Oct 18, 2016 - Florida Building · PDF fileFlorida Plan Approval Letter 2016-07-26 Page 1 of 1...

$Page 1: Oct 18, 2016 - Florida Building · PDF fileFlorida Plan Approval Letter 2016-07-26 Page 1 of 1 ... BA 51 332 322 28 15 UTILITY 53 347 337 30 15 ... M BED WIC BA UTILITY KIT\DIN\LIV$
Florida Plan Approval Letter 2016-07-26 Page 1 of 1

October 19, 2016

Destiny Industries, LLC

250 RW Bryant Rd

Moultrie, GA 31778

RE: MFT2437-MD503-638-108

NTA JOB NUMBER: DES100316-41

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 553.8425 or FAC Chapter 61G20-3.

If you have any additional questions or comments regarding this matter please contact me at your

convenience at (574) 773-7975.

Respectfully,

Michael Faller

Michael Faller

Account Manager

NTA, Inc.

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

. Oct 18, 2016

* 1119 lbs

. Oct 18, 2016

Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.

2016-Aug-19 14:49:39

Right-Suite® Universal 2015 15.0.24 RSU02009 Page 1

F:\DS\Destiny Homes\MD503-638-108.rup Calc = MJ8 Front Door faces: SW

MD503-638-108Job:Load Short Form8/19/16Date:

Entire House AMS of Indiana, Inc.By:

AMS of Indiana, Inc.

3933 E. Jackson Blvd., Elkhart, IN 46516 Phone: (574) 293-5526 Fax: (574) 294-1366 Email: [email protected]

Project Information

DESTINY HOMESFor:MD503-638-108

Design InformationInfiltrationClgHtg

SimplifiedMethod9250Outside db (°F)AverageConstruction quality7570Inside db (°F)

0Fireplaces1720Design TD (°F)L-Daily range

5050Inside humidity (%)7512Moisture difference (gr/lb)

HEATING EQUIPMENT COOLING EQUIPMENT

Make Generic Make GenericTrade TradeModel AFUE 100 Cond SEER 13.0AHRI ref Coil

AHRI refEfficiency 100 AFUE Efficiency 11.6 EER, 13 SEERHeating input kW3.1 Sensible cooling Btuh18445Heating output Btuh10724 Latent cooling Btuh7905Temperature rise °F12 Total cooling Btuh26350Actual air flow cfm810 Actual air flow cfm810Air flow factor cfm/Btuh0.086 Air flow factor cfm/Btuh0.045Static pressure in H2O0.30 Static pressure in H2O0.30Space 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 169 1548 3700 133 167WIC 37 241 234 21 11BA 51 332 322 28 15UTILITY 53 347 337 30 15KIT\DIN\LIV 441 4131 8717 354 394C2 18 0 0 0 0GC 11 0 0 0 0FURN 11 0 0 0 0BED 2 133 1054 1953 90 88BED 3 127 828 1747 71 79M BA 92 979 905 84 41C3 15 0 0 0 0HALL 74 0 0 0 0


2016-Aug-19 14:49:39



Entire House 1231 9459 17914 810 810Other equip loads 1265 1081Equip. @ 0.97 RSM 18445Latent cooling 7453

TOTALS 1231 10724 25898 810 810


2016-Aug-19 14:49:39Right-Suite® Universal 2015 15.0.24 RSU02009 Page 1


MD503-638-108Job:Project Summary 8/19/16Date:




Project Information


Notes:

Design Information

Key West Intl AP, FL, USWeather:

Winter Design Conditions Summer Design Conditions

Outside db °F50 Outside db °F92Inside db °F70 Inside db °F75Design TD °F20 Design TD °F17

Daily range LRelative humidity %50Moisture difference gr/lb75

Heating Summary Sensible Cooling Equipment Load Sizing

Structure Btuh6696 Structure Btuh14497Ducts Btuh2763 Ducts Btuh3417Central vent (58 cfm) 1265 Btuh Central vent (58 cfm) Btuh1081Humidification Btuh0 Blower Btuh0Piping Btuh0Equipment load Btuh10724 Use manufacturer's data n

Rate/swing multiplier 0.97Infiltration Equipment sensible load Btuh18445

Method Latent Cooling Equipment Load SizingSimplifiedConstruction quality Average

0Fireplaces Structure Btuh3159Ducts Btuh1370

CoolingHeating Central vent (58 cfm) Btuh292412311231Area (ft²) Equipment latent load Btuh7453

1107811078Volume (ft³)Air changes/hour 0.230.45 Equipment total load Btuh25898Equiv. AVF (cfm) 4283 Req. total capacity at 0.70 SHR ton2.2

Heating Equipment Summary Cooling Equipment Summary

Make Generic Make GenericTrade TradeModel AFUE 100 Cond SEER 13.0AHRI ref Coil

AHRI refEfficiency 100 AFUE Efficiency 11.6 EER, 13 SEERHeating input kW3.1 Sensible cooling Btuh18445Heating output Btuh10724 Latent cooling Btuh7905Temperature rise °F12 Total cooling Btuh26350Actual air flow cfm810 Actual air flow cfm810Air flow factor cfm/Btuh0.086 Air flow factor cfm/Btuh0.045Static pressure in H2O0.30 Static pressure in H2O0.30Space thermostat Load sensible heat ratio 0.72

Job #: MD503-638-108Performed by AMS of Indiana, Inc. for:

DESTINY HOMESMD503-638-108


3933 E. Jackson Blvd.Elkhart, IN 46516

Phone: (574) 293-5526 Fax: (574) [email protected]

Scale: 1 : 83

Page 1Right-Suite® Universal 2015

15.0.24 RSU020092016-Aug-19 14:49:41

...\Destiny Homes\MD503-638-108.rup

N

1ST FLOOR

M BED

WIC BA UTILITY

KIT\DIN\LIV

C2

GC

FURN

BED 2BED 3M BA

C3

HALL810 cfm

14 "

99 cfm 99 cfm

99 cfm 99 cfm90 cfm79 cfm84 cfm

84 cfm28 cfm 30 cfm21 cfm84 cfm

6 " 6 "

6 "

12 "

6 "5 "5 "5 "6 "6 "

6 "

6 "

6 "

8 "

8 "

6 "

2016-Aug-19 14:49:39



MD503-638-108Job:Duct System Summary8/19/16Date:




Project Information


CoolingHeatingExternal static pressure in H2O0.30in H2O0.30Pressure losses in H2O0.04in H2O0.04Available static pressure in H2O0.26in H2O0.26Supply / return available pressure 0.188 / 0.072 in H2O in H2O0.188 / 0.072Lowest friction rate in/100ft0.113in/100ft0.113Actual air flow cfm810cfm810Total effective length (TEL) ft230

Supply Branch Detail Table

Design Htg Clg Design Diam H x W Duct Actual Ftg.EqvName (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk

st4135.015.0VlFx0x05.00.1251528332hBA

95.05.8VlFx0x06.00.18688901054hBED 2

st2115.016.9VlFx0x06.00.14279711747cBED 3

st1115.010.4VlFx0x06.00.15099882179cKIT\DIN\LIV

st1115.019.0VlFx0x06.00.14099882179cKIT\DIN\LIV-A

95.06.6VlFx0x06.00.18599882179cKIT\DIN\LIV-B

95.014.8VlFx0x06.00.17199882179cKIT\DIN\LIV-C

st2115.025.4VlFx0x06.00.1344184979hM BA

st3135.031.2VlFx0x06.00.11384661850cM BED

st3135.026.3VlFx0x06.00.11684661850cM BED-A

st4135.012.0VlFx0x05.00.1281530347hUTILITY

st4135.019.7VlFx0x05.00.1211121241hWIC

Supply Trunk Detail Table

Trunk Htg Clg Design Veloc Diam H x W DuctName Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk

st2 Peak AVF 155 120 0.134 443 8.0 0x0 VinlFlxst3 Peak AVF 133 167 0.113 479 8.0 0x0 VinlFlx st1st4 Peak AVF 79 40 0.121 402 6.0 0x0 VinlFlx st1st1 Peak AVF 388 405 0.113 515 12.0 0x0 VinlFlx

2016-Aug-19 14:49:39



Return Branch Detail Table

Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist DuctName Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk

rb1 0x 8100 810 64.1 0.113 758 14.0 x0 0 VlFx



Erik Myers PE, PLLC 10/18/2016

Destiny Industries, LLC

MD503‐638‐108

PageDesign Criteria & Load Cases 1‐2MWFRS Design 3‐4Uplift Connections 5‐6Headers / Studs / Connections 7‐18Endwall Rim Joists Overhang

19‐2627

. Oct 18, 2016

Erik Myers PE, PLLC

8/31/2016

Design Criteria ASCE 7‐10

Total Width = 26.67 ft Stories = 1

Module Width = 13.33 ft Wall Height = 9 ft

Length = 50 ft Sidewall Eave Height = 10 ft

Roof Slope = 2.28 /12 Foundation Height = 9 ft

Roof Angle = 10.76 ⁰ Roof Projection = 3.00 ft

Sidewall OH = 12 in Mean Roof Height = 20.50 ft

Endwall OH = 12 in Min. Mean Roof Height = 21 ft

Wind Loads Components and Cladding

Wind Speed = 180 mph ‐ +

Exposure = D Zone 1 ‐49.7 31.3 psf

Wind Pressure qh = 46.0 psf Zone 2 ‐86.5 31.3 psf

Zone 2 OH ‐127.9

Design Loads Zone 3 ‐109.5 31.3 psf

Floor Live = 40 psf Zone 3 OH ‐178.6

Floor Dead = 10 psf Zone 4 ‐58.9 54.3 psf

Wall Dead = 45 plf Zone 5 ‐72.7 54.3 psf

Roof Dead = 14 psf

Main Wind Force Resisting System

Roof Loads Trans Long

Roof Live = 20 psf Wall 54.9 47.9 psf

Min. Roof Live = 20 psf Roof ‐22.0 ‐22.0 psf

Ground Snow = 0 psf Wall 36.5 31.8 psf

Flat Roof Snow = 0.0 psf Roof ‐12.8 ‐12.8 psf

Sloped Roof Snow = 0.0 psf

Max Unbalanced = 0.0 psf Soffit Loading for Overhang

Positive = 57.0 psf

Negative = ‐69.1 psf

EZ

IZ

1

Erik Myers PE, PLLC

8/31/2016

Design Criteria Building Dimensions

Wind Speed: 180 mph Length: 50 ftWind Exposure: D Width: 26.67 ft

Mean Roof Height: 21.00 ft Module Width: 13.33 ftRoof 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

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 54.9 47.9 psf

Mean Roof Height: 21.00 ft Roof ‐22.0 ‐22.0 psf

Length: 50 ft IZ Wall 36.5 31.8 psf

Width: 26.67 ft Roof ‐12.8 ‐12.8 psf

Module Width: 13.33 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 4 ‐58.9 psf 6 12 in o.c.

Zone 5 ‐72.7 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: 9684 lbs

Parallel to Ridge: 5428 lbs

Shearwalls

Transverse

∑FHS Unit Shear Overturning Moment

Shearwall 1 24.67 ft 177 plf 1590 lbs


Longitudinal


Co = 0.83 103 plf 931 lbs


Co = 0.89 124 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 = 330.37 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

Erik Myers PE, PLLC

8/31/2016

Roof Diaphragm

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 1 ‐49.7 31.3 psf

Zone 2 ‐86.5 31.3 psf

Zone 2 OH ‐127.9 ‐‐ psf

Zone 3 ‐109.5 31.3 psf

Zone 3 OH ‐178.6 ‐‐ psf

Zone 4 ‐58.9 54.3 psf

Zone 5 ‐72.7 54.3 psf

Suction Fastening Requirements (spacing limited to diaphragm spacing requirements)

Fastener = .113"x2.38" nail W = 109 lbs

Edge Field

Zone 1 6.0 12.0 in o.c.

Zone 2 6.0 11.3 in o.c.

Zone 2 OH 6.0 7.7 in o.c.

Zone 3 6.0 9.0 in o.c.

Zone 3 OH 6.0 5.5 in o.c.

Zone 4 6.0 12.0 in o.c.

4

Erik Myers PE, PLLC

8/31/2016

Uplift Connections

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

Horizontal Connection

#8 Toe‐Screw 134 lbs

F = 219 lbs

2 fasteners required

Use (2) #8 Toe‐Screws each truss

Girder Connection Over Openings Uplift Controls

Truss to Girder .131"x3" nail

F = ‐496 lbs

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.

Lap Sheathing Over Top Plate and Fasten with One

Row of .113 nails at 3 inches o.c.

5

Erik Myers PE, PLLC

8/31/2016

Uplift Connection at Floor

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

Matewall

F = ‐372 plf

LSTA9 740 lbs

Option 1 ‐ Straps with Full Nail Quota Ok for Uplift

Use LSTA9 strap 16 inches o.c., rail to stud

Lap Sheathing Over Band and Fasten with One Row of

.113 nails at 2 inches o.c.

6

Erik Myers PE, PLLC

8/31/2016

Matewall Header

Species = Murphy W = -372 plf Ld = 1.6Grade = LVL LL = 134 plf Ld = 1

b = 1.5 in DL = 94 plfd = 16 in LL∆ = L/ 240A = 24.00 in^2 TL∆ = L/ 180S = 64.00 in^3 W∆ = L/ 240I = 512.00 in^4

Qty = 1 Span = 214 inFb = 3100 psiFv = 290 psi L+D WE = 2000000 psi F'b = 3100.00 psi F'b = 4960.00 psiLr = 1 F'v = 290 psi F'v = 464 psi

Cfb = 1

L+D WMu = 108765.5 in-lbs Mu = 150588 in-lbsMn = 198400 in-lbs OK Mn = 317440 in-lbs OK

L+D WVu = 2033 lbs Vu = 2814.729 lbsVn = 4640 lbs OK Vn = 7424 lbs OK

LL∆ = 0.30 in Allowable LL∆ = 0.89 in OKTL∆ = 0.40 in Allowable TL∆ = 1.19 in OKW∆ = 0.83 in Allowable TL∆ = 0.89 in OK

Reaction Uplift ReactionF = 2033 lbs F = -3317 lbs

Use (1) 1.5 x 16 LVL for 17' 10" span

7

Erik Myers PE, PLLC

8/31/2016

Matewall Header

Species = SYP W = -372 plf Ld = 1.6Grade = #2 LL = 134 plf Ld = 1

b = 1.5 in DL = 94 plfd = 5.5 in LL∆ = L/ 240A = 8.25 in^2 TL∆ = L/ 180S = 7.56 in^3 W∆ = L/ 240I = 20.80 in^4

Qty = 1 Span = 34 inFb = 1000 psiFv = 175 psi L+D WE = 1400000 psi F'b = 1000.00 psi F'b = 1600.00 psiLr = 1 F'v = 175 psi F'v = 280 psi

Cfb = 1

L+D WMu = 2745.5 in-lbs Mu = 3801.2 in-lbsMn = 7562.5 in-lbs OK Mn = 12100 in-lbs OK

L+D WVu = 323 lbs Vu = 447.2 lbsVn = 962.5 lbs OK Vn = 1540 lbs OK



Use (1) 2 x 6 #2 SYP for 2' 10" span

8

Erik Myers PE, PLLC

8/31/2016

Matewall StudW = -372 plf

L = 108 in Ke = 1 DL = 94 plfd = 3.5 in le = 108 in LL = 134 plft = 1.5 in le/d = 30.86 < 50 OK span = 214 in

Cd = 1Spacing = 16 in Cf(Fc) = 1 Cf(Fb) = 1

Fb psi Ft psi Fv psi Fc┴ psi Fc psi E psi Emin psi#3 SYP 650 400 175 565 850 1300000 470000

Qty A (in^2) S (in^3) I (in^4) F'b psi F'c psi1 5.25 3.06 5.36 650 8502 10.50 6.13 10.72 650 8503 15.75 9.19 16.08 748 850

Axial CompressionQty FcE psi αc Cp F'c psi fc psi fc/F'c Capacity

1 406 0.48 0.42 355 416 1.17 NG 1863 lbs2 406 0.48 0.42 355 208 0.59 OK 3726 lbs3 406 0.48 0.42 355 139 0.39 OK 5589 lbs

Lateral Bending W = 5 psfQty M (in-lbs) F'c psi fb psi fb/F'c

1 405.00 650 132 0.20 OK2 405.00 650 66 0.10 OK3 405.00 748 44 0.06 OK

Combined StressesQty Axial Lateral Combined Max Axial Combined

1 1.17 0.20 -6.53 NG --2 0.59 0.10 0.55 OK 3600 lbs3 0.39 0.06 0.24 OK 5946 lbs


Use (2) 2 x 4 #3 SYP for 17' 10" span

9

Erik Myers PE, PLLC

8/31/2016

Matewall StudW = -372 plf

L = 108 in Ke = 1 DL = 94 plfd = 3.5 in le = 108 in LL = 134 plft = 1.5 in le/d = 30.86 < 50 OK span = 34 in





1 406 0.48 0.42 355 90 0.25 OK 1863 lbs2 406 0.48 0.42 355 45 0.13 OK 3726 lbs3 406 0.48 0.42 355 30 0.08 OK 5589 lbs

Lateral Bending W = 5 psfQty M (in-lbs) F'c psi fb psi fb/F'c

1 405.00 650 132 0.20 OK2 405.00 650 66 0.10 OK3 405.00 748 44 0.06 OK


1 0.25 0.20 0.33 OK 1666 lbs2 0.13 0.10 0.13 OK 3820 lbs3 0.08 0.06 0.07 OK 6011 lbs


Use (1) 2 x 4 #3 SYP for 2' 10" span

10

Erik Myers PE, PLLC

8/31/2016

Floor Rim Band Spans LLΔ = L/ 360

TLΔ = L/ 240Sidewall Loading Matewall Loading Floor Load Only

LL = 301 plf LL = 301 plf LL = 267 plfDL = 206 plf DL = 206 plf DL = 66.7 plf

Sidewall LoadingQty b d Spc Grade Fb Fb' Fv E

1 2 1.5 11.25 SP #2 750 750 175 14000002 3 1.5 11.25 SP #2 750 863 175 14000003 2 1.5 9.25 SP #2 800 800 175 14000004 3 1.5 9.25 SP #2 800 920 175 1400000

A S I M V LL∆ TL∆ Max Span1 33.8 63.28 355.957 94.9 187 162 156 95 in2 50.6 94.92 533.936 125 280 185 178 125 in3 27.8 42.78 197.863 80.6 154 133 128 81 in4 41.6 64.17 296.795 106 230 152 147 106 in

Matewall LoadingQty b d Spc Grade Fb Fb' Fv E

1 2 1.5 11.25 SP #2 750 750 175 14000002 3 1.5 11.25 SP #2 740 851 175 14000003 2 1.5 9.25 SP #2 800 800 175 14000004 3 1.5 9.25 SP #2 800 920 175 1400000

A S I M V LL∆ TL∆ Max Span1 33.8 63.28 355.957 94.9 187 162 156 95 in2 50.6 94.92 533.936 124 280 185 178 124 in3 27.8 42.78 197.863 80.6 154 133 128 81 in4 41.6 64.17 296.795 106 230 152 147 106 in

Floor LoadingQty b d Spc Grade Fb Fb' Fv E

1 2 1.5 11.25 SP #2 750 750 175 14000002 3 1.5 11.25 SP #2 750 863 175 14000003 2 1.5 9.25 SP #2 800 800 175 14000004 3 1.5 9.25 SP #2 800 920 175 1400000

A S I M V LL∆ TL∆ Max Span1 33.8 63.28 355.957 117 284 169 179 117 in2 50.6 94.92 533.936 154 425 193 205 154 in3 27.8 42.78 197.863 99.3 233 139 147 100 in4 41.6 64.17 296.795 130 350 159 169 131 in

Summary

Notes:1. Rim joist splices at support locations. 2. One rim spliced between support locations.

8' 10" 6' 9" 8' 10" 10' 11"

(2) #2 SP 2x12(3) #2 SP 2x12(2) #2 SP 2x10(3) #2 SP 2x10

10' 5" 7' 11" 10' 4" 12' 10"6' 9" 4' 9" 6' 9" 8' 4"

Max SpansSidewall - no

splice1

Sidewall w/ 1

splice2 Matewall1 Floor Only1

7' 11" 5' 8" 7' 11" 9' 9"

11

Erik Myers PE, PLLC

8/31/2016

Sidewall StudW = -340 plf

L = 103.5 in Ke = 1 DL = 94 plfd = 5.5 in le = 103.5 in LL = 134 plft = 1.5 in le/d = 18.82 < 50 OK span = 38 in






Lateral Bending W = 72.7 psfQty M (in-lbs) F'c psi fb psi fb/F'c

1 5409.53 1000 715 0.72 OK2 5409.53 1000 358 0.36 OK3 5409.53 1150 238 0.21 OK




Use (1) 2 x 6 #2 SYP for 3' 2" span(1) Jack / (1) Jamb

12

Erik Myers PE, PLLC

8/31/2016

Sidewall StudW = -340 plf

L = 103.5 in Ke = 1 DL = 94 plfd = 5.5 in le = 103.5 in LL = 134 plft = 1.5 in le/d = 18.82 < 50 OK span = 74 in






Lateral Bending W = 72.7 psfQty M (in-lbs) F'c psi fb psi fb/F'c

1 5409.53 1000 715 0.72 OK2 5409.53 1000 358 0.36 OK3 5409.53 1150 238 0.21 OK




Use (1) 2 x 6 #2 SYP for 6' 2" span(1) Jack / (1) Jamb

13

Erik Myers PE, PLLC

8/31/2016

Sidewall Header



Qty = 3 Span = 38 inFb = 1000 psiFv = 175 psi L+D WE = 1400000 psi F'b = 1150.00 psi F'b = 1840.00 psiLr = 1.15 F'v = 175 psi F'v = 280 psi

Cfb = 1





Use (3) 2 x 6 #2 SYP for 3' 2" span

14

Erik Myers PE, PLLC

8/31/2016

Sidewall Header




Cfb = 1






15

Erik Myers PE, PLLC

8/31/2016

Sidewall Header at Porch




Cfb = 1

L+D WMu = 27702 in-lbs Mu = 65245.5 in-lbsMn = 41935.02 in-lbs OK Mn = 67096.03 in-lbs OK





16

Erik Myers PE, PLLC

8/31/2016

Header ConnectionsZone = 5 Zone 4 -58.9107

H = 80 in Zone 5 -72.7179W = 38 in

Wall H = 108 inStud = 16 in o.c.C+C = 72.7 psf C +C = 327 plfUplift = 340 plf

Fr = 472 plfF = 747 lbs

.131" Z = 114 lbs

Header to King Stud

F = 747 lbs7 nails

Stud to PlateW1 = 48 plf a = 68 inW2 = 164 plf c = 40 in

R top = 842 lbsR bot = 725 lbsMax = 842 lbs

8 nails

UpliftTruss = 16 in o.c.

F = 764 lbsLSTA15 1110 lbs

1 straps

17

Erik Myers PE, PLLC

8/31/2016

Header ConnectionsZone = 5 Zone 4 -58.9107

H = 80 in Zone 5 -72.7179W = 74 in

Wall H = 108 inStud = 16 in o.c.C+C = 72.7 psf C +C = 327 plfUplift = 340 plf

Fr = 472 plfF = 1454 lbs

.131" Z = 114 lbs

Header to King Stud

F = 1454 lbs13 nails

Stud to PlateW1 = 48 plf a = 68 inW2 = 273 plf c = 40 in

R top = 1434 lbsR bot = 1204 lbsMax = 1434 lbs

13 nails

UpliftTruss = 16 in o.c.

F = 1274 lbsLSTA15 1110 lbs

2 straps

18

COMPANYErik Myers PE PLLC 2805 28th St Parkersburg, WV 26104 (304)-834-9510 Aug. 31, 2016 16:40

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 10.00 (16.0)* psfLoad2 Live Full Area 40.00 (16.0)* psfLoad3 Dead Full UDL 60.0 plfLoad4 Wind Point 0.00 -2650 lbsLoad5 Wind Point 6.67 2650 lbsLoad6 Wind Point 8.67 -2650 lbsLoad7 Wind Point 13.33 2650 lbsSelf-weight Dead Full UDL 7.2 plf*Tributary Width (in)

Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :13'-4"

13'-3.1"0'

Unfactored: Dead 536 537 Live 355 356 Wind -2250 2250 Factored: Uplift 1010 Total 890 1888 Bearing: Capacity Joist 890 1888 Supports 1108 2349 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #5 Length 0.53 1.11 Min req'd 0.53 1.11 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625

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

WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN

WoodWorks® Sizer 10.2SW1a.wwb 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/999 0.44 = L/360 0.34 Total Defl'n 0.45 = L/353 0.66 = L/240 0.68

Additional Data:FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 750 1.00 1.00 1.00 1.000 1.067 1.00 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 3CRITICAL 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 2012CALCULATIONS: 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 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.

20


PROJECT SW1b.wwb


Loads:Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 10.00 (16.0)* psfLoad2 Live Full Area 40.00 (16.0)* psfLoad3 Dead Full UDL 60.0 plfLoad4 Wind Point 0.00 2650 lbsLoad5 Wind Point 6.67 -2650 lbsLoad6 Wind Point 8.67 2650 lbsLoad7 Wind Point 13.33 -2650 lbsSelf-weight Dead Full UDL 7.2 plf*Tributary Width (in)


13'-3.1"0'

Unfactored: Dead 537 536 Live 356 355 Wind 2250 -2250 Factored: Uplift 1010 Total 1888 890 Bearing: Capacity Joist 1888 890 Supports 2349 1108 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #5 #2 Length 1.11 0.53 Min req'd 1.11 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625

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


WoodWorks® Sizer 10.2SW1b.wwb 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/999 0.44 = L/360 0.30 Total Defl'n 0.44 = L/363 0.66 = L/240 0.66

Additional Data:FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 750 1.00 1.00 1.00 1.000 1.067 1.00 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2CRITICAL 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 2012CALCULATIONS: 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 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.

22


PROJECT SW3a.wwb


Loads:Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 10.00 (1.33)* psfLoad2 Live Full Area 40.00 (1.33)* psfLoad3 Dead Full UDL 60.0 plfLoad4 Wind Point 4.00 2884 lbsLoad5 Wind Point 13.33 -2884 lbsSelf-weight Dead Full UDL 10.8 plf*Tributary Width (ft)


13'-3.2"0'

Unfactored: Dead 561 560 Live 356 355 Wind 2024 -2024 Factored: Uplift 850 Total 1775 914 Bearing: Capacity Beam 1775 914 Supports 2128 1096 Anal/Des Beam 1.00 1.00 Support 0.83 0.83 Load comb #5 #2 Length 1.04 0.54 Min req'd 1.04 0.54 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625

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


WoodWorks® Sizer 10.2SW3a.wwb 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/513 0.44 = L/360 0.70 Total Defl'n 0.62 = L/256 0.66 = L/240 0.94

Additional Data:FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.60 0.97 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 750 1.60 1.00 1.00 0.974 1.067 1.00 1.15 1.00 1.00 - 5 Fcp' 565 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.4 million 0.90 1.00 - - - - 1.00 1.00 - 5 Emin' 0.51 million 0.90 1.00 - - - - 1.00 1.00 - 5CRITICAL 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 2012CALCULATIONS: 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 4.4.1. 4. 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


PROJECT SW3b.wwb


Loads:Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 10.00 (1.33)* psfLoad2 Live Full Area 40.00 (1.33)* psfLoad3 Dead Full UDL 60.0 plfLoad4 Wind Point 4.00 -2884 lbsLoad5 Wind Point 13.33 2884 lbsSelf-weight Dead Full UDL 10.8 plf*Tributary Width (ft)


13'-3.2"0'

Unfactored: Dead 560 561 Live 355 356 Wind -2019 2019 Factored: Uplift 847 Total 914 1773 Bearing: Capacity Beam 914 1773 Supports 1096 2124 Anal/Des Beam 1.00 1.00 Support 0.83 0.83 Load comb #2 #5 Length 0.54 1.04 Min req'd 0.54 1.04 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625

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


WoodWorks® Sizer 10.2SW3b.wwb 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 -0.31 = L/511 0.44 = L/360 0.70 Total Defl'n -0.22 = L/729 0.66 = L/240 0.33

Additional Data:FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.00 0.97 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.00 1.00 1.00 0.986 1.067 1.00 1.15 1.00 1.00 - 2 Fb'- 750 1.60 1.00 1.00 0.974 1.067 1.00 1.15 1.00 1.00 - 4 Fcp' 565 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.4 million 0.90 1.00 - - - - 1.00 1.00 - 4 Emin' 0.51 million 0.90 1.00 - - - - 1.00 1.00 - 4CRITICAL 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 2012CALCULATIONS: 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 4.4.1. 4. 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

Erik Myers PE, PLLC

8/31/2016

Overhang Calculation (Cantilever Under Top Chord)Loading Conditions:

Loading Conditions: 1 CD: 1

1 LL: 20 psf 2 CD: 1.62 LL: -127.95 psf LL∆ L/ 180

DL: 7 psf TL∆ L/ 180

Loading Conditions:Width Depth Species Grade Fb Fv E CF

2.5 1.5 SP #2 1100 175 1400000 1

Spacing Qty A in2 S in3 I in4 Cr F'b F'v E'1a 16 1 3.75 0.9375 0.7031 1.15 1265 175 14000001b 16 1 3.75 0.9375 0.7031 1.15 1265 175 14000002a 16 1 3.75 0.9375 0.7031 1.15 2024 280 14000002b 16 1 3.75 0.9375 0.7031 1.15 2024 280 1400000

Design LimitsBending Shear LL∆ TL∆

1a 28 147 0.0001 OK 0.0001 OK1b 56 292 0.0019 OK 0.0026 OK2a 16 51 0.0007 OK 0.0007 OK2b 16 51 0.0047 OK 0.0047 OK

Connections: Overhang L: 6 in Truss Spacing = 16 in

Worst Case Reactions Normalized to Ld = 1.0Load at Truss

Load at Gable

1a 9 -1b 9 -2a -16 -270.112b - -215.02

Notes:1a Overhang loaded only1b Truss bay loaded only2a Overhang loaded only2b Overhang and truss bay loadedOverhang 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 lbsBearing on Gable Endwall OK

Load at Truss Load at Gable

10 lbs 169 lbs

Max Span28 in56 in16 in16 in

27


Job

74807

Truss

M738808

Truss Type

MONO TRUSS

Qty

1

Ply

1Destiny 316 GA

Ref. #3163647

156 BOX

7.520 e May 8 2014 MiTek Industries, Inc. Fri Sep 05 10:56:15 2014 Page 1 of 1Universal Forest Products Inc., Grand Rapids, MI 49525, Weston Gorby

B1

T1 W4

W1

W3

HW1

W2

1

2

3

4

5

8 7 63x3

3x3

2x3

3x5

1.5x3

1x3

1x3

3x4

1x3

0-4-12

3-0-0

0-6-10 @ Brg.

13-11-7

12-10-8

0-10-0 4-3-8 4-3-8 4-3-8

13-8-8

5-1-8 4-3-8 4-3-8

2.28 12

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)TCLLTCDLBCLLBCDL

20.07.00.0 *7.0

SPACING-Plates IncreaseLumber IncreaseRep Stress IncrCode

1-4-01.251.25YES

FBC2010/TPI2007

CSI.TCBCWB(Matrix)

0.810.700.25

DEFL.Vert(LL)Vert(TL)Horz(TL)

in0.580.48-0.03

(loc)1-81-86

l/defl>278>334n/a

L/d240180n/a

PLATESMT20

Weight: 57 lb FT = 0%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.2SLIDER Left 2x3 SP No.2 1-10-6

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc

purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 3-10-13 oc bracing.

REACTIONS. (lb/size) 1=304/0-3-8 (min. 0-1-8), 6=304/0-3-8 (min. 0-1-8)Max Horz 1=219(LC 5)Max Uplift 1=-453(LC 5), 6=-496(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=-666/1086, 2-3=-641/1087, 3-4=-641/1135, 4-5=-52/17, 5-6=-31/104BOT CHORD 1-8=-1255/630, 7-8=-1255/630, 6-7=-1255/630WEBS 3-8=-61/233, 4-6=-708/1410, 4-7=-191/176

NOTES-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; ExpD; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C formembers 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 3-6-0 tallby 2-0-0 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 1and 496 lb uplift at joint 6.

6) Based on: M7388017) Revision: Decreased overall length from 13-2-8

- This replaces the drawing issued on 9/2/14 -- Increased overall length/lowered pitch -

**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

- Verify design parameters and READ NOTES

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 53719 J:\support\MitekSupp\templates\ufp.tpe

WARNING

C

Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NEPHONE (616)-364-6161 FAX (616)-365-0060 GRAND RAPIDS, MI 49525

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

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 whethera truss design is acceptable under the locally adopted building code rest with the building official or designated appointee.

Truss shall not be cut or modified without approval of the truss design engineer.

Copyright 2014 Universal Forest Products, Inc. All Rights Reserved

Signature is invalid

Consult UFP Engineering

for original document.

9/5/2014

Job

74854Truss

M738809Truss Type

MONO TRUSSQty

1Ply

1Destiny 316 GAJob Reference 3163650156 porch

7.520 e May 8 2014 MiTek Industries, Inc. Mon Sep 08 09:07:01 2014 Page 1 of 1Universal Forest Products Inc., Grand Rapids, MI 49525, Michael Adams

B1

T1

W4

W1

W3

HW1

W2

1

2

3

4

5

8 7 65x5

1.5x3

1x4

1x3

4x5

1x4 4x5

2.5x6

2x5

3-0-

0

0-4-

12

0-6-

10 @

brg

0-10-0 4-3-8 4-5-4 4-1-1213-8-8

5-1-8 4-5-4 4-1-12

2.28 12

Plate Offsets (X,Y)-- [1:0-4-3,0-2-0], [4:0-2-4,0-1-4]

LOADING (psf)TCLLTCDLBCLLBCDL

20.07.00.0 *7.0

SPACING-Plates IncreaseLumber IncreaseRep Stress IncrCode

1-4-01.251.25YES

FBC2010/TPI2007

CSI.TCBCWB(Matrix)

0.860.950.53

DEFL.Vert(LL)Vert(TL)Horz(TL)

in0.630.58

-0.04

(loc)1-81-8

6

l/defl>257>280

n/a

L/d240180n/a

PLATESMT20

Weight: 67 lb FT = 0%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.1BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.2SLIDER Left 2x3 SP No.2 1-6-0

[P]BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 2-1-8 oc bracing.

REACTIONS. (lb/size) 6=304/0-3-8 (min. 0-1-8), 1=304/0-3-8 (min. 0-1-8)Max Horz 1=213(LC 7)Max Uplift 6=-757(LC 5), 1=-716(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=-661/2594, 2-3=-642/2596, 3-4=-650/2648, 4-5=-34/8, 5-6=-46/110BOT CHORD 1-8=-2741/633, 7-8=-2741/633, 6-7=-2741/633WEBS 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 andforces & 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 3-6-0 tall by 2-0-0 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 757 lb uplift at joint 6 and 716 lb uplift

at joint 1.6) Based on: M7388087) Revision: Exposed BC to wind for porch

- Verify design parameters and READ NOTES

an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of buildingdesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation availablefrom WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\support\MitekSupp\templates\ufp.tpe

WARNING

C

Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NEPHONE (616)-364-6161 FAX (616)-365-0060 GRAND RAPIDS, MI 49525

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

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.

Truss shall not be cut or modified without approval of the truss design engineer.

Copyright 2014 Universal Forest Products, Inc. All Rights Reserved

**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

13-11-7

Signature is invalid

Consult UFP Engineering

for original document.

9/8/2014



Date post:	14-Mar-2018
Category:	Documents
Upload:	truongnhan
View:	214 times
Download:	2 times

Oct 18, 2016 - Florida Building · PDF fileFlorida Plan Approval Letter 2016-07-26 Page 1 of 1...

Documents