Michael Faller. October 19, Destiny Industries, LLC 250 RW Bryant Rd Moultrie, GA RE: MFT2437-MD NTA JOB NUMBER: DES

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1 October 19, 2016 Destiny Industries, LLC 250 RW Bryant Rd Moultrie, GA RE: MFT2437-MD NTA JOB NUMBER: DES Dear John Olmstead: The referenced manufactured building has been reviewed and approved. NTA, Inc. certifies this plan is in compliance with 2014 Florida Codes with 2016 Supplements as referenced in the approved drawings. This approval covers the factory build structure only. Any alterations to the factory built structure, on site, voids the approval. This plan is subject to the following limitations: 1. This plan is NOT approved for High Velocity Hurricane Zone (i.e. Broward and Dade Counties). 2. Signed and sealed plans are on file with NTA, Inc. 3. The Chapter 633 Plan Review and Inspection shall be conducted by the local fire safety inspector. 4. Items installed on site are subject to review and approval by the local authority having jurisdiction. Please reference the list of site installed items on the approved plans. 5. This review included products for compliance with or FAC Chapter 61G20-3. If you have any additional questions or comments regarding this matter please contact me at your convenience at (574) Respectfully, Michael Faller Michael Faller Account Manager NTA, Inc. Florida Plan Approval Letter Page 1 of 1

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17 Job: MD Load Short Form Date: 8/19/16 By: AMS of Indiana, Inc. Entire House AMS of Indiana, Inc E. Jackson Blvd., Elkhart, IN Phone: (574) Fax: (574) For: DESTINY HOMES MD Project Information Design Information Outside db ( F) Inside db ( F) Design TD ( F) Daily range Inside humidity (%) Moisture difference (gr/lb) Htg Clg L Method Construction quality Fireplaces Infiltration Simplified Average 0 HEATING EQUIPMENT COOLING EQUIPMENT Make Generic Make Generic Trade Trade Model AFUE 100 Cond SEER 13.0 AHRI ref Coil AHRI ref Efficiency 100 AFUE Efficiency 11.6 EER, 13 SEER Heating input 3.1 kw Sensible cooling Btuh Heating output Btuh Latent cooling 7905 Btuh Temperature rise 12 F Total cooling Btuh Actual air flow 810 cfm Actual air flow 810 cfm Air flow factor cfm/btuh Air flow factor cfm/btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.72 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft²) (Btuh) (Btuh) (cfm) (cfm) M BED WIC BA UTILITY KIT\DIN\LIV C GC FURN BED BED M BA C HALL Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Right-Suite Universal RSU02009 F:\DS\Destiny Homes\MD rup Calc = MJ8 Front Door faces: SW 2016-Aug-19 14:49:39 Page 1

18 Entire House Other equip loads RSM Latent cooling 7453 TOTALS Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Right-Suite Universal RSU02009 F:\DS\Destiny Homes\MD rup Calc = MJ8 Front Door faces: SW 2016-Aug-19 14:49:39 Page 2

19 Job: MD Project Summary Date: 8/19/16 By: AMS of Indiana, Inc. Entire House AMS of Indiana, Inc E. Jackson Blvd., Elkhart, IN Phone: (574) Fax: (574) Project Information For: DESTINY HOMES MD Notes: Design Information Weather: Key West Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 50 F Outside db 92 F Inside db 70 F Inside db 75 F Design TD 20 F Design TD 17 F Daily range L Relative humidity 50 % Moisture difference 75 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 6696 Btuh Structure Btuh Ducts 2763 Btuh Ducts 3417 Btuh Central vent (58 cfm) 1265 Btuh Central vent (58 cfm) 1081 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Infiltration Equipment sensible load Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3159 Btuh Ducts 1370 Btuh Heating Cooling Central vent (58 cfm) 2924 Btuh Area (ft²) Equipment latent load 7453 Btuh Volume (ft³) Air changes/hour Equipment total load Btuh Equiv. AVF (cfm) Req. total capacity at 0.70 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make Generic Make Generic Trade Trade Model AFUE 100 Cond SEER 13.0 AHRI ref Coil AHRI ref Efficiency 100 AFUE Efficiency 11.6 EER, 13 SEER Heating input 3.1 kw Sensible cooling Btuh Heating output Btuh Latent cooling 7905 Btuh Temperature rise 12 F Total cooling Btuh Actual air flow 810 cfm Actual air flow 810 cfm Air flow factor cfm/btuh Air flow factor cfm/btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.72 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Right-Suite Universal RSU02009 F:\DS\Destiny Homes\MD rup Calc = MJ8 Front Door faces: SW 2016-Aug-19 14:49:39 Page 1

20 N 1ST FLOOR WIC BA UTILITY M BED 84 cfm 6 " 84 cfm 6 " 21 cfm 28 cfm 30 cfm 5 " 5 " 5 " 8 " HALL 6 " 12 " 810 cfm 14 " 6 " 99 cfm 99 cfm 6 " KIT\DIN\LIV FURN M BA 84 cfm 6 " BED 3 6 " 79 cfm 8 " BED 2 6 " GC 90 cfm 6 " 6 " 99 cfm 99 cfm C3 C2 Job #: MD Performed by AMS of Indiana, Inc. for: DESTINY HOMES MD AMS of Indiana, Inc E. Jackson Blvd. Elkhart, IN Phone: (574) Fax: (574) eng-ams@comcast.net Scale: 1 : 83 Page 1 Right-Suite Universal RSU Aug-19 14:49:41...\Destiny Homes\MD rup

21 Job: MD Duct System Summary Date: 8/19/16 By: AMS of Indiana, Inc. Entire House AMS of Indiana, Inc E. Jackson Blvd., Elkhart, IN Phone: (574) Fax: (574) For: DESTINY HOMES MD Project Information Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.04 in H2O 0.04 in H2O Available static pressure 0.26 in H2O 0.26 in H2O Supply / return available pressure / in H2O / in H2O Lowest friction rate in/100ft in/100ft Actual air flow 810 cfm 810 cfm Total effective length (TEL) 230 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk BA BED 2 BED 3 KIT\DIN\LIV KIT\DIN\LIV-A KIT\DIN\LIV-B KIT\DIN\LIV-C M BA M BED M BED-A UTILITY WIC h h c c c c c h c c h h x 0 0x 0 0x 0 0x 0 0x 0 0x 0 0x 0 0x 0 0x 0 0x 0 0x 0 0x 0 VlFx VlFx VlFx VlFx VlFx VlFx VlFx VlFx VlFx VlFx VlFx VlFx st4 st2 st1 st1 st2 st3 st3 st4 st4 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF x 0 VinlFlx st3 Peak AVF x 0 VinlFlx st1 st4 Peak AVF x 0 VinlFlx st1 st1 Peak AVF x 0 VinlFlx Right-Suite Universal RSU02009 F:\DS\Destiny Homes\MD rup Calc = MJ8 Front Door faces: SW 2016-Aug-19 14:49:39 Page 1

22 Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb1 0x x 0 VlFx Right-Suite Universal RSU02009 F:\DS\Destiny Homes\MD rup Calc = MJ8 Front Door faces: SW 2016-Aug-19 14:49:39 Page 2

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25 Erik Myers PE, PLLC 10/18/2016 Destiny Industries, LLC MD Page Design Criteria & Load Cases 1 2 MWFRS Design 3 4 Uplift Connections 5 6 Headers / Studs / Connections 7 18 Endwall Rim Joists Overhang Oct 18, 2016

26 Design Criteria ASCE 7 10 Erik Myers PE, PLLC 8/31/2016 Total Width = ft Stories = 1 Module Width = ft Wall Height = 9 ft Length = 50 ft Sidewall Eave Height = 10 ft Roof Slope = 2.28 /12 Foundation Height = 9 ft Roof Angle = ⁰ Roof Projection = 3.00 ft Sidewall OH = 12 in Mean Roof Height = ft Endwall OH = 12 in Min. Mean Roof Height = 21 ft Wind Loads Components and Cladding Wind Speed = 180 mph + Exposure = D Zone psf Wind Pressure qh = 46.0 psf Zone psf Zone 2 OH Design Loads Zone psf Floor Live = 40 psf Zone 3 OH Floor Dead = 10 psf Zone psf Wall Dead = 45 plf Zone psf Roof Dead = 14 psf Main Wind Force Resisting System Roof Loads Trans Long Roof Live = 20 psf Wall psf EZ Min. Roof Live = 20 psf Roof psf Ground Snow = 0 psf Wall psf IZ Flat Roof Snow = 0.0 psf Roof psf Sloped Roof Snow = 0.0 psf Max Unbalanced = 0.0 psf Soffit Loading for Overhang Positive = 57.0 psf Negative = 69.1 psf 1

27 Erik Myers PE, PLLC 8/31/2016 Design Criteria Building Dimensions Wind Speed: 180 mph Length: 50 ft Wind Exposure: D Width: ft Mean Roof Height: ft Module Width: ft Roof Live Load: 20 psf Wall Height: 9 ft Roof Dead Load: 14 psf Roof Pitch: 2.28 /12 Wall Dead Load: 45 plf Truss Spacing: 16 in Floor Live Load: 40 psf Heel Height: 4.75 in Floor Dead Load: 10 psf Attic Live Load: 40 psf Truss Reactions Sidewall Matewall Uplift 453 lbs 496 lbs Gravity 304 lbs 304 lbs Vertical Load Cases Roof Level D 94 plf 94 plf L 0 plf 0 plf Lr 134 plf 134 plf W 660 plf 714 plf.75(l+lr) 101 plf 101 plf D+L 94 plf 94 plf D+Lr 228 plf 228 plf D+.75(L+Lr) 194 plf 194 plf.6d+.6w 340 plf 372 plf Floor Level D 206 plf 206 plf L 267 plf 267 plf Lr 134 plf 134 plf W 660 plf 714 plf.75(l+lr) 301 plf 301 plf D+L 472 plf 472 plf D+Lr 340 plf 340 plf D+.75(L+Lr) 506 plf 506 plf.6d+.6w 273 plf 305 plf 2

28 Erik Myers PE, PLLC 8/31/2016 Wind Design ASCE 7 10 MWFRS Horizontal Loads Wind Speed: 180 mph Trans Long Wind Exposure: D EZ Wall psf Mean Roof Height: ft Roof psf Length: 50 ft IZ Wall psf Width: ft Roof psf Module Width: ft EZ 2a = 6 ft Wall Height: 9 ft Wall Sheathing Suction W = 109 lbs Roof Pitch: 2.28 /12 Stud Spacing = 16 in Truss Spacing: 16 in Edge Field Roof Projection: 3.00 ft Zone psf 6 12 in o.c. Zone psf 6 12 in o.c. Wind Load at Roof Level Perpendicular to Ridge: 4358 lbs Parallel to Ridge: 2833 lbs Wind Load at Floor Level Perpendicular to Ridge: Parallel to Ridge: 9684 lbs 5428 lbs Shearwalls Transverse FHS Unit Shear Overturning Moment Shearwall ft 177 plf 1590 lbs Shearwall ft 192 plf 1730 lbs Longitudinal Shearwall ft 85 plf 769 lbs Co = plf 931 lbs Shearwall ft 110 plf 993 lbs Co = plf 1119 lbs 7/16" Sheathing 6" o.c. 4" o.c. 3" o.c 2" o.c..113"x2.38" nails 252 plf 378 plf 504 plf 644 plf.131" nails 365 plf 530 plf 685 plf 895 plf Bottom Plate to Floor w/ 16d nails Z = 246 lbs Out of Plane F = 164 plf 3 nails / bay = 369 plf Allowable In Plane shear = plf Sliding Force Perpendicular to Ridge: 9684 lbs Unit Shear: 363 plf Parallel to Ridge: 5428 lbs Unit Shear: 123 plf.162 " toe nail Z = 204 lbs 6" o.c. = 408 plf OSB w/.131" Z = 108 lbs 3" o.c. = 432 plf 3

29 Roof Diaphragm Erik Myers PE, PLLC 8/31/2016 Roof Diaphragm V = 4358 lbs 7/16" sheathing w/.113" nails: 250 plf Unit shear = 152 plf 6" o.c. edge, 12" o.c. field Floor Diaphragm V = 5326 lbs 19/32" sheathing w/.099" nails: 210 plf Unit shear = 200 plf 6" o.c. edge, 6" o.c. field Components and Cladding Loading Wind Speed: 180 mph Wall Framing Spacing: 16 in Exposure: D Roof Framing Spacing: 16 in C+C (psf) + Zone psf Zone psf Zone 2 OH psf Zone psf Zone 3 OH psf Zone psf Zone psf Suction Fastening Requirements (spacing limited to diaphragm spacing requirements) Fastener =.113"x2.38" nail W = 109 lbs Edge Field Zone in o.c. Zone in o.c. Zone 2 OH in o.c. Zone in o.c. Zone 3 OH in o.c. Zone in o.c. 4

30 Uplift Connections Erik Myers PE, PLLC 8/31/2016 Truss Reactions Sidewall Matewall Horiz. = 219 lbs Gravity = 304 lbs Uplift = 453 lbs Uplift = 496 lbs Simpson H2.5A 600 lbs OK for Uplift Use Simpson H2.5A strap each truss OSB Overlap at Top Plate F = 340 plf Minimum 7/16" sheathing with.113 nails Z = 94 lbs Nail Spacing = 3 inches o.c. Rows = One Row Lap Sheathing Over Top Plate and Fasten with One Row of.113 nails at 3 inches o.c. Horizontal Connection #8 Toe Screw 134 lbs F = 219 lbs 2 fasteners required Use (2) #8 Toe Screws each truss Girder Connection Over Openings Truss to Girder.131"x3" nail F = 496 lbs Uplift Controls Qty Required = 6 Use (6).131"x3" nails each truss Uplift Strap Connection at Matewall F = 496 lbs OK for Uplift LSTA9 740 lbs Use LSTA9 strap 16 inches o.c., rail to stud Spacing = 24 inches o.c. 5

31 Uplift Connection at Floor Erik Myers PE, PLLC 8/31/2016 Sidewall F = 464 plf Option 1 w/ Straps LSTA9 740 lbs Strap Spacing = 19 inches o.c. Use LSTA9 strap 16 inches o.c., w/ (5).131"nails Option 2 w/ OSB Overlap F = 464 plf Minimum 7/16" sheathing with.113 nails Z = 94 lbs Nail Spacing = 2 inches o.c. Rows = One Row Lap Sheathing Over Band and Fasten with One Row of.113 nails at 2 inches o.c. Matewall F = LSTA9 372 plf 740 lbs Option 1 Straps with Full Nail Quota Ok for Uplift Use LSTA9 strap 16 inches o.c., rail to stud 6

32 Erik Myers PE, PLLC 8/31/2016 Matewall Header Species = Murphy W = -372 plf Ld = 1.6 Grade = LVL LL = 134 plf Ld = 1 b = 1.5 in DL = 94 plf d = 16 in LL = L/ 240 A = in^2 TL = L/ 180 S = in^3 W = L/ 240 I = in^4 Qty = 1 Span = 214 in Fb = 3100 psi Fv = 290 psi L+D W E = psi F'b = psi F'b = psi Lr = 1 F'v = 290 psi F'v = 464 psi Cfb = 1 L+D W Mu = in-lbs Mu = in-lbs Mn = in-lbs OK Mn = in-lbs OK L+D W Vu = 2033 lbs Vu = lbs Vn = 4640 lbs OK Vn = 7424 lbs OK LL = 0.30 in Allowable LL = 0.89 in OK TL = 0.40 in Allowable TL = 1.19 in OK W = 0.83 in Allowable TL = 0.89 in OK Reaction Uplift Reaction F = 2033 lbs F = lbs Use (1) 1.5 x 16 LVL for 17' 10" span 7

33 Erik Myers PE, PLLC 8/31/2016 Matewall Header Species = SYP W = -372 plf Ld = 1.6 Grade = #2 LL = 134 plf Ld = 1 b = 1.5 in DL = 94 plf d = 5.5 in LL = L/ 240 A = 8.25 in^2 TL = L/ 180 S = 7.56 in^3 W = L/ 240 I = in^4 Qty = 1 Span = 34 in Fb = 1000 psi Fv = 175 psi L+D W E = psi F'b = psi F'b = psi Lr = 1 F'v = 175 psi F'v = 280 psi Cfb = 1 L+D W Mu = in-lbs Mu = in-lbs Mn = in-lbs OK Mn = in-lbs OK L+D W Vu = 323 lbs Vu = lbs Vn = lbs OK Vn = 1540 lbs OK LL = 0.01 in Allowable LL = 0.14 in OK TL = 0.01 in Allowable TL = 0.19 in OK W = 0.02 in Allowable TL = 0.14 in OK Reaction Uplift Reaction F = 323 lbs F = -527 lbs Use (1) 2 x 6 #2 SYP for 2' 10" span 8

34 Matewall Stud W = -372 plf L = 108 in Ke = 1 DL = 94 plf d = 3.5 in le = 108 in LL = 134 plf t = 1.5 in le/d = < 50 OK span = 214 in Cd = 1 Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1 Fb psi Ft psi Fv psi Fc psi Fc psi E psi Emin psi #3 SYP Qty A (in^2) S (in^3) I (in^4) F'b psi F'c psi Axial Compression Qty FcE psi αc Cp F'c psi fc psi fc/f'c Capacity NG 1863 lbs OK 3726 lbs OK 5589 lbs Lateral Bending W = 5 psf Qty M (in-lbs) F'c psi fb psi fb/f'c OK OK OK Combined Stresses Qty Axial Lateral Combined Max Axial Combined NG OK 3600 lbs OK 5946 lbs Reaction Uplift Reaction F = 2185 lbs F = lbs Use (2) 2 x 4 #3 SYP for 17' 10" span Erik Myers PE, PLLC 8/31/2016 9

35 Matewall Stud W = -372 plf L = 108 in Ke = 1 DL = 94 plf d = 3.5 in le = 108 in LL = 134 plf t = 1.5 in le/d = < 50 OK span = 34 in Cd = 1 Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1 Fb psi Ft psi Fv psi Fc psi Fc psi E psi Emin psi #3 SYP Qty A (in^2) S (in^3) I (in^4) F'b psi F'c psi Axial Compression Qty FcE psi αc Cp F'c psi fc psi fc/f'c Capacity OK 1863 lbs OK 3726 lbs OK 5589 lbs Lateral Bending W = 5 psf Qty M (in-lbs) F'c psi fb psi fb/f'c OK OK OK Combined Stresses Qty Axial Lateral Combined Max Axial Combined OK 1666 lbs OK 3820 lbs OK 6011 lbs Reaction Uplift Reaction F = 475 lbs F = -775 lbs Use (1) 2 x 4 #3 SYP for 2' 10" span Erik Myers PE, PLLC 8/31/

36 Floor Rim Band Spans LLΔ = L/ 360 TLΔ = L/ 240 Sidewall Loading Matewall Loading Floor Load Only LL = 301 plf LL = 301 plf LL = 267 plf DL = 206 plf DL = 206 plf DL = 66.7 plf Erik Myers PE, PLLC 8/31/2016 Sidewall Loading Qty b d Spc Grade Fb Fb' Fv E SP # SP # SP # SP # A S I M V LL TL Max Span in in in in Matewall Loading Qty b d Spc Grade Fb Fb' Fv E SP # SP # SP # SP # A S I M V LL TL Max Span in in in in Floor Loading Qty b d Spc Grade Fb Fb' Fv E SP # SP # SP # SP # Summary (2) #2 SP 2x12 (3) #2 SP 2x12 (2) #2 SP 2x10 A S I M V LL TL Max Span in in in in Sidewall - no Max Spans splice 1 splice 2 Matewall 1 Floor Only 1 Sidewall w/ 1 7' 11" 5' 8" 7' 11" 9' 9" 10' 5" 7' 11" 10' 4" 12' 10" 6' 9" 4' 9" 6' 9" 8' 4" (3) #2 SP 2x10 8' 10" 6' 9" 8' 10" 10' 11" Notes: 1. Rim joist splices at support locations. 2. One rim spliced between support locations. 11

37 Sidewall Stud W = -340 plf L = in Ke = 1 DL = 94 plf d = 5.5 in le = in LL = 134 plf t = 1.5 in le/d = < 50 OK span = 38 in Cd = 1 Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1 Fb psi Ft psi Fv psi Fc psi Fc psi E psi Emin psi #2 SYP Qty A (in^2) S (in^3) I (in^4) F'b psi F'c psi Axial Compression Qty FcE psi αc Cp F'c psi fc psi fc/f'c Capacity OK 7281 lbs OK lbs OK lbs Lateral Bending W = 72.7 psf Qty M (in-lbs) F'c psi fb psi fb/f'c OK OK OK Combined Stresses Qty Axial Lateral Combined Max Axial Combined OK 2744 lbs OK lbs OK lbs Reaction Uplift Reaction F = 513 lbs F = -764 lbs Use (1) 2 x 6 #2 SYP for 3' 2" span (1) Jack / (1) Jamb Erik Myers PE, PLLC 8/31/

38 Sidewall Stud W = -340 plf L = in Ke = 1 DL = 94 plf d = 5.5 in le = in LL = 134 plf t = 1.5 in le/d = < 50 OK span = 74 in Cd = 1 Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1 Fb psi Ft psi Fv psi Fc psi Fc psi E psi Emin psi #2 SYP Qty A (in^2) S (in^3) I (in^4) F'b psi F'c psi Axial Compression Qty FcE psi αc Cp F'c psi fc psi fc/f'c Capacity OK 7281 lbs OK lbs OK lbs Lateral Bending W = 72.7 psf Qty M (in-lbs) F'c psi fb psi fb/f'c OK OK OK Combined Stresses Qty Axial Lateral Combined Max Axial Combined OK 2681 lbs OK lbs OK lbs Reaction Uplift Reaction F = 855 lbs F = lbs Use (1) 2 x 6 #2 SYP for 6' 2" span (1) Jack / (1) Jamb Erik Myers PE, PLLC 8/31/

39 Erik Myers PE, PLLC 8/31/2016 Sidewall Header Species = SYP W = -340 plf Ld = 1.6 Grade = #2 LL = 134 plf Ld = 1 b = 1.5 in DL = 94 plf d = 5.5 in LL = L/ 240 A = in^2 TL = L/ 180 S = in^3 W = L/ 240 I = in^4 Qty = 3 Span = 38 in Fb = 1000 psi Fv = 175 psi L+D W E = psi F'b = psi F'b = psi Lr = 1.15 F'v = 175 psi F'v = 280 psi Cfb = 1 L+D W Mu = in-lbs Mu = in-lbs Mn = in-lbs OK Mn = in-lbs OK L+D W Vu = 361 lbs Vu = lbs Vn = lbs OK Vn = 4620 lbs OK LL = 0.00 in Allowable LL = 0.16 in OK TL = 0.00 in Allowable TL = 0.21 in OK W = 0.01 in Allowable TL = 0.16 in OK Reaction Uplift Reaction F = 361 lbs F = -538 lbs Use (3) 2 x 6 #2 SYP for 3' 2" span 14

40 Erik Myers PE, PLLC 8/31/2016 Sidewall Header Species = SYP W = -340 plf Ld = 1.6 Grade = #2 LL = 134 plf Ld = 1 b = 1.5 in DL = 94 plf d = 5.5 in LL = L/ 240 A = in^2 TL = L/ 180 S = in^3 W = L/ 240 I = in^4 Qty = 3 Span = 74 in Fb = 1000 psi Fv = 175 psi L+D W E = psi F'b = psi F'b = psi Lr = 1.15 F'v = 175 psi F'v = 280 psi Cfb = 1 L+D W Mu = in-lbs Mu = in-lbs Mn = in-lbs OK Mn = in-lbs OK L+D W Vu = 703 lbs Vu = lbs Vn = lbs OK Vn = 4620 lbs OK LL = 0.05 in Allowable LL = 0.31 in OK TL = 0.07 in Allowable TL = 0.41 in OK W = 0.13 in Allowable TL = 0.31 in OK Reaction Uplift Reaction F = 703 lbs F = lbs Use (3) 2 x 6 #2 SYP for 6' 2" span 15

41 Erik Myers PE, PLLC 8/31/2016 Sidewall Header at Porch Species = SYP W = -537 plf Ld = 1.6 Grade = #2 LL = 134 plf Ld = 1 b = 1.5 in DL = 94 plf d = 7.25 in LL = L/ 240 A = in^2 TL = L/ 180 S = in^3 W = L/ 180 I = in^4 Qty = 3 Span = 108 in Fb = 925 psi Fv = 175 psi L+D W E = psi F'b = psi F'b = psi Lr = 1.15 F'v = 175 psi F'v = 280 psi Cfb = 1 L+D W Mu = in-lbs Mu = in-lbs Mn = in-lbs OK Mn = in-lbs OK L+D W Vu = 1026 lbs Vu = lbs Vn = lbs OK Vn = 6090 lbs OK LL = 0.10 in Allowable LL = 0.45 in OK TL = 0.13 in Allowable TL = 0.60 in OK W = 0.40 in Allowable TL = 0.60 in OK Reaction Uplift Reaction F = 1026 lbs F = lbs Use (3) 2 x 8 #2 SYP for 9' 0" span 16

42 Header Connections Zone = 5 Zone H = 80 in Zone W = 38 in Wall H = 108 in Stud = 16 in o.c. C+C = 72.7 psf C +C = 327 plf Uplift = 340 plf Erik Myers PE, PLLC 8/31/2016 Fr = F = 472 plf 747 lbs.131" Z = 114 lbs Header to King Stud F = 747 lbs 7 nails Stud to Plate W1 = 48 plf a = 68 in W2 = 164 plf c = 40 in R top = 842 lbs R bot = Max = 725 lbs 842 lbs 8 nails Uplift Truss = F = LSTA15 16 in o.c. 764 lbs 1110 lbs 1 straps 17

43 Header Connections Zone = 5 Zone H = 80 in Zone W = 74 in Wall H = 108 in Stud = 16 in o.c. C+C = 72.7 psf C +C = 327 plf Uplift = 340 plf Erik Myers PE, PLLC 8/31/2016 Fr = F = 472 plf 1454 lbs.131" Z = 114 lbs Header to King Stud F = 1454 lbs 13 nails Stud to Plate W1 = 48 plf a = 68 in W2 = 273 plf c = 40 in R top = 1434 lbs R bot = Max = 1204 lbs 1434 lbs 13 nails Uplift Truss = F = LSTA15 16 in o.c lbs 1110 lbs 2 straps 18

44 COMPANY Erik Myers PE PLLC th St Parkersburg, WV (304) Aug. 31, :40 PROJECT SW1a.wwb Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area (16.0)* psf Load2 Live Full Area (16.0)* psf Load3 Dead Full UDL 60.0 plf Load4 Wind Point lbs Load5 Wind Point lbs Load6 Wind Point lbs Load7 Wind Point lbs Self-weight Dead Full UDL 7.2 plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13'-4" 0' 13'-3.1" Unfactored: Dead Live Wind Factored: Uplift 1010 Total Bearing: Capacity Joist Supports Anal/Des Joist Support Load comb #2 #5 Length Min req'd Cb Cb min Cb support Fcp sup Lumber n-ply, S. Pine, No.2, 2x10, 2-ply (3"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 13'-4.0"; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); 19

45 WoodWorks Sizer SOFTWARE FOR WOOD DESIGN SW1a.wwb WoodWorks Sizer 10.2 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 82 Fv' = 280 fv/fv' = 0.29 Bending(+) fb = 825 Fb' = 920 fb/fb' = 0.90 Live Defl'n 0.15 = <L/ = L/ Total Defl'n 0.45 = L/ = L/ Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' Fb' Fcp' E' 1.4 million Emin' 0.51 million CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D+.6W, V = 1514, V design = 1514 lbs Bending(+): LC #2 = D+L, M = 2943 lbs-ft Deflection: LC #3 = D+.75(L+.6W) (live) LC #3 = D+.75(L+.6W) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 139e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow ) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 20

46 COMPANY Erik Myers PE PLLC th St Parkersburg, WV (304) Aug. 31, :41 PROJECT SW1b.wwb Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area (16.0)* psf Load2 Live Full Area (16.0)* psf Load3 Dead Full UDL 60.0 plf Load4 Wind Point lbs Load5 Wind Point lbs Load6 Wind Point lbs Load7 Wind Point lbs Self-weight Dead Full UDL 7.2 plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13'-4" 0' 13'-3.1" Unfactored: Dead Live Wind Factored: Uplift 1010 Total Bearing: Capacity Joist Supports Anal/Des Joist Support Load comb #5 #2 Length Min req'd Cb Cb min Cb support Fcp sup Lumber n-ply, S. Pine, No.2, 2x10, 2-ply (3"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 13'-4.0"; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); 21

47 WoodWorks Sizer SOFTWARE FOR WOOD DESIGN SW1b.wwb WoodWorks Sizer 10.2 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 73 Fv' = 280 fv/fv' = 0.26 Bending(+) fb = 825 Fb' = 920 fb/fb' = 0.90 Live Defl'n 0.13 = <L/ = L/ Total Defl'n 0.44 = L/ = L/ Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' Fb' Fcp' E' 1.4 million Emin' 0.51 million CRITICAL LOAD COMBINATIONS: Shear : LC #4 =.6D+.6W, V = 1351, V design = 1351 lbs Bending(+): LC #2 = D+L, M = 2943 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 139e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow ) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 22

48 COMPANY Erik Myers PE PLLC th St Parkersburg, WV (304) Aug. 31, :45 PROJECT SW3a.wwb Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area (1.33)* psf Load2 Live Full Area (1.33)* psf Load3 Dead Full UDL 60.0 plf Load4 Wind Point lbs Load5 Wind Point lbs Self-weight Dead Full UDL 10.8 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13'-4" 0' 13'-3.2" Unfactored: Dead Live Wind Factored: Uplift 850 Total Bearing: Capacity Beam Supports Anal/Des Beam Support Load comb #5 #2 Length Min req'd Cb Cb min Cb support Fcp sup Lumber n-ply, S. Pine, No.2, 2x10, 3-ply (4-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 13'-4.0"; Service: wet; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); 23

49 WoodWorks Sizer SOFTWARE FOR WOOD DESIGN SW3a.wwb WoodWorks Sizer 10.2 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 61 Fv' = 272 fv/fv' = 0.23 Bending(+) fb = 1188 Fb' = 1434 fb/fb' = 0.83 Live Defl'n 0.31 = L/ = L/ Total Defl'n 0.62 = L/ = L/ Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' Fb' Fcp' E' 1.4 million Emin' 0.51 million CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D+.6W, V = 1772, V design = 1704 lbs Bending(+): LC #5 = D+.6W, M = 6353 lbs-ft Deflection: LC #4 =.6D+.6W (live) LC #5 = D+.6W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 139e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow ) Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 24

50 COMPANY Erik Myers PE PLLC th St Parkersburg, WV (304) Aug. 31, :45 PROJECT SW3b.wwb Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area (1.33)* psf Load2 Live Full Area (1.33)* psf Load3 Dead Full UDL 60.0 plf Load4 Wind Point lbs Load5 Wind Point lbs Self-weight Dead Full UDL 10.8 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13'-4" 0' 13'-3.2" Unfactored: Dead Live Wind Factored: Uplift 847 Total Bearing: Capacity Beam Supports Anal/Des Beam Support Load comb #2 #5 Length Min req'd Cb Cb min Cb support Fcp sup Lumber n-ply, S. Pine, No.2, 2x10, 3-ply (4-1/2"x9-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 13'-4.0"; Service: wet; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); 25

51 WoodWorks Sizer SOFTWARE FOR WOOD DESIGN SW3b.wwb WoodWorks Sizer 10.2 Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 170 fv/fv' = 0.17 Bending(+) fb = 565 Fb' = 907 fb/fb' = 0.62 Bending(-) fb = 712 Fb' = 1434 fb/fb' = 0.50 Live Defl'n = L/ = L/ Total Defl'n = L/ = L/ Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' Fb' Fb' Fcp' E' 1.4 million Emin' 0.51 million CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 912, V design = 802 lbs Bending(+): LC #2 = D+L, M = 3023 lbs-ft Bending(-): LC #4 =.6D+.6W, M = 3807 lbs-ft Deflection: LC #4 =.6D+.6W (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 139e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow ) Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 26

52 Erik Myers PE, PLLC 8/31/2016 Overhang Calculation (Cantilever Under Top Chord) Loading Conditions: Loading Conditions: 1 C D : 1 1 LL: 20 psf 2 C D : LL: psf LL L/ 180 DL: 7 psf TL L/ 180 Loading Conditions: Width Depth Species Grade Fb Fv E C F SP # Spacing Qty A in 2 S in 3 I in 4 Cr F'b F'v E' 1a b a b Design Limits Bending Shear Max Span LL TL 1a in OK OK 1b in OK OK 2a in OK OK 2b in OK OK Connections: Overhang L: 6 in Truss Spacing = 16 in Load at Truss Load at Gable 1a 9-1b 9-2a b Worst Case Reactions Normalized to Ld = 1.0 Load at Truss Load at Gable 10 lbs 169 lbs Notes: 1a Overhang loaded only 1b Truss bay loaded only 2a Overhang loaded only 2b Overhang and truss bay loaded Overhang equal to Truss Spacing.131" x 3" nail (Ld=1.0) W = 31 lbs (3) nails per truss = 93 lbs > 10 OK Load at Gable = 169 lbs Bearing on Gable Endwall OK 27

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54 Job Truss M Truss Type MONO TRUSS Qty 1 Ply 1 Destiny 316 GA 156 BOX Ref. # Universal Forest Products Inc., Grand Rapids, MI 49525, Weston Gorby e May MiTek Industries, Inc. Fri Sep 05 10:56: Page 1 of 1 Copyright C 2014 Universal Forest Products, Inc. All Rights Reserved - This replaces the drawing issued on 9/2/ Increased overall length/lowered pitch x x4 4 1x3 3 T1 W Brg x3 3x3 HW1 3x3 2 W3 W2 W1 B x3 1x3 3x **High Wind Speed Truss** Exercise caution to ensure all field connections and reaction supports are properly specified by a design professional to transmit the required forces Plate Offsets (X,Y)-- [1:0-5-3,0-1-8], [4:0-2-0,0-1-0], [6:0-2-4,0-1-4] LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 7.0 SPACING Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.81 BC 0.70 WB 0.25 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl >278 >334 n/a L/d n/a PLATES MT20 GRIP 244/190 Weight: 57 lb FT = 0% REACTIONS. (lb/size) 1=304/0-3-8 (min ), 6=304/0-3-8 (min ) Max Horz 1=219(LC 5) Max Uplift 1=-453(LC 5), 6=-496(LC 5) LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x3 SP No BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-666/1086, 2-3=-641/1087, 3-4=-641/1135, 4-5=-52/17, 5-6=-31/104 BOT CHORD 1-8=-1255/630, 7-8=-1255/630, 6-7=-1255/630 WEBS 3-8=-61/233, 4-6=-708/1410, 4-7=-191/176 Signature is invalid NOTES- 1) This truss has been checked for uniform roof live load only, except as noted. Consult UFP Engineering 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=4.2psf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for for original document. members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle tall by wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint 1 and 496 lb uplift at joint 6. 6) Based on: M ) Revision: Decreased overall length from The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, not necessarily the current state building code. The engineering seal is not an approval to use in a specific state. The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. 9/5/2014 Universal Forest Products, Inc EAST BELTLINE RD, NE WARNING - Verify design parameters and READ NOTES PHONE (616) FAX (616) GRAND RAPIDS, MI Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TPI1. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA, 6300 Enterprise LN, Madison, WI J:\support\MitekSupp\templates\ufp.tpe

55 Job Truss M Truss Type MONO TRUSS Universal Forest Products Inc., Grand Rapids, MI 49525, Michael Adams C Copyright 2014 Universal Forest Products, Inc. All Rights Reserved Qty 1 Ply 1 Destiny 316 GA 156 porch Job Reference e May MiTek Industries, Inc. Mon Sep 08 09:07: Page 1 of x x5 4 brg x5 4x5 2.5x6 2 HW1 T1 1x3 3 W3 W2 W1 8 B x4 1x4 5x5 W **High Wind Speed Truss** Exercise caution to ensure all field connections and reaction supports are properly specified by a design professional to transmit the required forces Plate Offsets (X,Y)-- [1:0-4-3,0-2-0], [4:0-2-4,0-1-4] LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 7.0 SPACING Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.86 BC 0.95 WB 0.53 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl >257 >280 n/a L/d n/a PLATES MT20 GRIP 244/190 Weight: 67 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x3 SP No BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. [P] REACTIONS. (lb/size) 6=304/0-3-8 (min ), 1=304/0-3-8 (min ) Max Horz 1=213(LC 7) Max Uplift 6=-757(LC 5), 1=-716(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-661/2594, 2-3=-642/2596, 3-4=-650/2648, 4-5=-34/8, 5-6=-46/110 BOT CHORD 1-8=-2741/633, 7-8=-2741/633, 6-7=-2741/633 WEBS 3-8=-122/295, 4-6=-696/3029, 4-7=-1143/215 NOTES- (6-7) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=4.2psf; BCDL=4.2psf; h=30ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left and right exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature is invalid 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle tall by wide Consult UFP Engineering will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757 lb uplift at joint 6 and 716 lb uplift for original document. at joint 1. 6) Based on: M ) Revision: Exposed BC to wind for porch The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, not necessarily the current state building code. The engineering seal is not an approval to use in a specific state. The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. 9/8/2014 Universal Forest Products, Inc EAST BELTLINE RD, NE WARNING - Verify design parameters and READ NOTES PHONE (616) FAX (616) GRAND RAPIDS, MI Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder is responsible for lifting methods and system design. Builder responsibilities are defined under TPI1. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA, 6300 Enterprise LN, Madison, WI J:\support\MitekSupp\templates\ufp.tpe

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