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STRUCTURAL EDGE ENGINEERING, PLLC STRUCTURAL CALCULATIONS HINES BLD 3 BOISE, ID SE PROJECT NO: SE16-181 PREPARED FOR: CODE: DATE: NEUDESIGN ARCHITECTURE & LAWSON DESIGN INC 2012 IBC APRIL 23, 2017 683 N Five Mile Rd 83713 o: 2087955105 wwwstructuraledgecom

Project Name: Hines Park Building 3 SE Project No: SE16-181 Page: Date: 6/22/2016 By: AVT PROJECT INFORMATION Location: Address: Building Code: 2012 IBC SE Job No: SE16-181 Designer: AVT Engineer of Record: Jeremy Parrish TABLE OF CONTENTS DESIGN LOADS ROOF FLOOR & STAIRS 1-2 4-8 9-31 WALL STUDS & POSTS 32-50 FOUNDATIONS 51 LATERAL ANALYSIS 52-58 1

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, 2016 16:11:04 UTC 2012 International Building Code (which utilizes USGS hazard data available in 2008) 4355581 N, 11658176 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

Project Name: Hines Park Building 3 SE Project No: SE16-181 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): 00446 65 Cs (Direction 2-2): 00446 3

Project Name: Hines Park Building 3 SE Project No: SE16-181 Page: Date: 6/22/2016 By: AVT ROOF FRAMING DL= LL/SL= 150 psf 250 PSF Roof Framing: PE WOOD TRUSSES @ 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 -7923 lb -3873 lb Use Simpson H25A each end 4

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H1 Typ header Printed: 21 JUN 2016, 1:39PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 00250 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 = 20700 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 1 0376 0198 090 1200 100 100 100 100 100 120 36523 97200 070 3201 16200 +D+L+H 1200 100 100 100 100 100 Length = 5333 ft 1 0338 0178 100 1200 100 100 100 100 100 120 36523 108000 070 3201 18000 +D+Lr+H 1200 100 100 100 100 100 Length = 5333 ft 1 0631 0332 125 1200 100 100 100 100 100 280 85221 135000 162 7470 22500 +D+S+H 1200 100 100 100 100 100 Length = 5333 ft 1 0784 0412 115 1200 100 100 100 100 100 320 97396 124200 186 8537 20700 +D+0750Lr+0750L+H 1200 100 100 100 100 100 Length = 5333 ft 1 0541 0285 125 1200 100 100 100 100 100 240 73047 135000 139 6403 22500 +D+0750L+0750S+H 1200 100 100 100 100 100 Length = 5333 ft 1 0662 0348 115 1200 100 100 100 100 100 270 82178 124200 157 7203 20700 5

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H1 Typ header Printed: 21 JUN 2016, 1:39PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1200 100 100 100 100 100 Length = 5333 ft 1 0211 0111 160 1200 100 100 100 100 100 120 36523 172800 070 3201 28800 +D+070E+H 1200 100 100 100 100 100 Length = 5333 ft 1 0211 0111 160 1200 100 100 100 100 100 120 36523 172800 070 3201 28800 +D+0750Lr+0750L+0450W+H 1200 100 100 100 100 100 Length = 5333 ft 1 0423 0222 160 1200 100 100 100 100 100 240 73047 172800 139 6403 28800 +D+0750L+0750S+0450W+H 1200 100 100 100 100 100 Length = 5333 ft 1 0476 0250 160 1200 100 100 100 100 100 270 82178 172800 157 7203 28800 +D+0750L+0750S+05250E+H 1200 100 100 100 100 100 Length = 5333 ft 1 0476 0250 160 1200 100 100 100 100 100 270 82178 172800 157 7203 28800 +060D+060W+060H 1200 100 100 100 100 100 Length = 5333 ft 1 0127 0067 160 1200 100 100 100 100 100 072 21914 172800 042 1921 28800 +060D+070E+060H 1200 100 100 100 100 100 Length = 5333 ft 1 0127 0067 160 1200 100 100 100 100 100 072 21914 172800 042 1921 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+S+H 1 00721 2686 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2400 2400 Overall MINimum 0540 0540 +D+H 0900 0900 +D+L+H 0900 0900 +D+Lr+H 2100 2100 +D+S+H 2400 2400 +D+0750Lr+0750L+H 1800 1800 +D+0750L+0750S+H 2025 2025 +D+060W+H 0900 0900 +D+070E+H 0900 0900 +D+0750Lr+0750L+0450W+H 1800 1800 +D+0750L+0750S+0450W+H 2025 2025 +D+0750L+0750S+05250E+H 2025 2025 +060D+060W+060H 0540 0540 +060D+070E+060H 0540 0540 D Only 0900 0900 Lr Only 1200 1200 L Only S Only 1500 1500 W Only E Only H Only 6

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B1 Tapered at living room Printed: 21 JUN 2016, 1:34PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 00250 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 = 11301 psi FB : Allowable = 2,99000psi Fv : Allowable = 32775 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 1 0228 0165 090 1000 100 100 100 100 100 366 53338 234000 117 4238 25650 +D+L+H 1000 100 100 100 100 100 Length = 100 ft 1 0205 0149 100 1000 100 100 100 100 100 366 53338 260000 117 4238 28500 +D+Lr+H 1000 100 100 100 100 100 Length = 100 ft 1 0383 0278 125 1000 100 100 100 100 100 853 1,24454 325000 274 9889 35625 +D+S+H 1000 100 100 100 100 100 Length = 100 ft 1 0476 0345 115 1000 100 100 100 100 100 975 1,42233 299000 313 11301 32775 +D+0750Lr+0750L+H 1000 100 100 100 100 100 Length = 100 ft 1 0328 0238 125 1000 100 100 100 100 100 731 1,06675 325000 235 8476 35625 +D+0750L+0750S+H 1000 100 100 100 100 100 Length = 100 ft 1 0401 0291 115 1000 100 100 100 100 100 823 1,20009 299000 264 9535 32775 7

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B1 Tapered at living room Printed: 21 JUN 2016, 1:34PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1000 100 100 100 100 100 Length = 100 ft 1 0128 0093 160 1000 100 100 100 100 100 366 53338 416000 117 4238 45600 +D+070E+H 1000 100 100 100 100 100 Length = 100 ft 1 0128 0093 160 1000 100 100 100 100 100 366 53338 416000 117 4238 45600 +D+0750Lr+0750L+0450W+H 1000 100 100 100 100 100 Length = 100 ft 1 0256 0186 160 1000 100 100 100 100 100 731 1,06675 416000 235 8476 45600 +D+0750L+0750S+0450W+H 1000 100 100 100 100 100 Length = 100 ft 1 0288 0209 160 1000 100 100 100 100 100 823 1,20009 416000 264 9535 45600 +D+0750L+0750S+05250E+H 1000 100 100 100 100 100 Length = 100 ft 1 0288 0209 160 1000 100 100 100 100 100 823 1,20009 416000 264 9535 45600 +060D+060W+060H 1000 100 100 100 100 100 Length = 100 ft 1 0077 0056 160 1000 100 100 100 100 100 219 32003 416000 070 2543 45600 +060D+070E+060H 1000 100 100 100 100 100 Length = 100 ft 1 0077 0056 160 1000 100 100 100 100 100 219 32003 416000 070 2543 45600 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+S+H 1 01902 5036 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 3900 3900 Overall MINimum 0878 0878 +D+H 1463 1463 +D+L+H 1463 1463 +D+Lr+H 3413 3413 +D+S+H 3900 3900 +D+0750Lr+0750L+H 2925 2925 +D+0750L+0750S+H 3291 3291 +D+060W+H 1463 1463 +D+070E+H 1463 1463 +D+0750Lr+0750L+0450W+H 2925 2925 +D+0750L+0750S+0450W+H 3291 3291 +D+0750L+0750S+05250E+H 3291 3291 +060D+060W+060H 0878 0878 +060D+070E+060H 0878 0878 D Only 1463 1463 Lr Only 1950 1950 L Only S Only 2438 2438 W Only E Only H Only 8

Project Name: Hines Park Building 3 SE Project No: SE16-181 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 110 @ 24" OC RE: Forte Use 9-1/2" TJI 110 @ 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 #2 @ 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

MEMBER REPORT Level, J1 1 piece(s) 11 7/8" 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) 788 @ 14' 650" 910 (175") Passed (87%) 100 10 D + 10 L (All Spans) Shear (lbs) 788 @ 14' 650" 1560 Passed (51%) 100 10 D + 10 L (All Spans) Moment (Ft-lbs) 2825 @ 7' 450" 3160 Passed (89%) 100 10 D + 10 L (All Spans) Live Load Defl (in) 0251 @ 7' 450" 0358 Passed (L/685) -- 10 D + 10 L (All Spans) Total Load Defl (in) 0345 @ 7' 450" 0717 Passed (L/498) -- 10 D + 10 L (All Spans) TJ-Pro Rating 35 30 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" 221 590 811 1 1/4" Rim Board 2 - Hanger on 11 7/8" DF beam 350" Hanger¹ 175" / - ² 224 597 821 See note ¹ Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Top Mount Hanger ITS181/1188 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 14' 1000" 24" 150 400 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 http://wwwwoodbywycom/services/s_codereportsaspx 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) 795-5105 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

MEMBER REPORT Level, J2 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) 720 @ 13' 350" 910 (175") Passed (79%) 100 10 D + 10 L (All Spans) Shear (lbs) 720 @ 13' 350" 1220 Passed (59%) 100 10 D + 10 L (All Spans) Moment (Ft-lbs) 2354 @ 6' 900" 2500 Passed (94%) 100 10 D + 10 L (All Spans) Live Load Defl (in) 0286 @ 6' 900" 0327 Passed (L/549) -- 10 D + 10 L (All Spans) Total Load Defl (in) 0393 @ 6' 900" 0654 Passed (L/399) -- 10 D + 10 L (All Spans) TJ-Pro Rating 28 25 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" 202 540 742 1 1/4" Rim Board 2 - Hanger on 9 1/2" DF beam 350" Hanger¹ 175" / - ² 205 547 752 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" 150 400 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 http://wwwwoodbywycom/services/s_codereportsaspx 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) 795-5105 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

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H1 Typ header Printed: 21 JUN 2016, 3:24PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 18000 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 1 0282 0133 090 1300 100 100 100 100 100 037 29726 105300 024 2159 16200 +D+L+H 1300 100 100 100 100 100 Length = 5250 ft 1 0932 0440 100 1300 100 100 100 100 100 137 1,08997 117000 087 7918 18000 +D+Lr+H 1300 100 100 100 100 100 Length = 5250 ft 1 0203 0096 125 1300 100 100 100 100 100 037 29726 146250 024 2159 22500 +D+S+H 1300 100 100 100 100 100 Length = 5250 ft 1 0221 0104 115 1300 100 100 100 100 100 037 29726 134550 024 2159 20700 +D+0750Lr+0750L+H 1300 100 100 100 100 100 Length = 5250 ft 1 0610 0288 125 1300 100 100 100 100 100 112 89179 146250 071 6478 22500 +D+0750L+0750S+H 1300 100 100 100 100 100 Length = 5250 ft 1 0663 0313 115 1300 100 100 100 100 100 112 89179 134550 071 6478 20700 12

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H1 Typ header Printed: 21 JUN 2016, 3:24PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1300 100 100 100 100 100 Length = 5250 ft 1 0159 0075 160 1300 100 100 100 100 100 037 29726 187200 024 2159 28800 +D+070E+H 1300 100 100 100 100 100 Length = 5250 ft 1 0159 0075 160 1300 100 100 100 100 100 037 29726 187200 024 2159 28800 +D+0750Lr+0750L+0450W+H 1300 100 100 100 100 100 Length = 5250 ft 1 0476 0225 160 1300 100 100 100 100 100 112 89179 187200 071 6478 28800 +D+0750L+0750S+0450W+H 1300 100 100 100 100 100 Length = 5250 ft 1 0476 0225 160 1300 100 100 100 100 100 112 89179 187200 071 6478 28800 +D+0750L+0750S+05250E+H 1300 100 100 100 100 100 Length = 5250 ft 1 0476 0225 160 1300 100 100 100 100 100 112 89179 187200 071 6478 28800 +060D+060W+060H 1300 100 100 100 100 100 Length = 5250 ft 1 0095 0045 160 1300 100 100 100 100 100 022 17836 187200 014 1296 28800 +060D+070E+060H 1300 100 100 100 100 100 Length = 5250 ft 1 0095 0045 160 1300 100 100 100 100 100 022 17836 187200 014 1296 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 01030 2644 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 1047 1047 Overall MINimum 0171 0171 +D+H 0285 0285 +D+L+H 1047 1047 +D+Lr+H 0285 0285 +D+S+H 0285 0285 +D+0750Lr+0750L+H 0856 0856 +D+0750L+0750S+H 0856 0856 +D+060W+H 0285 0285 +D+070E+H 0285 0285 +D+0750Lr+0750L+0450W+H 0856 0856 +D+0750L+0750S+0450W+H 0856 0856 +D+0750L+0750S+05250E+H 0856 0856 +060D+060W+060H 0171 0171 +060D+070E+060H 0171 0171 D Only 0285 0285 Lr Only L Only 0761 0761 S Only W Only E Only H Only 13

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H2 int closet Printed: 21 JUN 2016, 3:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 18000 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 1 0235 0125 090 1200 100 100 100 100 100 075 22810 97200 044 2031 16200 +D+L+H 1200 100 100 100 100 100 Length = 5250 ft 1 0774 0414 100 1200 100 100 100 100 100 275 83638 108000 162 7447 18000 +D+Lr+H 1200 100 100 100 100 100 Length = 5250 ft 1 0169 0090 125 1200 100 100 100 100 100 075 22810 135000 044 2031 22500 +D+S+H 1200 100 100 100 100 100 Length = 5250 ft 1 0184 0098 115 1200 100 100 100 100 100 075 22810 124200 044 2031 20700 +D+0750Lr+0750L+H 1200 100 100 100 100 100 Length = 5250 ft 1 0507 0271 125 1200 100 100 100 100 100 225 68431 135000 133 6093 22500 +D+0750L+0750S+H 1200 100 100 100 100 100 Length = 5250 ft 1 0551 0294 115 1200 100 100 100 100 100 225 68431 124200 133 6093 20700 14

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H2 int closet Printed: 21 JUN 2016, 3:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1200 100 100 100 100 100 Length = 5250 ft 1 0132 0071 160 1200 100 100 100 100 100 075 22810 172800 044 2031 28800 +D+070E+H 1200 100 100 100 100 100 Length = 5250 ft 1 0132 0071 160 1200 100 100 100 100 100 075 22810 172800 044 2031 28800 +D+0750Lr+0750L+0450W+H 1200 100 100 100 100 100 Length = 5250 ft 1 0396 0212 160 1200 100 100 100 100 100 225 68431 172800 133 6093 28800 +D+0750L+0750S+0450W+H 1200 100 100 100 100 100 Length = 5250 ft 1 0396 0212 160 1200 100 100 100 100 100 225 68431 172800 133 6093 28800 +D+0750L+0750S+05250E+H 1200 100 100 100 100 100 Length = 5250 ft 1 0396 0212 160 1200 100 100 100 100 100 225 68431 172800 133 6093 28800 +060D+060W+060H 1200 100 100 100 100 100 Length = 5250 ft 1 0079 0042 160 1200 100 100 100 100 100 045 13686 172800 027 1219 28800 +060D+070E+060H 1200 100 100 100 100 100 Length = 5250 ft 1 0079 0042 160 1200 100 100 100 100 100 045 13686 172800 027 1219 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 00600 2644 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2093 2093 Overall MINimum 0343 0343 +D+H 0571 0571 +D+L+H 2093 2093 +D+Lr+H 0571 0571 +D+S+H 0571 0571 +D+0750Lr+0750L+H 1713 1713 +D+0750L+0750S+H 1713 1713 +D+060W+H 0571 0571 +D+070E+H 0571 0571 +D+0750Lr+0750L+0450W+H 1713 1713 +D+0750L+0750S+0450W+H 1713 1713 +D+0750L+0750S+05250E+H 1713 1713 +060D+060W+060H 0343 0343 +060D+070E+060H 0343 0343 D Only 0571 0571 Lr Only L Only 1523 1523 S Only W Only E Only H Only 15

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H3 int doors Printed: 21 JUN 2016, 3:47PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 18000 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 1 0251 0159 090 1300 100 100 100 100 100 033 26424 105300 028 2576 16200 +D+L+H 1300 100 100 100 100 100 Length = 350 ft 1 0828 0525 100 1300 100 100 100 100 100 122 96886 117000 104 9446 18000 +D+Lr+H 1300 100 100 100 100 100 Length = 350 ft 1 0181 0114 125 1300 100 100 100 100 100 033 26424 146250 028 2576 22500 +D+S+H 1300 100 100 100 100 100 Length = 350 ft 1 0196 0124 115 1300 100 100 100 100 100 033 26424 134550 028 2576 20700 +D+0750Lr+0750L+H 1300 100 100 100 100 100 Length = 350 ft 1 0542 0343 125 1300 100 100 100 100 100 100 79271 146250 085 7729 22500 +D+0750L+0750S+H 1300 100 100 100 100 100 Length = 350 ft 1 0589 0373 115 1300 100 100 100 100 100 100 79271 134550 085 7729 20700 16

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : H3 int doors Printed: 21 JUN 2016, 3:47PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1300 100 100 100 100 100 Length = 350 ft 1 0141 0089 160 1300 100 100 100 100 100 033 26424 187200 028 2576 28800 +D+070E+H 1300 100 100 100 100 100 Length = 350 ft 1 0141 0089 160 1300 100 100 100 100 100 033 26424 187200 028 2576 28800 +D+0750Lr+0750L+0450W+H 1300 100 100 100 100 100 Length = 350 ft 1 0423 0268 160 1300 100 100 100 100 100 100 79271 187200 085 7729 28800 +D+0750L+0750S+0450W+H 1300 100 100 100 100 100 Length = 350 ft 1 0423 0268 160 1300 100 100 100 100 100 100 79271 187200 085 7729 28800 +D+0750L+0750S+05250E+H 1300 100 100 100 100 100 Length = 350 ft 1 0423 0268 160 1300 100 100 100 100 100 100 79271 187200 085 7729 28800 +060D+060W+060H 1300 100 100 100 100 100 Length = 350 ft 1 0085 0054 160 1300 100 100 100 100 100 020 15854 187200 017 1546 28800 +060D+070E+060H 1300 100 100 100 100 100 Length = 350 ft 1 0085 0054 160 1300 100 100 100 100 100 020 15854 187200 017 1546 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 00407 1763 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 1396 1396 Overall MINimum 0228 0228 +D+H 0381 0381 +D+L+H 1396 1396 +D+Lr+H 0381 0381 +D+S+H 0381 0381 +D+0750Lr+0750L+H 1142 1142 +D+0750L+0750S+H 1142 1142 +D+060W+H 0381 0381 +D+070E+H 0381 0381 +D+0750Lr+0750L+0450W+H 1142 1142 +D+0750L+0750S+0450W+H 1142 1142 +D+0750L+0750S+05250E+H 1142 1142 +060D+060W+060H 0228 0228 +060D+070E+060H 0228 0228 D Only 0381 0381 Lr Only L Only 1015 1015 S Only W Only E Only H Only 17

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B1 Printed: 21 JUN 2016, 4:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 11597 psi FB : Allowable = 2,60000psi Fv : Allowable = 28500 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 1 0122 0123 090 1000 100 100 100 100 100 098 28556 234000 044 3163 25650 +D+L+H 1000 100 100 100 100 100 Length = 60 ft 1 0403 0407 100 1000 100 100 100 100 100 359 1,04706 260000 161 11597 28500 +D+Lr+H 1000 100 100 100 100 100 Length = 60 ft 1 0088 0089 125 1000 100 100 100 100 100 098 28556 325000 044 3163 35625 +D+S+H 1000 100 100 100 100 100 Length = 60 ft 1 0096 0096 115 1000 100 100 100 100 100 098 28556 299000 044 3163 32775 +D+0750Lr+0750L+H 1000 100 100 100 100 100 Length = 60 ft 1 0264 0266 125 1000 100 100 100 100 100 294 85668 325000 131 9488 35625 +D+0750L+0750S+H 1000 100 100 100 100 100 Length = 60 ft 1 0287 0289 115 1000 100 100 100 100 100 294 85668 299000 131 9488 32775 18

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B1 Printed: 21 JUN 2016, 4:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1000 100 100 100 100 100 Length = 60 ft 1 0069 0069 160 1000 100 100 100 100 100 098 28556 416000 044 3163 45600 +D+070E+H 1000 100 100 100 100 100 Length = 60 ft 1 0069 0069 160 1000 100 100 100 100 100 098 28556 416000 044 3163 45600 +D+0750Lr+0750L+0450W+H 1000 100 100 100 100 100 Length = 60 ft 1 0206 0208 160 1000 100 100 100 100 100 294 85668 416000 131 9488 45600 +D+0750L+0750S+0450W+H 1000 100 100 100 100 100 Length = 60 ft 1 0206 0208 160 1000 100 100 100 100 100 294 85668 416000 131 9488 45600 +D+0750L+0750S+05250E+H 1000 100 100 100 100 100 Length = 60 ft 1 0206 0208 160 1000 100 100 100 100 100 294 85668 416000 131 9488 45600 +060D+060W+060H 1000 100 100 100 100 100 Length = 60 ft 1 0041 0042 160 1000 100 100 100 100 100 059 17134 416000 026 1898 45600 +060D+070E+060H 1000 100 100 100 100 100 Length = 60 ft 1 0041 0042 160 1000 100 100 100 100 100 059 17134 416000 026 1898 45600 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 00504 3022 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2393 2393 Overall MINimum 0392 0392 +D+H 0653 0653 +D+L+H 2393 2393 +D+Lr+H 0653 0653 +D+S+H 0653 0653 +D+0750Lr+0750L+H 1958 1958 +D+0750L+0750S+H 1958 1958 +D+060W+H 0653 0653 +D+070E+H 0653 0653 +D+0750Lr+0750L+0450W+H 1958 1958 +D+0750L+0750S+0450W+H 1958 1958 +D+0750L+0750S+05250E+H 1958 1958 +060D+060W+060H 0392 0392 +060D+070E+060H 0392 0392 D Only 0653 0653 Lr Only L Only 1740 1740 S Only W Only E Only H Only 19

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B2 Printed: 21 JUN 2016, 4:06PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 13503 psi FB : Allowable = 2,60000psi Fv : Allowable = 28500 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 1 0190 0144 090 1000 100 100 100 100 100 152 44434 234000 051 3683 25650 +D+L+H 1000 100 100 100 100 100 Length = 950 ft 1 0627 0474 100 1000 100 100 100 100 100 558 1,62926 260000 187 13503 28500 +D+Lr+H 1000 100 100 100 100 100 Length = 950 ft 1 0137 0103 125 1000 100 100 100 100 100 152 44434 325000 051 3683 35625 +D+S+H 1000 100 100 100 100 100 Length = 950 ft 1 0149 0112 115 1000 100 100 100 100 100 152 44434 299000 051 3683 32775 +D+0750Lr+0750L+H 1000 100 100 100 100 100 Length = 950 ft 1 0410 0310 125 1000 100 100 100 100 100 457 1,33303 325000 153 11048 35625 +D+0750L+0750S+H 1000 100 100 100 100 100 Length = 950 ft 1 0446 0337 115 1000 100 100 100 100 100 457 1,33303 299000 153 11048 32775 20

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B2 Printed: 21 JUN 2016, 4:06PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1000 100 100 100 100 100 Length = 950 ft 1 0107 0081 160 1000 100 100 100 100 100 152 44434 416000 051 3683 45600 +D+070E+H 1000 100 100 100 100 100 Length = 950 ft 1 0107 0081 160 1000 100 100 100 100 100 152 44434 416000 051 3683 45600 +D+0750Lr+0750L+0450W+H 1000 100 100 100 100 100 Length = 950 ft 1 0320 0242 160 1000 100 100 100 100 100 457 1,33303 416000 153 11048 45600 +D+0750L+0750S+0450W+H 1000 100 100 100 100 100 Length = 950 ft 1 0320 0242 160 1000 100 100 100 100 100 457 1,33303 416000 153 11048 45600 +D+0750L+0750S+05250E+H 1000 100 100 100 100 100 Length = 950 ft 1 0320 0242 160 1000 100 100 100 100 100 457 1,33303 416000 153 11048 45600 +060D+060W+060H 1000 100 100 100 100 100 Length = 950 ft 1 0064 0048 160 1000 100 100 100 100 100 091 26661 416000 031 2210 45600 +060D+070E+060H 1000 100 100 100 100 100 Length = 950 ft 1 0064 0048 160 1000 100 100 100 100 100 091 26661 416000 031 2210 45600 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 01967 4785 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2351 2351 Overall MINimum 0385 0385 +D+H 0641 0641 +D+L+H 2351 2351 +D+Lr+H 0641 0641 +D+S+H 0641 0641 +D+0750Lr+0750L+H 1924 1924 +D+0750L+0750S+H 1924 1924 +D+060W+H 0641 0641 +D+070E+H 0641 0641 +D+0750Lr+0750L+0450W+H 1924 1924 +D+0750L+0750S+0450W+H 1924 1924 +D+0750L+0750S+05250E+H 1924 1924 +060D+060W+060H 0385 0385 +060D+070E+060H 0385 0385 D Only 0641 0641 Lr Only L Only 1710 1710 S Only W Only E Only H Only 21

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : Patio Joist Printed: 21 JUN 2016, 4:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 18000 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 1 0131 0079 090 1100 100 115 100 100 100 024 13460 102465 012 1288 16200 +D+L+H 1100 100 115 100 100 100 Length = 60 ft 1 0236 0143 100 1100 100 115 100 100 100 048 26921 113850 024 2575 18000 +D+Lr+H 1100 100 115 100 100 100 Length = 60 ft 1 0095 0057 125 1100 100 115 100 100 100 024 13460 142313 012 1288 22500 +D+S+H 1100 100 115 100 100 100 Length = 60 ft 1 0103 0062 115 1100 100 115 100 100 100 024 13460 130928 012 1288 20700 +D+0750Lr+0750L+H 1100 100 115 100 100 100 Length = 60 ft 1 0166 0100 125 1100 100 115 100 100 100 042 23556 142313 021 2253 22500 +D+0750L+0750S+H 1100 100 115 100 100 100 Length = 60 ft 1 0180 0109 115 1100 100 115 100 100 100 042 23556 130928 021 2253 20700 22

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : Patio Joist Printed: 21 JUN 2016, 4:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1100 100 115 100 100 100 Length = 60 ft 1 0074 0045 160 1100 100 115 100 100 100 024 13460 182160 012 1288 28800 +D+070E+H 1100 100 115 100 100 100 Length = 60 ft 1 0074 0045 160 1100 100 115 100 100 100 024 13460 182160 012 1288 28800 +D+0750Lr+0750L+0450W+H 1100 100 115 100 100 100 Length = 60 ft 1 0129 0078 160 1100 100 115 100 100 100 042 23556 182160 021 2253 28800 +D+0750L+0750S+0450W+H 1100 100 115 100 100 100 Length = 60 ft 1 0129 0078 160 1100 100 115 100 100 100 042 23556 182160 021 2253 28800 +D+0750L+0750S+05250E+H 1100 100 115 100 100 100 Length = 60 ft 1 0129 0078 160 1100 100 115 100 100 100 042 23556 182160 021 2253 28800 +060D+060W+060H 1100 100 115 100 100 100 Length = 60 ft 1 0044 0027 160 1100 100 115 100 100 100 014 8076 182160 007 773 28800 +060D+070E+060H 1100 100 115 100 100 100 Length = 60 ft 1 0044 0027 160 1100 100 115 100 100 100 014 8076 182160 007 773 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 00198 3022 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 0320 0320 Overall MINimum 0096 0096 +D+H 0160 0160 +D+L+H 0320 0320 +D+Lr+H 0160 0160 +D+S+H 0160 0160 +D+0750Lr+0750L+H 0280 0280 +D+0750L+0750S+H 0280 0280 +D+060W+H 0160 0160 +D+070E+H 0160 0160 +D+0750Lr+0750L+0450W+H 0280 0280 +D+0750L+0750S+0450W+H 0280 0280 +D+0750L+0750S+05250E+H 0280 0280 +060D+060W+060H 0096 0096 +060D+070E+060H 0096 0096 D Only 0160 0160 Lr Only L Only 0160 0160 S Only W Only E Only H Only 23

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : Patio Beam Printed: 21 JUN 2016, 4:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 18000 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 1 0409 0154 090 1200 100 100 100 100 100 165 39760 97200 054 2493 16200 +D+L+H 1200 100 100 100 100 100 Length = 1050 ft 1 0736 0277 100 1200 100 100 100 100 100 331 79521 108000 108 4986 18000 +D+Lr+H 1200 100 100 100 100 100 Length = 1050 ft 1 0295 0111 125 1200 100 100 100 100 100 165 39760 135000 054 2493 22500 +D+S+H 1200 100 100 100 100 100 Length = 1050 ft 1 0320 0120 115 1200 100 100 100 100 100 165 39760 124200 054 2493 20700 +D+0750Lr+0750L+H 1200 100 100 100 100 100 Length = 1050 ft 1 0515 0194 125 1200 100 100 100 100 100 289 69581 135000 094 4362 22500 +D+0750L+0750S+H 1200 100 100 100 100 100 Length = 1050 ft 1 0560 0211 115 1200 100 100 100 100 100 289 69581 124200 094 4362 20700 24

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : Patio Beam Printed: 21 JUN 2016, 4:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1200 100 100 100 100 100 Length = 1050 ft 1 0230 0087 160 1200 100 100 100 100 100 165 39760 172800 054 2493 28800 +D+070E+H 1200 100 100 100 100 100 Length = 1050 ft 1 0230 0087 160 1200 100 100 100 100 100 165 39760 172800 054 2493 28800 +D+0750Lr+0750L+0450W+H 1200 100 100 100 100 100 Length = 1050 ft 1 0403 0151 160 1200 100 100 100 100 100 289 69581 172800 094 4362 28800 +D+0750L+0750S+0450W+H 1200 100 100 100 100 100 Length = 1050 ft 1 0403 0151 160 1200 100 100 100 100 100 289 69581 172800 094 4362 28800 +D+0750L+0750S+05250E+H 1200 100 100 100 100 100 Length = 1050 ft 1 0403 0151 160 1200 100 100 100 100 100 289 69581 172800 094 4362 28800 +060D+060W+060H 1200 100 100 100 100 100 Length = 1050 ft 1 0138 0052 160 1200 100 100 100 100 100 099 23856 172800 032 1496 28800 +060D+070E+060H 1200 100 100 100 100 100 Length = 1050 ft 1 0138 0052 160 1200 100 100 100 100 100 099 23856 172800 032 1496 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 01788 5288 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 1260 1260 Overall MINimum 0378 0378 +D+H 0630 0630 +D+L+H 1260 1260 +D+Lr+H 0630 0630 +D+S+H 0630 0630 +D+0750Lr+0750L+H 1103 1103 +D+0750L+0750S+H 1103 1103 +D+060W+H 0630 0630 +D+070E+H 0630 0630 +D+0750Lr+0750L+0450W+H 1103 1103 +D+0750L+0750S+0450W+H 1103 1103 +D+0750L+0750S+05250E+H 1103 1103 +060D+060W+060H 0378 0378 +060D+070E+060H 0378 0378 D Only 0630 0630 Lr Only L Only 0630 0630 S Only W Only E Only H Only 25

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B3 Shed Roof over stairs Printed: 22 JUN 2016, 8:27AM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 00250 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 = 20700 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 1 0453 0195 090 1100 100 100 100 100 100 072 40392 89100 029 3153 16200 +D+L+H 1100 100 100 100 100 100 Length = 80 ft 1 0408 0175 100 1100 100 100 100 100 100 072 40392 99000 029 3153 18000 +D+Lr+H 1100 100 100 100 100 100 Length = 80 ft 1 0762 0327 125 1100 100 100 100 100 100 168 94247 123750 068 7358 22500 +D+S+H 1100 100 100 100 100 100 Length = 80 ft 1 0946 0406 115 1100 100 100 100 100 100 192 1,07711 113850 078 8409 20700 +D+0750Lr+0750L+H 1100 100 100 100 100 100 Length = 80 ft 1 0653 0280 125 1100 100 100 100 100 100 144 80783 123750 058 6307 22500 +D+0750L+0750S+H 1100 100 100 100 100 100 Length = 80 ft 1 0798 0343 115 1100 100 100 100 100 100 162 90881 113850 066 7095 20700 26

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : B3 Shed Roof over stairs Printed: 22 JUN 2016, 8:27AM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1100 100 100 100 100 100 Length = 80 ft 1 0255 0109 160 1100 100 100 100 100 100 072 40392 158400 029 3153 28800 +D+070E+H 1100 100 100 100 100 100 Length = 80 ft 1 0255 0109 160 1100 100 100 100 100 100 072 40392 158400 029 3153 28800 +D+0750Lr+0750L+0450W+H 1100 100 100 100 100 100 Length = 80 ft 1 0510 0219 160 1100 100 100 100 100 100 144 80783 158400 058 6307 28800 +D+0750L+0750S+0450W+H 1100 100 100 100 100 100 Length = 80 ft 1 0574 0246 160 1100 100 100 100 100 100 162 90881 158400 066 7095 28800 +D+0750L+0750S+05250E+H 1100 100 100 100 100 100 Length = 80 ft 1 0574 0246 160 1100 100 100 100 100 100 162 90881 158400 066 7095 28800 +060D+060W+060H 1100 100 100 100 100 100 Length = 80 ft 1 0153 0066 160 1100 100 100 100 100 100 043 24235 158400 018 1892 28800 +060D+070E+060H 1100 100 100 100 100 100 Length = 80 ft 1 0153 0066 160 1100 100 100 100 100 100 043 24235 158400 018 1892 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+S+H 1 01405 4029 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 0960 0960 Overall MINimum 0216 0216 +D+H 0360 0360 +D+L+H 0360 0360 +D+Lr+H 0840 0840 +D+S+H 0960 0960 +D+0750Lr+0750L+H 0720 0720 +D+0750L+0750S+H 0810 0810 +D+060W+H 0360 0360 +D+070E+H 0360 0360 +D+0750Lr+0750L+0450W+H 0720 0720 +D+0750L+0750S+0450W+H 0810 0810 +D+0750L+0750S+05250E+H 0810 0810 +060D+060W+060H 0216 0216 +060D+070E+060H 0216 0216 D Only 0360 0360 Lr Only 0480 0480 L Only S Only 0600 0600 W Only E Only H Only 27

683 N Five Mile Rd Steel Beam Lic # : KW-06009774 Description : Stair Stringer Printed: 22 JUN 2016, 2:27PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, Build:61667, Ver:61667 CODE REFERENCES Calculations per AISC 360-10, 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 C12x207 9529 k-ft Va : Applied 2310 k Mn / Omega : Allowable 45988 k-ft Vn/Omega : Allowable 43769 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 1 0059 0015 272 272 7680 4599 100 100 066 7309 4377 +D+L+H Dsgn L = 1650 ft 1 0207 0053 953 953 7680 4599 100 100 231 7309 4377 +D+Lr+H Dsgn L = 1650 ft 1 0059 0015 272 272 7680 4599 100 100 066 7309 4377 +D+S+H Dsgn L = 1650 ft 1 0059 0015 272 272 7680 4599 100 100 066 7309 4377 +D+0750Lr+0750L+H Dsgn L = 1650 ft 1 0170 0043 783 783 7680 4599 100 100 190 7309 4377 +D+0750L+0750S+H Dsgn L = 1650 ft 1 0170 0043 783 783 7680 4599 100 100 190 7309 4377 +D+060W+H Dsgn L = 1650 ft 1 0059 0015 272 272 7680 4599 100 100 066 7309 4377 +D+070E+H Dsgn L = 1650 ft 1 0059 0015 272 272 7680 4599 100 100 066 7309 4377 +D+0750Lr+0750L+0450W+H Dsgn L = 1650 ft 1 0170 0043 783 783 7680 4599 100 100 190 7309 4377 +D+0750L+0750S+0450W+H Dsgn L = 1650 ft 1 0170 0043 783 783 7680 4599 100 100 190 7309 4377 +D+0750L+0750S+05250E+H Dsgn L = 1650 ft 1 0170 0043 783 783 7680 4599 100 100 190 7309 4377 +060D+060W+060H Dsgn L = 1650 ft 1 0036 0009 163 163 7680 4599 100 100 040 7309 4377 +060D+070E+060H 28

683 N Five Mile Rd Steel Beam Lic # : KW-06009774 Description : Stair Stringer Printed: 22 JUN 2016, 2:27PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1 0036 0009 163 163 7680 4599 100 100 040 7309 4377 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 01254 8297 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2310 2310 Overall MINimum 0396 0396 +D+H 0660 0660 +D+L+H 2310 2310 +D+Lr+H 0660 0660 +D+S+H 0660 0660 +D+0750Lr+0750L+H 1898 1898 +D+0750L+0750S+H 1898 1898 +D+060W+H 0660 0660 +D+070E+H 0660 0660 +D+0750Lr+0750L+0450W+H 1898 1898 +D+0750L+0750S+0450W+H 1898 1898 +D+0750L+0750S+05250E+H 1898 1898 +060D+060W+060H 0396 0396 +060D+070E+060H 0396 0396 D Only 0660 0660 Lr Only L Only 1650 1650 S Only W Only E Only H Only 29

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : Stair Landing beam Printed: 22 JUN 2016, 2:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 = 1650 k @ 350 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 = 18000 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 1 0284 0113 090 1000 100 100 100 100 100 232 22988 81000 077 1826 16200 +D+L+H 1000 100 100 100 100 100 Length = 80 ft 1 0725 0276 100 1000 100 100 100 100 100 659 65253 90000 210 4972 18000 +D+Lr+H 1000 100 100 100 100 100 Length = 80 ft 1 0204 0081 125 1000 100 100 100 100 100 232 22988 112500 077 1826 22500 +D+S+H 1000 100 100 100 100 100 Length = 80 ft 1 0222 0088 115 1000 100 100 100 100 100 232 22988 103500 077 1826 20700 +D+0750Lr+0750L+H 1000 100 100 100 100 100 Length = 80 ft 1 0486 0186 125 1000 100 100 100 100 100 552 54686 112500 176 4185 22500 +D+0750L+0750S+H 1000 100 100 100 100 100 30

683 N Five Mile Rd Wood Beam Lic # : KW-06009774 Description : Stair Landing beam Printed: 22 JUN 2016, 2:28PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1 0528 0202 115 1000 100 100 100 100 100 552 54686 103500 176 4185 20700 +D+060W+H 1000 100 100 100 100 100 Length = 80 ft 1 0160 0063 160 1000 100 100 100 100 100 232 22988 144000 077 1826 28800 +D+070E+H 1000 100 100 100 100 100 Length = 80 ft 1 0160 0063 160 1000 100 100 100 100 100 232 22988 144000 077 1826 28800 +D+0750Lr+0750L+0450W+H 1000 100 100 100 100 100 Length = 80 ft 1 0380 0145 160 1000 100 100 100 100 100 552 54686 144000 176 4185 28800 +D+0750L+0750S+0450W+H 1000 100 100 100 100 100 Length = 80 ft 1 0380 0145 160 1000 100 100 100 100 100 552 54686 144000 176 4185 28800 +D+0750L+0750S+05250E+H 1000 100 100 100 100 100 Length = 80 ft 1 0380 0145 160 1000 100 100 100 100 100 552 54686 144000 176 4185 28800 +060D+060W+060H 1000 100 100 100 100 100 Length = 80 ft 1 0096 0038 160 1000 100 100 100 100 100 139 13793 144000 046 1095 28800 +060D+070E+060H 1000 100 100 100 100 100 Length = 80 ft 1 0096 0038 160 1000 100 100 100 100 100 139 13793 144000 046 1095 28800 Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+L+H 1 00592 3912 00000 0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum 2339 2051 Overall MINimum 0535 0485 +D+H 0891 0809 +D+L+H 2339 2051 +D+Lr+H 0891 0809 +D+S+H 0891 0809 +D+0750Lr+0750L+H 1977 1740 +D+0750L+0750S+H 1977 1740 +D+060W+H 0891 0809 +D+070E+H 0891 0809 +D+0750Lr+0750L+0450W+H 1977 1740 +D+0750L+0750S+0450W+H 1977 1740 +D+0750L+0750S+05250E+H 1977 1740 +060D+060W+060H 0535 0485 +060D+070E+060H 0535 0485 D Only 0891 0809 Lr Only L Only 1448 1242 S Only W Only E Only H Only 31

Project Name: Hines Park Building 3 SE Project No: SE16-181 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= 12000 lb LL/SL= 11250 lb 5800 lb 1705 lb Wind= -778 plf Wind= -778 plf -778 lb From Enercalc use 2x6 DFL #2 @ 24" oc From Enercalc use 2x6 DFL #2 @ 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= 13500 lb DL= 6750 lb LL/SL= 22500 lb LL/SL= 11250 lb Wind= -1411 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= 11813 lb 381 lb 73 ft DL= 6750 lb 218 lb 73 ft LL/SL= 19688 lb 1015 lb LL/SL= 11250 lb 580 lb Wind= -1411 plf From Enercalc use 2x6 DFL #2 (min) From Enercalc use 2x6 DFL #2 32

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Typ Wall Stud Second Floor @24" oc Printed: 21 JUN 2016, 2:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 20797 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 5800 5800 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 : 14479 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 = 00780 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = 03055 : 1 Maximum SERVICE Lateral Load Reactions +D+060W+H Top along Y-Y 03159 k Bottom along Y-Y 03159 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 02295 in at 4077 ft above base Applied Axial 07345 k for load combination : W Only Applied Mx 03838 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 = 007977 : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear 34462 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 0900 0735 009065 PASS 00 ft 00 PASS 810 ft +D+L+H 1000 0700 008559 PASS 00 ft 00 PASS 810 ft +D+Lr+H 1250 0620 01785 PASS 00 ft 00 PASS 810 ft +D+S+H 1150 0651 02109 PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+H 1250 0620 01532 PASS 00 ft 00 PASS 810 ft +D+0750L+0750S+H 1150 0651 01782 PASS 00 ft 00 PASS 810 ft +D+060W+H 1600 0526 03055 PASS 4023 ft 007977 PASS 00 ft +D+070E+H 1600 0526 007126 PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+0450W+H 1600 0526 02598 PASS 4023 ft 005983 PASS 00 ft NDS 1532 33

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Typ Wall Stud Second Floor @24" oc Printed: 21 JUN 2016, 2:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1600 0526 02690 PASS 4023 ft 005983 PASS 00 ft +D+0750L+0750S+05250E+H 1600 0526 01586 PASS 00 ft 00 PASS 810 ft +060D+060W+060H 1600 0526 02950 PASS 4023 ft 007977 PASS 00 ft +060D+070E+060H 1600 0526 004275 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 Reaction @ Base @ Top @ Base @ Top @ 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 0190 0190 k 0734 k +D+070E+H k k 0734 k +D+0750Lr+0750L+0450W+H k 0142 0142 k 1454 k +D+0750L+0750S+0450W+H k 0142 0142 k 1634 k +D+0750L+0750S+05250E+H k k 1634 k +060D+060W+060H k 0190 0190 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 0316 0316 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 00000 in 0000 ft +D+L+H 00000 in 0000 ft +D+Lr+H 00000 in 0000 ft +D+S+H 00000 in 0000 ft +D+0750Lr+0750L+H 00000 in 0000 ft +D+0750L+0750S+H 00000 in 0000 ft +D+060W+H 00000 in 0000 ft 0138 in 4077 ft +D+070E+H 00000 in 0000 ft +D+0750Lr+0750L+0450W+H 00000 in 0000 ft 0103 in 4077 ft +D+0750L+0750S+0450W+H 00000 in 0000 ft 0103 in 4077 ft +D+0750L+0750S+05250E+H 00000 in 0000 ft +060D+060W+060H 00000 in 0000 ft 0138 in 4077 ft +060D+070E+060H 00000 in 0000 ft D Only 00000 in 0000 ft Lr Only 00000 in 0000 ft L Only 00000 in 0000 ft S Only 00000 in 0000 ft W Only 00000 in 0000 ft 0229 in 4077 ft E Only 00000 in 0000 ft H Only 00000 in 0000 ft 34

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Typ Wall Stud Second Floor @24" oc Printed: 21 JUN 2016, 2:32PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Typ Wall Stud main Floor @24" oc Printed: 21 JUN 2016, 2:48PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 20797 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 5800 5800 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 : 16088 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 = 00780 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = 05407 : 1 Maximum SERVICE Lateral Load Reactions +D+0750Lr+0750L+0450W+H Top along Y-Y 03510 k Bottom along Y-Y 03510 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 03498 in at 4530 ft above base Applied Axial 3385 k for load combination : W Only Applied Mx 03554 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 = 008864 : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear 38291 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 0900 0663 02182 PASS 00 ft 00 PASS 90 ft +D+L+H 1000 0625 02843 PASS 00 ft 00 PASS 90 ft +D+Lr+H 1250 0540 04116 PASS 00 ft 00 PASS 90 ft +D+S+H 1150 0572 03038 PASS 00 ft 00 PASS 90 ft +D+0750Lr+0750L+H 1250 0540 04096 PASS 00 ft 00 PASS 90 ft +D+0750L+0750S+H 1150 0572 03314 PASS 00 ft 00 PASS 90 ft +D+060W+H 1600 0448 04471 PASS 4470 ft 008864 PASS 00 ft +D+070E+H 1600 0448 01818 PASS 00 ft 00 PASS 90 ft NDS 1532 36

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Typ Wall Stud main Floor @24" oc Printed: 21 JUN 2016, 2:48PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1600 0448 05407 PASS 4470 ft 006648 PASS 90 ft +D+0750L+0750S+0450W+H 1600 0448 04472 PASS 4470 ft 006648 PASS 90 ft +D+0750L+0750S+05250E+H 1600 0448 03040 PASS 00 ft 00 PASS 90 ft +060D+060W+060H 1600 0448 03973 PASS 4470 ft 008864 PASS 00 ft +060D+070E+060H 1600 0448 01091 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 Reaction @ Base @ Top @ Base @ Top @ 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 0211 0211 k 1596 k +D+070E+H k k 1596 k +D+0750Lr+0750L+0450W+H k 0158 0158 k 3385 k +D+0750L+0750S+0450W+H k 0158 0158 k 2669 k +D+0750L+0750S+05250E+H k k 2669 k +060D+060W+060H k 0211 0211 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 0351 0351 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 00000 in 0000 ft +D+L+H 00000 in 0000 ft +D+Lr+H 00000 in 0000 ft +D+S+H 00000 in 0000 ft +D+0750Lr+0750L+H 00000 in 0000 ft +D+0750L+0750S+H 00000 in 0000 ft +D+060W+H 00000 in 0000 ft 0210 in 4530 ft +D+070E+H 00000 in 0000 ft +D+0750Lr+0750L+0450W+H 00000 in 0000 ft 0157 in 4530 ft +D+0750L+0750S+0450W+H 00000 in 0000 ft 0157 in 4530 ft +D+0750L+0750S+05250E+H 00000 in 0000 ft +060D+060W+060H 00000 in 0000 ft 0210 in 4530 ft +060D+070E+060H 00000 in 0000 ft D Only 00000 in 0000 ft Lr Only 00000 in 0000 ft L Only 00000 in 0000 ft S Only 00000 in 0000 ft W Only 00000 in 0000 ft 0350 in 4530 ft E Only 00000 in 0000 ft H Only 00000 in 0000 ft 37

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Typ Wall Stud main Floor @24" oc Printed: 21 JUN 2016, 2:48PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Trim upper floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 20797 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 5800 5800 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 : 13406 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 = 03637 : 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 0900 0780 01586 PASS 00 ft 00 PASS 750 ft +D+L+H 1000 0750 01484 PASS 00 ft 00 PASS 750 ft +D+Lr+H 1250 0676 03054 PASS 00 ft 00 PASS 750 ft +D+S+H 1150 0705 03637 PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+H 1250 0676 02619 PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+H 1150 0705 03071 PASS 00 ft 00 PASS 750 ft +D+060W+H 1600 0585 01190 PASS 00 ft 00 PASS 750 ft +D+070E+H 1600 0585 01190 PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+0450W+H 1600 0585 02367 PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+0450W+H 1600 0585 02662 PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+05250E+H 1600 0585 02662 PASS 00 ft 00 PASS 750 ft +060D+060W+060H 1600 0585 007137 PASS 00 ft 00 PASS 750 ft NDS 1532 39

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Trim upper floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1600 0585 007137 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 Reaction @ Base @ Top @ Base @ Top @ 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 00000 in 0000 ft +D+L+H 00000 in 0000 ft +D+Lr+H 00000 in 0000 ft +D+S+H 00000 in 0000 ft +D+0750Lr+0750L+H 00000 in 0000 ft +D+0750L+0750S+H 00000 in 0000 ft +D+060W+H 00000 in 0000 ft +D+070E+H 00000 in 0000 ft +D+0750Lr+0750L+0450W+H 00000 in 0000 ft +D+0750L+0750S+0450W+H 00000 in 0000 ft +D+0750L+0750S+05250E+H 00000 in 0000 ft +060D+060W+060H 00000 in 0000 ft +060D+070E+060H 00000 in 0000 ft D Only 00000 in 0000 ft Lr Only 00000 in 0000 ft L Only 00000 in 0000 ft S Only 00000 in 0000 ft W Only 00000 in 0000 ft E Only 00000 in 0000 ft H Only 00000 in 0000 ft 40

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Trim upper floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Trim main floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 20797 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 5800 5800 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 : 13406 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 = 05047 : 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 0900 0780 02029 PASS 00 ft 00 PASS 750 ft +D+L+H 1000 0750 01899 PASS 00 ft 00 PASS 750 ft +D+Lr+H 1250 0676 03422 PASS 00 ft 00 PASS 750 ft +D+S+H 1150 0705 05047 PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+H 1250 0676 02987 PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+H 1150 0705 04224 PASS 00 ft 00 PASS 750 ft +D+060W+H 1600 0585 01522 PASS 00 ft 00 PASS 750 ft +D+070E+H 1600 0585 01522 PASS 00 ft 00 PASS 750 ft +D+0750Lr+0750L+0450W+H 1600 0585 0270 PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+0450W+H 1600 0585 03662 PASS 00 ft 00 PASS 750 ft +D+0750L+0750S+05250E+H 1600 0585 03662 PASS 00 ft 00 PASS 750 ft NDS 1532 42

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Trim main floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1600 0585 009132 PASS 00 ft 00 PASS 750 ft +060D+070E+060H 1600 0585 009132 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 Reaction @ Base @ Top @ Base @ Top @ 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 00000 in 0000 ft +D+L+H 00000 in 0000 ft +D+Lr+H 00000 in 0000 ft +D+S+H 00000 in 0000 ft +D+0750Lr+0750L+H 00000 in 0000 ft +D+0750L+0750S+H 00000 in 0000 ft +D+060W+H 00000 in 0000 ft +D+070E+H 00000 in 0000 ft +D+0750Lr+0750L+0450W+H 00000 in 0000 ft +D+0750L+0750S+0450W+H 00000 in 0000 ft +D+0750L+0750S+05250E+H 00000 in 0000 ft +060D+060W+060H 00000 in 0000 ft +060D+070E+060H 00000 in 0000 ft D Only 00000 in 0000 ft Lr Only 00000 in 0000 ft L Only 00000 in 0000 ft S Only 00000 in 0000 ft W Only 00000 in 0000 ft E Only 00000 in 0000 ft H Only 00000 in 0000 ft 43

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : Trim main floor Printed: 22 JUN 2016, 3:03PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : King upper floor Printed: 21 JUN 2016, 2:55PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 20797 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 5800 5800 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 : 14479 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 = 01410 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = 05455 : 1 Maximum SERVICE Lateral Load Reactions +D+060W+H Top along Y-Y 05711 k Bottom along Y-Y 05711 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 04148 in at 4077 ft above base Applied Axial 06895 k for load combination : W Only Applied Mx 06938 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 = 01442 : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear 62296 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 0900 0735 008510 PASS 00 ft 00 PASS 810 ft +D+L+H 1000 0700 008035 PASS 00 ft 00 PASS 810 ft +D+Lr+H 1250 0620 01674 PASS 00 ft 00 PASS 810 ft +D+S+H 1150 0651 01978 PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+H 1250 0620 01437 PASS 00 ft 00 PASS 810 ft +D+0750L+0750S+H 1150 0651 01672 PASS 00 ft 00 PASS 810 ft +D+060W+H 1600 0526 05455 PASS 4077 ft 01442 PASS 00 ft +D+070E+H 1600 0526 006689 PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+0450W+H 1600 0526 04477 PASS 4023 ft 01082 PASS 00 ft NDS 1532 45

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : King upper floor Printed: 21 JUN 2016, 2:55PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1600 0526 04588 PASS 4023 ft 01082 PASS 00 ft +D+0750L+0750S+05250E+H 1600 0526 01488 PASS 00 ft 00 PASS 810 ft +060D+060W+060H 1600 0526 05304 PASS 4077 ft 01442 PASS 00 ft +060D+070E+060H 1600 0526 004014 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 Reaction @ Base @ Top @ Base @ Top @ 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 0343 0343 k 0689 k +D+070E+H k k 0689 k +D+0750Lr+0750L+0450W+H k 0257 0257 k 1364 k +D+0750L+0750S+0450W+H k 0257 0257 k 1533 k +D+0750L+0750S+05250E+H k k 1533 k +060D+060W+060H k 0343 0343 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 0571 0571 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 00000 in 0000 ft +D+L+H 00000 in 0000 ft +D+Lr+H 00000 in 0000 ft +D+S+H 00000 in 0000 ft +D+0750Lr+0750L+H 00000 in 0000 ft +D+0750L+0750S+H 00000 in 0000 ft +D+060W+H 00000 in 0000 ft 0249 in 4077 ft +D+070E+H 00000 in 0000 ft +D+0750Lr+0750L+0450W+H 00000 in 0000 ft 0187 in 4077 ft +D+0750L+0750S+0450W+H 00000 in 0000 ft 0187 in 4077 ft +D+0750L+0750S+05250E+H 00000 in 0000 ft +060D+060W+060H 00000 in 0000 ft 0249 in 4077 ft +060D+070E+060H 00000 in 0000 ft D Only 00000 in 0000 ft Lr Only 00000 in 0000 ft L Only 00000 in 0000 ft S Only 00000 in 0000 ft W Only 00000 in 0000 ft 0415 in 4077 ft E Only 00000 in 0000 ft H Only 00000 in 0000 ft 46

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : King upper floor Printed: 21 JUN 2016, 2:55PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : King main floor Printed: 22 JUN 2016, 3:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 20797 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 5800 5800 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 : 14479 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 = 01410 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = 05588 : 1 Maximum SERVICE Lateral Load Reactions +D+060W+H Top along Y-Y 05711 k Bottom along Y-Y 05711 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 04148 in at 4077 ft above base Applied Axial 09075 k for load combination : W Only Applied Mx 06938 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 = 01442 : 1 Bending Compression Tension +D+060W+H Location of maxabove base 00 ft Applied Design Shear 62296 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 0900 0735 01120 PASS 00 ft 00 PASS 810 ft +D+L+H 1000 0700 01058 PASS 00 ft 00 PASS 810 ft +D+Lr+H 1250 0620 01904 PASS 00 ft 00 PASS 810 ft +D+S+H 1150 0651 02848 PASS 00 ft 00 PASS 810 ft +D+0750Lr+0750L+H 1250 0620 01667 PASS 00 ft 00 PASS 810 ft +D+0750L+0750S+H 1150 0651 02384 PASS 00 ft 00 PASS 810 ft +D+060W+H 1600 0526 05588 PASS 4077 ft 01442 PASS 00 ft +D+070E+H 1600 0526 008804 PASS 00 ft 00 PASS 810 ft NDS 1532 48

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : King main floor Printed: 22 JUN 2016, 3:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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 1600 0526 04622 PASS 4023 ft 01082 PASS 00 ft +D+0750L+0750S+0450W+H 1600 0526 05091 PASS 4023 ft 01082 PASS 00 ft +D+0750L+0750S+05250E+H 1600 0526 02121 PASS 00 ft 00 PASS 810 ft +060D+060W+060H 1600 0526 05373 PASS 4077 ft 01442 PASS 00 ft +060D+070E+060H 1600 0526 005283 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 Reaction @ Base @ Top @ Base @ Top @ 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 0343 0343 k 0907 k +D+070E+H k k 0907 k +D+0750Lr+0750L+0450W+H k 0257 0257 k 1582 k +D+0750L+0750S+0450W+H k 0257 0257 k 2186 k +D+0750L+0750S+05250E+H k k 2186 k +060D+060W+060H k 0343 0343 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 0571 0571 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 00000 in 0000 ft +D+L+H 00000 in 0000 ft +D+Lr+H 00000 in 0000 ft +D+S+H 00000 in 0000 ft +D+0750Lr+0750L+H 00000 in 0000 ft +D+0750L+0750S+H 00000 in 0000 ft +D+060W+H 00000 in 0000 ft 0249 in 4077 ft +D+070E+H 00000 in 0000 ft +D+0750Lr+0750L+0450W+H 00000 in 0000 ft 0187 in 4077 ft +D+0750L+0750S+0450W+H 00000 in 0000 ft 0187 in 4077 ft +D+0750L+0750S+05250E+H 00000 in 0000 ft +060D+060W+060H 00000 in 0000 ft 0249 in 4077 ft +060D+070E+060H 00000 in 0000 ft D Only 00000 in 0000 ft Lr Only 00000 in 0000 ft L Only 00000 in 0000 ft S Only 00000 in 0000 ft W Only 00000 in 0000 ft 0415 in 4077 ft E Only 00000 in 0000 ft H Only 00000 in 0000 ft 49

683 N Five Mile Rd Wood Column Lic # : KW-06009774 Description : King main floor Printed: 22 JUN 2016, 3:04PM S:\_SE Projects\Lawson Design Inc\2016 Projects\SE16-181 Hines Park Building 3\Calcs\Hines Park Building 3ec6 ENERCALC, INC 1983-2016, 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

Project Name: Hines Park Building 3 SE Project No: SE16-181 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

Project Name: Hines Park Building 3 SE Project No: SE16-181 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)= 0045 460 ft Seismic Cs (2-2)= 0045 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^2 1 2 1-1 Direction Seismic Weight Summary: Roof: Floor: Roofing = 38100 lb Floor Framing = 31500 lb Walls = 13500 lb Walls = 19800 lb Roof Trib Weight = 51600 lb Interior Partitions = 21000 lb Floor Trib Weight = 72300 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 51600 lb 2383 1229628 lb 0576 2276 Floor 72300 lb 125 903750 lb 0424 1673 2133378 lb 100 3948 Wind Load: Roof (Pend*2*a+Pint*(X-2*a)*((Roof-UpFlrPltHt)+(UpFlrPltHt-FlrHt)/2)*6 = 11639 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 = 18562 lb Wind Governs Seismic = Cs/14 * (Sum Level Weights) = 3948 lb 52

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