H in 0000 ft +060D+060W+060H in 0000 ft 0138 in 4077 ft +060D+070E+060H in 0000 ft D Only in 0000 ft Lr Only in 0000 ft L Only in 0000 ft S Only in 0000 ft W Only in 0000 ft 0229 in 4077 ft E Only in 0000 ft H Only in 0000 ft 34

36 683 N Five Mile Rd Wood Column Lic # : KW Description : Typ Wall Stud Second oc Printed: 21 JUN 2016, 2:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Sketches Y M-x Loads 2880k 550 in Load 1X Height = 810 ft 2x6 150 in 008klf Loads are total entered value Arrows do not reflect absolute direction 35

37 683 N Five Mile Rd Wood Column Lic # : KW Description : Typ Wall Stud main oc Printed: 21 JUN 2016, 2:48PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 ) 90 ft Wood Section Name Wood Grading/Manuf Wood Member Type 2x6 Graded Lumber Sawn Exact Width 150 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 130 Wood Grade No2 Area 8250 in^2 Cf or Cv for Compression 110 Fb - Tension 9000 psi Fv 1800 psi Ix in^4 Cf or Cv for Tension 130 Fb - Compr 9000 psi Ft 5750 psi Iy 1547 in^4 Cm : Wet Use Factor 10 Fc - Prll 1,3500 psi Density 3120 pcf Ct : Temperature Factor 10 Fc - Perp 6250 psi Cfu : Flat Use Factor 10 E : Modulus of Elasticity x-x Bending y-y Bending Axial Kf : Built-up columns 10 Basic 1,6000 1,6000 1,6000 ksi Use Cr : Repetitive? Yes Minimum 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 = 90 ft, K = 10 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : lbs * Dead Load Factor AXIAL LOADS Axial Load at 90 ft, D = 0580, Lr = 0680, S = 0850 k Axial Load at 90 ft, D = 10, Lr = 1125, L = 0580 k BENDING LOADS Lat Uniform Load creating Mx-x, W = k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 Maximum SERVICE Lateral Load Reactions +D+0750Lr+0750L+0450W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq 39-3 Top along X-X 00 k Bottom along X-X 00 k Location of maxabove base 4470 ft Maximum SERVICE Load Lateral Deflections At maximum location values are Along Y-Y in at 4530 ft above base Applied Axial 3385 k for load combination : W Only Applied Mx k-ft Applied My 00 k-ft Along X-X 00 in at 00 ft above base Fc : Allowable 1,06392 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear psi Allowable Shear 2880 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 00 ft 00 PASS 90 ft +D+L+H PASS 00 ft 00 PASS 90 ft +D+Lr+H PASS 00 ft 00 PASS 90 ft +D+S+H PASS 00 ft 00 PASS 90 ft +D+0750Lr+0750L+H PASS 00 ft 00 PASS 90 ft +D+0750L+0750S+H PASS 00 ft 00 PASS 90 ft +D+060W+H PASS 4470 ft PASS 00 ft +D+070E+H PASS 00 ft 00 PASS 90 ft NDS

38 683 N Five Mile Rd Wood Column Lic # : KW Description : Typ Wall Stud main oc Printed: 21 JUN 2016, 2:48PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0750Lr+0750L+0450W+H PASS 4470 ft PASS 90 ft +D+0750L+0750S+0450W+H PASS 4470 ft PASS 90 ft +D+0750L+0750S+05250E+H PASS 00 ft 00 PASS 90 ft +060D+060W+060H PASS 4470 ft PASS 00 ft +060D+070E+060H PASS 00 ft 00 PASS 90 ft Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k 1596 k +D+L+H k k 2176 k +D+Lr+H k k 3401 k +D+S+H k k 2446 k +D+0750Lr+0750L+H k k 3385 k +D+0750L+0750S+H k k 2669 k +D+060W+H k k 1596 k +D+070E+H k k 1596 k +D+0750Lr+0750L+0450W+H k k 3385 k +D+0750L+0750S+0450W+H k k 2669 k +D+0750L+0750S+05250E+H k k 2669 k +060D+060W+060H k k 0958 k +060D+070E+060H k k 0958 k D Only k k 1596 k Lr Only k k 1805 k L Only k k 0580 k S Only k k 0850 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 0000 ft +D+L+H in 0000 ft +D+Lr+H in 0000 ft +D+S+H in 0000 ft +D+0750Lr+0750L+H in 0000 ft +D+0750L+0750S+H in 0000 ft +D+060W+H in 0000 ft 0210 in 4530 ft +D+070E+H in 0000 ft +D+0750Lr+0750L+0450W+H in 0000 ft 0157 in 4530 ft +D+0750L+0750S+0450W+H in 0000 ft 0157 in 4530 ft +D+0750L+0750S+05250E+H in 0000 ft +060D+060W+060H in 0000 ft 0210 in 4530 ft +060D+070E+060H in 0000 ft D Only in 0000 ft Lr Only in 0000 ft L Only in 0000 ft S Only in 0000 ft W Only in 0000 ft 0350 in 4530 ft E Only in 0000 ft H Only in 0000 ft 37

39 683 N Five Mile Rd Wood Column Lic # : KW Description : Typ Wall Stud main oc Printed: 21 JUN 2016, 2:48PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Sketches Y M-x Loads 2110k 2705k 550 in Load 12 X Height = 90 ft 2x6 150 in 008klf Loads are total entered value Arrows do not reflect absolute direction 38

40 683 N Five Mile Rd Wood Column Lic # : KW Description : Trim upper floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 ) 750 ft Wood Section Name Wood Grading/Manuf Wood Member Type 2x6 Graded Lumber Sawn Exact Width 150 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 130 Wood Grade No2 Area 825 in^2 Cf or Cv for Compression 110 Fb - Tension 9000 psi Fv 1800 psi Ix in^4 Cf or Cv for Tension 130 Fb - Compr 9000 psi Ft 5750 psi Iy 1547 in^4 Cm : Wet Use Factor 10 Fc - Prll 1,3500 psi Density 3120 pcf Ct : Temperature Factor 10 Fc - Perp 6250 psi Cfu : Flat Use Factor 10 E : Modulus of Elasticity x-x Bending y-y Bending Axial Kf : Built-up columns 10 Basic 1,6000 1,6000 1,6000 ksi Use Cr : Repetitive? Yes Minimum 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 = 750 ft, K = 10 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : lbs * Dead Load Factor AXIAL LOADS Axial Load at 750 ft, D = 1350, Lr = 180, S = 2250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 Maximum SERVICE Lateral Load Reactions +D+S+H Top along Y-Y 00 k Bottom along Y-Y 00 k Governing NDS Forumla Comp Only, fc/fc' Top along X-X 00 k Bottom along X-X 00 k Location of maxabove base 00 ft Maximum SERVICE Load Lateral Deflections At maximum location values are Along Y-Y 00 in at 00 ft above base Applied Axial 3613 k for load combination : n/a Applied Mx 00 k-ft Applied My 00 k-ft Along X-X 00 in at 00 ft above base Fc : Allowable 1,20431 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 00 : 1 Bending Compression Tension +060D+070E+060H Location of maxabove base 750 ft Applied Design Shear 00 psi Allowable Shear 2880 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 00 ft 00 PASS 750 ft +D+L+H PASS 00 ft 00 PASS 750 ft +D+Lr+H PASS 00 ft 00 PASS 750 ft +D+S+H PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+H PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+H PASS 00 ft 00 PASS 750 ft +D+060W+H PASS 00 ft 00 PASS 750 ft +D+070E+H PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+0450W+H PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+0450W+H PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+05250E+H PASS 00 ft 00 PASS 750 ft +060D+060W+060H PASS 00 ft 00 PASS 750 ft NDS

41 683 N Five Mile Rd Wood Column Lic # : KW Description : Trim upper floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +060D+070E+060H PASS 00 ft 00 PASS 750 ft Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k 1363 k +D+L+H k k 1363 k +D+Lr+H k k 3163 k +D+S+H k k 3613 k +D+0750Lr+0750L+H k k 2713 k +D+0750L+0750S+H k k 3051 k +D+060W+H k k 1363 k +D+070E+H k k 1363 k +D+0750Lr+0750L+0450W+H k k 2713 k +D+0750L+0750S+0450W+H k k 3051 k +D+0750L+0750S+05250E+H k k 3051 k +060D+060W+060H k k 0818 k +060D+070E+060H k k 0818 k D Only k k 1363 k Lr Only k k 1800 k L Only k k k S Only k k 2250 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 0000 ft +D+L+H in 0000 ft +D+Lr+H in 0000 ft +D+S+H in 0000 ft +D+0750Lr+0750L+H in 0000 ft +D+0750L+0750S+H in 0000 ft +D+060W+H in 0000 ft +D+070E+H in 0000 ft +D+0750Lr+0750L+0450W+H in 0000 ft +D+0750L+0750S+0450W+H in 0000 ft +D+0750L+0750S+05250E+H in 0000 ft +060D+060W+060H in 0000 ft +060D+070E+060H in 0000 ft D Only in 0000 ft Lr Only in 0000 ft L Only in 0000 ft S Only in 0000 ft W Only in 0000 ft E Only in 0000 ft H Only in 0000 ft 40

42 683 N Five Mile Rd Wood Column Lic # : KW Description : Trim upper floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Sketches Y 540k 550 in Load 1X Height = 750 ft 2x6 150 in Loads are total entered value Arrows do not reflect absolute direction 41

43 683 N Five Mile Rd Wood Column Lic # : KW Description : Trim main floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 ) 750 ft Wood Section Name Wood Grading/Manuf Wood Member Type 2x6 Graded Lumber Sawn Exact Width 150 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 130 Wood Grade No2 Area 825 in^2 Cf or Cv for Compression 110 Fb - Tension 9000 psi Fv 1800 psi Ix in^4 Cf or Cv for Tension 130 Fb - Compr 9000 psi Ft 5750 psi Iy 1547 in^4 Cm : Wet Use Factor 10 Fc - Prll 1,3500 psi Density 3120 pcf Ct : Temperature Factor 10 Fc - Perp 6250 psi Cfu : Flat Use Factor 10 E : Modulus of Elasticity x-x Bending y-y Bending Axial Kf : Built-up columns 10 Basic 1,6000 1,6000 1,6000 ksi Use Cr : Repetitive? Yes Minimum 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 = 750 ft, K = 10 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : lbs * Dead Load Factor AXIAL LOADS lower floor: Axial Load at 750 ft, D = 03810, S = 1020 k Axial Load at 750 ft, D = 1350, Lr = 180, S = 2250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 Maximum SERVICE Lateral Load Reactions +D+S+H Top along Y-Y 00 k Bottom along Y-Y 00 k Governing NDS Forumla Comp Only, fc/fc' Top along X-X 00 k Bottom along X-X 00 k Location of maxabove base 00 ft Maximum SERVICE Load Lateral Deflections At maximum location values are Along Y-Y 00 in at 00 ft above base Applied Axial 5014 k for load combination : n/a Applied Mx 00 k-ft Applied My 00 k-ft Along X-X 00 in at 00 ft above base Fc : Allowable 1,20431 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 00 : 1 Bending Compression Tension +060D+070E+060H Location of maxabove base 750 ft Applied Design Shear 00 psi Allowable Shear 2880 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 00 ft 00 PASS 750 ft +D+L+H PASS 00 ft 00 PASS 750 ft +D+Lr+H PASS 00 ft 00 PASS 750 ft +D+S+H PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+H PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+H PASS 00 ft 00 PASS 750 ft +D+060W+H PASS 00 ft 00 PASS 750 ft +D+070E+H PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+0450W+H PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+0450W+H PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+05250E+H PASS 00 ft 00 PASS 750 ft NDS

44 683 N Five Mile Rd Wood Column Lic # : KW Description : Trim main floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +060D+060W+060H PASS 00 ft 00 PASS 750 ft +060D+070E+060H PASS 00 ft 00 PASS 750 ft Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k 1744 k +D+L+H k k 1744 k +D+Lr+H k k 3544 k +D+S+H k k 5014 k +D+0750Lr+0750L+H k k 3094 k +D+0750L+0750S+H k k 4197 k +D+060W+H k k 1744 k +D+070E+H k k 1744 k +D+0750Lr+0750L+0450W+H k k 3094 k +D+0750L+0750S+0450W+H k k 4197 k +D+0750L+0750S+05250E+H k k 4197 k +060D+060W+060H k k 1047 k +060D+070E+060H k k 1047 k D Only k k 1744 k Lr Only k k 1800 k L Only k k k S Only k k 3270 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 0000 ft +D+L+H in 0000 ft +D+Lr+H in 0000 ft +D+S+H in 0000 ft +D+0750Lr+0750L+H in 0000 ft +D+0750L+0750S+H in 0000 ft +D+060W+H in 0000 ft +D+070E+H in 0000 ft +D+0750Lr+0750L+0450W+H in 0000 ft +D+0750L+0750S+0450W+H in 0000 ft +D+0750L+0750S+05250E+H in 0000 ft +060D+060W+060H in 0000 ft +060D+070E+060H in 0000 ft D Only in 0000 ft Lr Only in 0000 ft L Only in 0000 ft S Only in 0000 ft W Only in 0000 ft E Only in 0000 ft H Only in 0000 ft 43

45 683 N Five Mile Rd Wood Column Lic # : KW Description : Trim main floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Sketches Y 1401k 540k 550 in Load 12 X Height = 750 ft 2x6 150 in Loads are total entered value Arrows do not reflect absolute direction 44

46 683 N Five Mile Rd Wood Column Lic # : KW Description : King upper floor Printed: 21 JUN 2016, 2:55PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 ) 810 ft Wood Section Name Wood Grading/Manuf Wood Member Type 2x6 Graded Lumber Sawn Exact Width 150 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 130 Wood Grade No2 Area 825 in^2 Cf or Cv for Compression 110 Fb - Tension 9000 psi Fv 1800 psi Ix in^4 Cf or Cv for Tension 130 Fb - Compr 9000 psi Ft 5750 psi Iy 1547 in^4 Cm : Wet Use Factor 10 Fc - Prll 1,3500 psi Density 3120 pcf Ct : Temperature Factor 10 Fc - Perp 6250 psi Cfu : Flat Use Factor 10 E : Modulus of Elasticity x-x Bending y-y Bending Axial Kf : Built-up columns 10 Basic 1,6000 1,6000 1,6000 ksi Use Cr : Repetitive? Yes Minimum 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 = 810 ft, K = 10 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : lbs * Dead Load Factor AXIAL LOADS Axial Load at 810 ft, D = 06750, Lr = 090, S = 1125 k BENDING LOADS Lat Uniform Load creating Mx-x, W = k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 Maximum SERVICE Lateral Load Reactions +D+060W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq 39-3 Top along X-X 00 k Bottom along X-X 00 k Location of maxabove base 4077 ft Maximum SERVICE Load Lateral Deflections At maximum location values are Along Y-Y in at 4077 ft above base Applied Axial k for load combination : W Only Applied Mx k-ft Applied My 00 k-ft Along X-X 00 in at 00 ft above base Fc : Allowable 1,24938 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear psi Allowable Shear 2880 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 00 ft 00 PASS 810 ft +D+L+H PASS 00 ft 00 PASS 810 ft +D+Lr+H PASS 00 ft 00 PASS 810 ft +D+S+H PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+H PASS 00 ft 00 PASS 810 ft +D+0750L+0750S+H PASS 00 ft 00 PASS 810 ft +D+060W+H PASS 4077 ft PASS 00 ft +D+070E+H PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+0450W+H PASS 4023 ft PASS 00 ft NDS

47 683 N Five Mile Rd Wood Column Lic # : KW Description : King upper floor Printed: 21 JUN 2016, 2:55PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0750L+0750S+0450W+H PASS 4023 ft PASS 00 ft +D+0750L+0750S+05250E+H PASS 00 ft 00 PASS 810 ft +060D+060W+060H PASS 4077 ft PASS 00 ft +060D+070E+060H PASS 00 ft 00 PASS 810 ft Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k 0689 k +D+L+H k k 0689 k +D+Lr+H k k 1589 k +D+S+H k k 1814 k +D+0750Lr+0750L+H k k 1364 k +D+0750L+0750S+H k k 1533 k +D+060W+H k k 0689 k +D+070E+H k k 0689 k +D+0750Lr+0750L+0450W+H k k 1364 k +D+0750L+0750S+0450W+H k k 1533 k +D+0750L+0750S+05250E+H k k 1533 k +060D+060W+060H k k 0414 k +060D+070E+060H k k 0414 k D Only k k 0689 k Lr Only k k 0900 k L Only k k k S Only k k 1125 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 0000 ft +D+L+H in 0000 ft +D+Lr+H in 0000 ft +D+S+H in 0000 ft +D+0750Lr+0750L+H in 0000 ft +D+0750L+0750S+H in 0000 ft +D+060W+H in 0000 ft 0249 in 4077 ft +D+070E+H in 0000 ft +D+0750Lr+0750L+0450W+H in 0000 ft 0187 in 4077 ft +D+0750L+0750S+0450W+H in 0000 ft 0187 in 4077 ft +D+0750L+0750S+05250E+H in 0000 ft +060D+060W+060H in 0000 ft 0249 in 4077 ft +060D+070E+060H in 0000 ft D Only in 0000 ft Lr Only in 0000 ft L Only in 0000 ft S Only in 0000 ft W Only in 0000 ft 0415 in 4077 ft E Only in 0000 ft H Only in 0000 ft 46

48 683 N Five Mile Rd Wood Column Lic # : KW Description : King upper floor Printed: 21 JUN 2016, 2:55PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Sketches Y 270k M-x Loads 550 in Load 1X Height = 810 ft 2x6 150 in 014klf Loads are total entered value Arrows do not reflect absolute direction 47

49 683 N Five Mile Rd Wood Column Lic # : KW Description : King main floor Printed: 22 JUN 2016, 3:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 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 ) 810 ft Wood Section Name Wood Grading/Manuf Wood Member Type 2x6 Graded Lumber Sawn Exact Width 150 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 550 in Cf or Cv for Bending 130 Wood Grade No2 Area 825 in^2 Cf or Cv for Compression 110 Fb - Tension 9000 psi Fv 1800 psi Ix in^4 Cf or Cv for Tension 130 Fb - Compr 9000 psi Ft 5750 psi Iy 1547 in^4 Cm : Wet Use Factor 10 Fc - Prll 1,3500 psi Density 3120 pcf Ct : Temperature Factor 10 Fc - Perp 6250 psi Cfu : Flat Use Factor 10 E : Modulus of Elasticity x-x Bending y-y Bending Axial Kf : Built-up columns 10 Basic 1,6000 1,6000 1,6000 ksi Use Cr : Repetitive? Yes Minimum 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 = 810 ft, K = 10 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : lbs * Dead Load Factor AXIAL LOADS Axial Load at 810 ft, D = 06750, Lr = 090, S = 1125 k Axial Load at 810 ft, D = 02180, S = 0580 k BENDING LOADS Lat Uniform Load creating Mx-x, W = k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 Maximum SERVICE Lateral Load Reactions +D+060W+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp + Mxx, NDS Eq 39-3 Top along X-X 00 k Bottom along X-X 00 k Location of maxabove base 4077 ft Maximum SERVICE Load Lateral Deflections At maximum location values are Along Y-Y in at 4077 ft above base Applied Axial k for load combination : W Only Applied Mx k-ft Applied My 00 k-ft Along X-X 00 in at 00 ft above base Fc : Allowable 1,24938 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear psi Allowable Shear 2880 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 00 ft 00 PASS 810 ft +D+L+H PASS 00 ft 00 PASS 810 ft +D+Lr+H PASS 00 ft 00 PASS 810 ft +D+S+H PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+H PASS 00 ft 00 PASS 810 ft +D+0750L+0750S+H PASS 00 ft 00 PASS 810 ft +D+060W+H PASS 4077 ft PASS 00 ft +D+070E+H PASS 00 ft 00 PASS 810 ft NDS

50 683 N Five Mile Rd Wood Column Lic # : KW Description : King main floor Printed: 22 JUN 2016, 3:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0750Lr+0750L+0450W+H PASS 4023 ft PASS 00 ft +D+0750L+0750S+0450W+H PASS 4023 ft PASS 00 ft +D+0750L+0750S+05250E+H PASS 00 ft 00 PASS 810 ft +060D+060W+060H PASS 4077 ft PASS 00 ft +060D+070E+060H PASS 00 ft 00 PASS 810 ft Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Base +D+H k k 0907 k +D+L+H k k 0907 k +D+Lr+H k k 1807 k +D+S+H k k 2612 k +D+0750Lr+0750L+H k k 1582 k +D+0750L+0750S+H k k 2186 k +D+060W+H k k 0907 k +D+070E+H k k 0907 k +D+0750Lr+0750L+0450W+H k k 1582 k +D+0750L+0750S+0450W+H k k 2186 k +D+0750L+0750S+05250E+H k k 2186 k +060D+060W+060H k k 0544 k +060D+070E+060H k k 0544 k D Only k k 0907 k Lr Only k k 0900 k L Only k k k S Only k k 1705 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 0000 ft +D+L+H in 0000 ft +D+Lr+H in 0000 ft +D+S+H in 0000 ft +D+0750Lr+0750L+H in 0000 ft +D+0750L+0750S+H in 0000 ft +D+060W+H in 0000 ft 0249 in 4077 ft +D+070E+H in 0000 ft +D+0750Lr+0750L+0450W+H in 0000 ft 0187 in 4077 ft +D+0750L+0750S+0450W+H in 0000 ft 0187 in 4077 ft +D+0750L+0750S+05250E+H in 0000 ft +060D+060W+060H in 0000 ft 0249 in 4077 ft +060D+070E+060H in 0000 ft D Only in 0000 ft Lr Only in 0000 ft L Only in 0000 ft S Only in 0000 ft W Only in 0000 ft 0415 in 4077 ft E Only in 0000 ft H Only in 0000 ft 49

51 683 N Five Mile Rd Wood Column Lic # : KW Description : King main floor Printed: 22 JUN 2016, 3:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC , Build:61667, Ver:61667 Sketches Y M-x Loads 07980k 270k 550 in Load 12 X Height = 810 ft 2x6 150 in 014klf Loads are total entered value Arrows do not reflect absolute direction 50

52 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT ROOF FLOOR DL= 150 psf 150 psf LL/SL= 250 PSF 400 psf FOUNDATIONS Foundation: Roof Floors Wall: Height= 82 ft 82 ft Ext Trib= 195 ft 140 ft DL= 2925 plf 2100 plf LL/SL= 4875 plf 5600 plf Wall= 1225 plf 1225 plf Footing= 120 ft min width Use MIN 16"x8" DEEP x CONT WALL FTG W/ (2) #4 CONT 12" OC HORIZ Foundation: Uppr Flr Main Flr Wall: Height= 82 ft 82 ft Ext Trib= 145 ft 130 ft DL= 2175 plf 1950 plf LL/SL= 5800 plf 5200 plf Wall= 1225 plf 1225 plf Footing= 117 ft min width Use 16"x8" DEEP x CONT WALL FTG W/ (2) #4 CONT 12" OC HORIZ 51

53 Project Name: Hines Park Building 3 SE Project No: SE Page: Date: 6/22/2016 By: AVT LATERAL ANALYSIS Roof DL= 150 psf Floor DL= 150 psf Roof LL/SL= 250 PSF Floor LL= 400 psf Wall= 150 PSF Wall Plate Ht= 90 ft A B Partition= 100 PSF Wind (End)= 345 PSF (Pend) dim X = 500 ft Wind (Int)= 250 PSF (Pint) 1 dim Y = Seismic Cs (1-1)= ft Seismic Cs (2-2)= Roof Height= 275 ft Upper Flr Plate ht = 173 ft 1 Flor Height= 88 ft a= 46 ft Roof Area = 2540 ft^2 Floor Area = 2100 ft^ Direction Seismic Weight Summary: Roof: Floor: Roofing = lb Floor Framing = lb Walls = lb Walls = lb Roof Trib Weight = lb Interior Partitions = lb Floor Trib Weight = lb Vertical Distribution Seismic Base V = Cs/14 * (Sum Level Weights) = 3948 lb Level W x (lb) h x (lb) W x * h x (lb) c vx F x (lb) Roof lb lb Floor lb lb lb Wind Load: Roof (Pend*2*a+Pint*(X-2*a)*((Roof-UpFlrPltHt)+(UpFlrPltHt-FlrHt)/2)*6 = lb Floor (Pend*2*a+Pint*(X-2*a)*(UpFlrPltHt/2)*6 = 6923 lb Total Base Shear: 1-1 Direction Wind = (Pend *2*a+Pint *(X-2*a)*(Wall/2+(Roof-Wall))*6 = lb Wind Governs Seismic = Cs/14 * (Sum Level Weights) = 3948 lb 52