LETTER OF TRANSMITTAL Jeremy Konkeldocuments.brunswickcountync.gov/BCMS/0/edoc/397250/Truss packet 2 of 3.pdfLETTER OF TRANSMITTAL . To: Planworx Architecture . Date: 6/23/2016 Attention:

LETTER OF TRANSMITTAL

To: Planworx Architecture

Date: 6/23/2016 Attention: Jeremy Konkel Re: Hawthorns at Leland

WE ARE SENDING YOU Attached � Under separate cover via:

Items Copies Description 1 1 Floor Truss Shops

Transmitted as checked below:

� For Approval Approved as submitted

� For your use � Approved as noted

� As requested �Revise and resubmit

Remarks:

Copy To: File Signed: Gabriel Hauser

Reviewed For Code Compliance

ver. 2.07 06/10/2016

940 Golf House Rd. West Suite 201Whitsett, NC 27377

Phone: (336) 883-6966 Fax: (336) 883-6939Operations Mgr. Shawn Kelly

Design Mgr. Shawn KellySales Rep.

ASAP

# Date # Books Issued For Delivered By Tracking Info BCSI Included1 10-Jun-16 E-1 Approval Electronic23456789

101112131415161718192021222324

All FloorsPLEASE RETURN SUBMITTAL BY:

Floor Truss EngineeringFOR APPROVAL ONLY

For:

Hawthorne at Leland Building Types:

Evolve Construction, LLC Jobsite Contact:

Jason Aufderhar

Transmitted to:

COVER PAGE

Trussway Project ID:

Adam Pond

28408

NotesFloors


TRUSSWAY, LTD. Build Right From The Start!

www.trussway.com Table of Contents

This submittal package should contain the following important information…

Cover Page Table of Contents (This Page) Approval Letter Individual Truss Design Drawings “T-1” Truss Detail Sheets Truss Placement Diagrams Appendices & Additional Notes

Additional SBCA truss industry documents will be included with the truss delivery to the jobsite. These documents will include but not be limited to:

Title Description Internet Link to This Document

Cover Jobsite Package

Coversheet http://www.sbcindustry.com/images/publication_images/jobsite.

pdf Info For Framer

Information for Framers http://www.sbcindustry.com/images/publication_images/framer_

flyer.pdf

TTB TTB - Checklist for

Handling & Installing Trusses

http://www.sbcindustry.com/images/publication_images/ttb%20checklist%20for%20handling%20and%20installing%20trusses.pdf

B1 Guide for Handling,

Installing, Restraining & Bracing of Trusses

http://www.sbcindustry.com/images/publication_images/b1.pdf

B2 Truss Installation &

Temporary Restraint/Bracing


B3 Permanent

Restraint/Bracing of Chord & Web Members


B4 Construction Loading http://www.sbcindustry.com/images/publication_images/b4.pdf

B7

Guide for Handling, Installing & Bracing of 3x2

& 4x2 Parallel Chord Trusses


B11 Fall Protection & Trusses http://www.sbcindustry.com/images/publication_images/b11.pdf

If applicable for those projects with spans 60' and over

TTB TTB - Long Span Truss

Installation http://www.sbcindustry.com/images/publication_images/ttb%20l

ong%20span%20truss%20installation.pdf

If you would like a specific printed SBCA document seen in the list above please email your requested pages direct to the link below and specify which SBCA document(s) you need along with your mailing address and we will mail these direct to the address you provide.

Email to: [email protected]

If you have questions regarding any of the information contained herein,

please contact your Trussway Designer or Sales Representative.

PRELIM ISSUE_ 8.5x11_TOC.doc Updated: 02/10/2012


ver. 2.07 06/10/2016

Date: 06/10/2016

Submit to: Attn:

Project ID: 28408 Order ID:

Project Name:

Ph. #: Attention:

123456

a.b.

7 Other:Remarks:

Approved By: Date:

Title:

APPROVAL LETTER

Location and on-center spacing of each truss on the Truss Placement DiagramsOverhang (length, square, or plumb cut)

3363899992 Adam Pond

Approval of the truss submittals package should include but not be limited to the following:Design criteria (loading, building codes, etc.)Truss lengths (dimensions on drawings are in feet-inches-sixteenths)

This package includes sealed Truss Design Drawings, which generally depict the individual truss products to be manufactured for the Building(s), and unsealed Truss Placement Diagrams which indicate the location of truss products assumed by Trussway based on our review of the Construction Documents and the previously submitted and approved Trussway Project Loading assumptions. The Truss Design Drawings and Truss Placement Diagrams are to be submitted to the Registered Design Professional for the Building(s) for review and approval, including confirmation of the loading criteria affecting the trusses and compatibility with the building design.

Compatibility of the trusses (configuration and location):with other trades (such as plumbing, mechanical, sky lights, flues); andwith structural aspects of the Building(s)

The Truss Design Drawings contain all information required under Chapter 2 of the National Design Standard for Metal Plate Connected Wood Construction (“TPI-1”). Internal truss web configuration, splicing of truss chord members and other details relating to truss design are subject to change by Trussway at the time of construction issue preparation of the Truss Design Drawings. Slight changes in truss reactions and deflections may also occur as a result of the truss design detailing process. All changes will be reflected in the Truss Design Drawings provided in the Trussway construction issue “Field Packs” at the time of delivery of the truss products.

The Truss Design Drawings further depict the maximum axial compression forces in the web members and required Permanent Individual Truss Member Restraint (see TPI-1). The size, connections, and anchorage of Lateral Restraint and Permanent Building Stability Bracing (see TPI-1) shall be by others.

Trussway’s design responsibilities shall be limited to the responsibilities of “Truss Manufacturer” and “Truss Designer” under TPI-1. The grades of all lumber used in the truss products shall be equal to or greater than the grade noted in the Truss Design Drawings prior to cutting and Trussway otherwise makes no warranty or representation as to lumber grade and design values. In no case shall Trussway assume design responsibilities of the Registered Design Professional or Contractor for the Building(s).

Please return the approved Truss Submittal package by the return date notes on the cover sheet of the particular truss submittal package to allow us to finalize our drawings, fabricate and begin shipping.

Hawthorne at Leland

Truss profiles (shape) including pitch (roof trusses) and depth (floor trusses)


Job

28408FL1

Truss

C02

Truss Type

GABLE

Qty

1

Ply

1

28408/Hawthorne at Leland/MJ/TKL

Job Reference (optional)

H3828328

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:03 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-7e??5h?_oUdY6f4oIlS2Hq2Bh7_DxlziXVSnrtzDMs2

Scale = 1:10.5

B1

BL1W1 W1

T1

ST1

A B C D

G F E

H

K L

I J

3x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-4-01-4-0

2-0-00-8-0

2-1-80-1-8

0-1-8

0-3-

9

1-6-

0

1-6-

0

LOADING (psf)TCLLTCDLBCLLBCDL

40.015.00.0

10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.120.120.03

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

in-0.00-0.000.00

(loc)CCE

l/defln/rn/r

n/a

L/d180120n/a

PLATESMT20

Weight: 13 lb FT = 20%F, 11%E

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.3(flat)BOT CHORD 2x4 SP No.3(flat)WEBS 2x4 SP No.3(flat)OTHERS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 2-1-8 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)G = 67/2-0-0 (min. 0-1-8)E = 54/2-0-0 (min. 0-1-8)F = 128/2-0-0 (min. 0-1-8)Max GravG = 77(LC 12)E = 68(LC 14)F = 128(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDG-H = -65/0 A-H = -65/0C-E = -62/0 A-K = -5/0B-K = -5/0 B-L = -5/0C-L = -5/0 C-D = 0/0BOT CHORDG-I = 0/5 F-I = 0/5F-J = 0/5 E-J = 0/5WEBSB-F = -109/0

NOTES- (11-14)1) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.2) Attach ribbon block to truss with 3-10d nails applied toflat face.3) Gable requires continuous bottom chord bearing.

4) Truss to be fully sheathed from one face or securelybraced against lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) CAUTION, Do not erect truss backwards.

11) NOTE: Refer to the attached Trussway Notes,Appendices and T-1 sheet for more information.

12) NOTE: All truss and component designs utilizemanufacturer published connector design valuesand rules-writing grading agency published lumberdesign values all in accordance with truss designsoftware requirements and the applicable edition ofANSI/TPI 1. Where Southern Pine lumber isspecified, Supplement No. 13 to the 2002 StandardGrading Rules for Southern Pine Lumber and itsprovisions and appendices shall apply.

13) NOTE: The truss design accounts for IBC Section903.3.1 and NFPA13, NFPA13R or NFPA13Dcompliance requirements relating to a 250 LB shortterm (cd=2.0) installer load to be supported at ahanger point on top chord or by two trusses onbottom chord, non-concurrent with other live loads.

14) NOTE: The seal on this drawing indicatesacceptance of professional engineeringresponsibility solely for the truss component designshown.

Continued on page 2

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.

Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 responsibillity of theerector. 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

Engineering Department9411 Alcorn St. Houston, TX 77093(713) 691 69008850 Trussway Blvd.Orlando, FL 32824(407) 857 2777ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component

available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information

May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C02

Truss Type

GABLE

Qty

1

Ply

1



H3828328

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:03 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-7e??5h?_oUdY6f4oIlS2Hq2Bh7_DxlziXVSnrtzDMs2





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C03

Truss Type

GABLE

Qty

1

Ply



H3828329

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 11:10:50 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-7cB7wDhJLVryrduC9Qw_8pY8YGATnyl7kiOyxYzDIzp

Scale = 1:10.5

B1

BL1W1 W1

T1

ST1

A B C D

G F E

H

K L

I J

3x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-6-01-6-0

3-0-01-6-0

3-1-80-1-8

0-1-8

0-3-

9

1-6-

0

1-6-

0


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.180.160.04


in0.000.000.00

(loc)CCE

l/defln/rn/r

n/a

L/d180120n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.3(flat)BOT CHORD 2x4 SP No.3(flat)WEBS 2x4 SP No.3(flat)OTHERS 2x4 SP No.3(flat)BRACING-

TOP CHORDStructural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)G = 76/3-0-0 (min. 0-1-8)E = 109/3-0-0 (min. 0-1-8)F = 194/3-0-0 (min. 0-1-8)Max GravG = 80(LC 12)E = 109(LC 1)F = 194(LC 1)

FORCES. (lb)Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown.

NOTES- (11-14)1) This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads.2) Attach ribbon block to truss with 3-10d nails applied to flatface.3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely bracedagainst lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 and referencedstandard ANSI/TPI 1.7) This truss has been designed for a moving concentrated loadof 50.0lb dead located at all mid panels and at all panel pointsalong the Top Chord and Bottom Chord, nonconcurrent with anyother live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixitymodel was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 ocand fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends orrestrained by other means.10) CAUTION, Do not erect truss backwards.

11) NOTE: Refer to the attached Trussway Notes, Appendicesand T-1 sheet for more information.

12) NOTE: All truss and component designs utilize manufacturerpublished connector design values and rules-writing gradingagency published lumber design values all in accordancewith truss design software requirements and the applicableedition of ANSI/TPI 1. Where Southern Pine lumber isspecified, Supplement No. 13 to the 2002 Standard GradingRules for Southern Pine Lumber and its provisions andappendices shall apply.

13) NOTE: The truss design accounts for IBC Section 903.3.1and NFPA13, NFPA13R or NFPA13D compliancerequirements relating to a 250 LB short term (cd=2.0)installer load to be supported at a hanger point on top chordor by two trusses on bottom chord, non-concurrent with otherlive loads.

14) NOTE: The seal on this drawing indicates acceptance ofprofessional engineering responsibility solely for the trusscomponent design shown.





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C04

Truss Type

GABLE

Qty

1

Ply

1



H3828330

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:04 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-bqZNJ1?cZnlPkpf_sSzHq1bILXIKgBOrm9CKOKzDMs1

Scale = 1:9.5

B1

BL1W1 W1

T1

ST1 ST1

A B C D

I H G F

J

N O P E

K L M

3x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-4-01-4-0

2-8-01-4-0

4-1-81-5-8

0-1-80-

3-9

1-4-

0

1-4-

0


100.025.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.320.130.08


inn/an/a

0.00

(loc) - - E

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)I = 132/4-1-8 (min. 0-1-8)F = 254/4-1-8 (min. 0-1-8)E = -41/4-1-8 (min. 0-1-8)H = 358/4-1-8 (min. 0-1-8)G = 357/4-1-8 (min. 0-1-8)Max UpliftE = -41(LC 1)Max GravI = 132(LC 1)F = 254(LC 1)E = 4(LC 14)H = 358(LC 1)G = 357(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDI-J = -124/0 A-J = -123/0D-F = -238/0 A-N = -17/0B-N = -17/0 B-O = -17/0C-O = -17/0 C-P = -17/0D-P = -17/0 D-E = 0/0BOT CHORDI-K = 0/17 H-K = 0/17H-L = 0/17 G-L = 0/17G-M = 0/17 F-M = 0/17

WEBSB-H = -328/0 C-G = -337/0

NOTES- (13-16)1) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.2) Attach ribbon block to truss with 3-10d nails appliedto flat face.3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securelybraced against lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 41 lb uplift at jointE.7) Beveled plate or shim required to provide full bearingsurface with truss chord at joint(s) E.8) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.9) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.10) "Semi-rigid pitchbreaks with fixed heels" Memberend fixity model was used in the analysis and design ofthis truss. 11) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.12) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C04

Truss Type

GABLE

Qty

1

Ply

1



H3828330

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:04 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-bqZNJ1?cZnlPkpf_sSzHq1bILXIKgBOrm9CKOKzDMs1





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C06

Truss Type

GABLE

Qty

1

Ply

1



H3828331

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:05 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-316lWN0EK5tGMyEBPAUWMF8WnweZPfI?_pxuwmzDMs0

Scale: 1"=1'

B1

BL1W1

T1

ST1 ST1 ST1 ST1

A B C D E F G

M L K J I H

N

T U V W X

O P Q R S

3x3 1.5x3

1.5x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-4-01-4-0

2-8-01-4-0

4-0-01-4-0

5-4-01-4-0

6-1-80-9-8

0-1-8

0-3-

9

1-6-

0

1-6-

0


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.150.130.04


in-0.00-0.000.00

(loc)FFH

l/defln/rn/r

n/a

L/d180120n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)M = 60/6-0-0 (min. 0-1-8)H = 51/6-0-0 (min. 0-1-8)L = 177/6-0-0 (min. 0-1-8)K = 171/6-0-0 (min. 0-1-8)J = 181/6-0-0 (min. 0-1-8)I = 129/6-0-0 (min. 0-1-8)Max GravM = 74(LC 21)H = 67(LC 26)L = 177(LC 1)K = 171(LC 1)J = 181(LC 1)I = 129(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDM-N = -63/0 A-N = -63/0F-H = -62/0 A-T = -5/0B-T = -5/0 B-U = -5/0C-U = -5/0 C-V = -5/0D-V = -5/0 D-W = -5/0E-W = -5/0 E-X = -5/0F-X = -5/0 F-G = 0/0BOT CHORDM-O = 0/5 L-O = 0/5L-P = 0/5 K-P = 0/5K-Q = 0/5

J-Q = 0/5 J-R = 0/5I-R = 0/5 I-S = 0/5H-S = 0/5WEBSB-L = -147/0 C-K = -145/0D-J = -152/0 E-I = -113/0

NOTES- (11-14)1) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.2) Attach ribbon block to truss with 3-10d nails appliedto flat face.3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securelybraced against lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C06

Truss Type

GABLE

Qty

1

Ply

1



H3828331

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:05 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-316lWN0EK5tGMyEBPAUWMF8WnweZPfI?_pxuwmzDMs0





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C08

Truss Type

GABLE

Qty

1

Ply

1



H3828332

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:06 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-XDg7kj1s5P?7z6pNzt0lvSghbK_l86Z8DThRSCzDMs?

Scale = 1:15.2

B1

BL1W1

T1

ST1 ST1 ST1 ST1 ST1

A B C D E F G H

O N M L K J I

P

W X Y Z AA AB

Q R S T U V

3x3 1.5x3

1.5x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-4-01-4-0

2-8-01-4-0

4-0-01-4-0

5-4-01-4-0

6-8-01-4-0

8-0-01-4-0

8-1-80-1-8

0-1-8

0-3-

9

1-6-

0

1-6-

0


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.140.140.03


in0.000.000.00

(loc)GG

I

l/defln/rn/r

n/a

L/d180120n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)O = 65/8-0-0 (min. 0-1-8)I = 98/8-0-0 (min. 0-1-8)N = 171/8-0-0 (min. 0-1-8)M = 174/8-0-0 (min. 0-1-8)L = 173/8-0-0 (min. 0-1-8)K = 173/8-0-0 (min. 0-1-8)J = 175/8-0-0 (min. 0-1-8)Max GravO = 76(LC 24)I = 98(LC 1)N = 171(LC 1)M = 174(LC 1)L = 173(LC 1)K = 173(LC 1)J = 175(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDO-P = -64/0 A-P = -64/0G-I = -84/0 A-W = -8/0B-W = -8/0 B-X = -8/0C-X = -8/0 C-Y = -8/0D-Y = -8/0 D-Z = -8/0E-Z = -8/0 E-AA = -8/0F-AA = -8/0 F-AB = -8/0G-AB = -8/0 G-H = 0/0

BOT CHORDO-Q = 0/8 N-Q = 0/8N-R = 0/8 M-R = 0/8M-S = 0/8 L-S = 0/8L-T = 0/8 K-T = 0/8K-U = 0/8 J-U = 0/8J-V = 0/8 I-V = 0/8WEBSB-N = -144/0 C-M = -148/0D-L = -147/0 E-K = -146/0F-J = -150/0

NOTES- (11-14)1) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.2) Attach ribbon block to truss with 3-10d nails appliedto flat face.3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securelybraced against lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C08

Truss Type

GABLE

Qty

1

Ply

1



H3828332

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:07 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-?PEWx32Vsi7_bGOZXaX_RgDrLkK_tZpIS7Q?_fzDMs_





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C10

Truss Type

GABLE

Qty

1

Ply

1



H3828333

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:08 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-Tcou9P37d0FrDQzm5I2D_tm008gFc02RhnAYW5zDMrz

Scale = 1:16.9

B1

BL1W1

T1

ST1 ST1 ST1 ST1 ST1 ST1 ST1

A B C D E F G H I J

S R Q P O N M L K

T

AC AD AE AF AG AH AI AJ

U V W X Y Z AA AB

3x3 1.5x3

1.5x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-4-01-4-0

2-8-01-4-0

4-0-01-4-0

5-4-01-4-0

6-8-01-4-0

8-0-01-4-0

10-0-02-0-0

10-1-80-1-8

0-1-8

0-3-

9

1-6-

0

1-6-

0


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.150.130.04


in-0.00-0.000.00

(loc)II

K

l/defln/rn/r

n/a

L/d180120n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)S = 60/10-0-0 (min. 0-1-8)K = 51/10-0-0 (min. 0-1-8)R = 177/10-0-0 (min. 0-1-8)Q = 173/10-0-0 (min. 0-1-8)P = 173/10-0-0 (min. 0-1-8)O = 174/10-0-0 (min. 0-1-8)N = 171/10-0-0 (min. 0-1-8)M = 181/10-0-0 (min. 0-1-8)L = 129/10-0-0 (min. 0-1-8)Max GravS = 74(LC 30)K = 67(LC 38)R = 177(LC 1)Q = 173(LC 1)P = 173(LC 1)O = 174(LC 1)N = 171(LC 1)M = 181(LC 1)L = 129(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDS-T = -63/0 A-T = -63/0I-K = -62/0 A-AC = -5/0B-AC = -5/0 B-AD = -5/0C-AD = -5/0 C-AE = -5/0D-AE = -5/0

D-AF = -5/0 E-AF = -5/0E-AG = -5/0 F-AG = -5/0F-AH = -5/0 G-AH = -5/0G-AI = -5/0 H-AI = -5/0H-AJ = -5/0 I-AJ = -5/0I-J = 0/0BOT CHORDS-U = 0/5 R-U = 0/5R-V = 0/5 Q-V = 0/5Q-W = 0/5 P-W = 0/5P-X = 0/5 O-X = 0/5O-Y = 0/5 N-Y = 0/5N-Z = 0/5 M-Z = 0/5M-AA = 0/5 L-AA = 0/5L-AB = 0/5 K-AB = 0/5WEBSB-R = -147/0 C-Q = -147/0D-P = -147/0 E-O = -147/0F-N = -145/0 G-M = -152/0H-L = -113/0

NOTES- (11-14)1) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.2) Attach ribbon block to truss with 3-10d nails appliedto flat face.3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securelybraced against lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss.

9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) CAUTION, Do not erect truss backwards.

Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C10

Truss Type

GABLE

Qty

1

Ply

1



H3828333

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:08 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-Tcou9P37d0FrDQzm5I2D_tm008gFc02RhnAYW5zDMrz

NOTES- (11-14)11) NOTE: Refer to the attached Trussway Notes,

Appendices and T-1 sheet for more information.12) NOTE: All truss and component designs utilize

manufacturer published connector design values andrules-writing grading agency published lumber designvalues all in accordance with truss design softwarerequirements and the applicable edition of ANSI/TPI1. Where Southern Pine lumber is specified,Supplement No. 13 to the 2002 Standard GradingRules for Southern Pine Lumber and its provisionsand appendices shall apply.


14) NOTE: The seal on this drawing indicatesacceptance of professional engineering responsibilitysolely for the truss component design shown.





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C12

Truss Type

GABLE

Qty

1

Ply

1



H3828334

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:10 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-Q_weZ54N9dVZSk78Cj4h3IrMbxLh4wZk85ffazzDMrx

Scale = 1:20.4

B1

BL1W1

T1

ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1

A B C D E F G H I J K

U T S R Q P O N M L

V

AF AG AH AI AJ AK AL AM AN

W X Y Z AA AB AC AD AE

3x3 1.5x3

1.5x3 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1-4-01-4-0

2-8-01-4-0

4-0-01-4-0

5-4-01-4-0

6-8-01-4-0

8-0-01-4-0

9-4-01-4-0

10-8-01-4-0

12-0-01-4-0

12-1-80-1-8

0-1-8

0-3-

9

1-6-

0

1-6-

0


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.140.140.03


in0.000.000.00

(loc)JJL

l/defln/rn/r

n/a

L/d180120n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)U = 65/12-0-0 (min. 0-1-8)L = 98/12-0-0 (min. 0-1-8)T = 171/12-0-0 (min. 0-1-8)S = 174/12-0-0 (min. 0-1-8)R = 173/12-0-0 (min. 0-1-8)Q = 173/12-0-0 (min. 0-1-8)P = 173/12-0-0 (min. 0-1-8)O = 173/12-0-0 (min. 0-1-8)N = 173/12-0-0 (min. 0-1-8)M = 175/12-0-0 (min. 0-1-8)Max GravU = 76(LC 33)L = 98(LC 1)T = 171(LC 1)S = 174(LC 1)R = 173(LC 1)Q = 173(LC 1)P = 173(LC 1)O = 173(LC 1)N = 173(LC 1)M = 175(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDU-V = -64/0 A-V = -64/0J-L = -84/0 A-AF = -8/0B-AF = -8/0

B-AG = -8/0 C-AG = -8/0C-AH = -8/0 D-AH = -8/0D-AI = -8/0 E-AI = -8/0E-AJ = -8/0 F-AJ = -8/0F-AK = -8/0 G-AK = -8/0G-AL = -8/0 H-AL = -8/0H-AM = -8/0 I-AM = -8/0I-AN = -8/0 J-AN = -8/0J-K = 0/0BOT CHORDU-W = 0/8 T-W = 0/8T-X = 0/8 S-X = 0/8S-Y = 0/8 R-Y = 0/8R-Z = 0/8 Q-Z = 0/8Q-AA = 0/8 P-AA = 0/8P-AB = 0/8 O-AB = 0/8O-AC = 0/8 N-AC = 0/8N-AD = 0/8 M-AD = 0/8M-AE = 0/8 L-AE = 0/8WEBSB-T = -144/0 C-S = -148/0D-R = -146/0 E-Q = -147/0F-P = -147/0 G-O = -147/0H-N = -146/0 I-M = -150/0

NOTES- (11-14)1) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.2) Attach ribbon block to truss with 3-10d nails appliedto flat face.3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securelybraced against lateral movement (i.e. diagonal web).5) Gable studs spaced at 1-4-0 oc.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord and

Bottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) CAUTION, Do not erect truss backwards.

Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

C12

Truss Type

GABLE

Qty

1

Ply

1



H3828334

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:10 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:ZIWghmZ2n8Fy2q9eWKLsXpzEFDJ-Q_weZ54N9dVZSk78Cj4h3IrMbxLh4wZk85ffazzDMrx










For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F01

Truss Type

FLOOR

Qty

1

Ply

1



H3828335

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:12 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-MN2P_m6dgFlGh1GXK8698jwYmlrvYik1bP8mfszDMrv

Scale = 1:41.6

B1

BL1 BL1

T1

W3W3 W3

B2

T2A B C D E F G H I J K L

U T S R Q P O N M

V W

AD AE AF AG AH AI AJ AK AL

X Y Z AA AB AC

3x6 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP 3x3 4x5 3x5

4x4 3x4

3x4

3x4

1.5x3 1.5x3

3x8

3x4 3x3

3x3

1.5x3

1.5x3

15-6-1215-6-12

24-0-08-5-4

2-6-0 2-5-4 1-3-0 1-3-0 1-3-0 1-6-12

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [M:0-2-0,Edge], [S:0-1-8,Edge], [T:0-1-8,Edge], [U:0-4-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.810.920.57


in-0.21-0.450.04

(loc)Q-ST-U

P

l/defl>862>412

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.

REACTIONS. (lb/size)U = 881/0-3-8 (min. 0-1-8)M = 319/0-3-8 (min. 0-1-8)P = 1874/0-3-8 (min. 0-1-8)Max GravU = 897(LC 10)M = 445(LC 7)P = 1874(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDU-V = -117/0 A-V = -116/0M-W = -152/0 L-W = -152/0A-AD = -5/0 B-AD = -5/0B-AE = -2248/0 C-AE = -2248/0C-AF = -2248/0 D-AF = -2248/0D-AG = -2248/0 E-AG = -2248/0E-AH = -1283/0 F-AH = -1283/0F-G = 0/1407 G-H = 0/1407H-AI = 0/1407 I-AI = 0/1407I-AJ = -571/190 J-AJ = -571/190J-AK = -571/190 K-AK = -571/190K-AL = -7/0 L-AL = -7/0BOT CHORDU-X = 0/1420 T-X = 0/1420T-Y = 0/2248 S-Y = 0/2248R-S = 0/1784 Q-R = 0/1784Q-Z = 0/694

P-Z = 0/694 P-AA = -547/368O-AA = -547/368 O-AB = -190/571N-AB = -190/571 N-AC = -190/571M-AC = -190/571WEBSH-P = -330/0 F-P = -2014/0B-U = -1596/0 F-Q = 0/908B-T = 0/940 E-Q = -789/0E-S = 0/679 C-T = -320/0D-S = -260/0 I-P = -1278/0K-M = -635/217 I-O = 0/664J-O = -317/0 K-N = -74/56

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) U, M considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.





Continued on page 2

NOTE: DO NOT TURN END FOR END*





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F01

Truss Type

FLOOR

Qty

1

Ply

1



H3828335

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:12 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-MN2P_m6dgFlGh1GXK8698jwYmlrvYik1bP8mfszDMrv





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F02

Truss Type

FLOOR

Qty

1

Ply

1



H3828336

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:14 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Il99PS7uCs?_xLQwRY9dD80wNZYL0dfK3idsjlzDMrt

Scale = 1:41.6

B1

BL1 BL1

T1

W1W1W1 W1

B2

T2A B C D E F G H I J K L M

V U T S R Q P O N

W X

AF AG AH AI AJ AK AL AM AN AO AP

Y Z AA AB AC AD AE

3x5 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP

3x3

3x4 3x4

3x3

3x3

3x3

3x3

1.5x3 1.5x3

3x7

3x4 3x3

3x4 3x3

1.5x3 1.5x3

13-3-413-3-4

24-0-010-8-12

2-6-0 1-4-12 1-3-0 1-3-0 1-3-0 1-4-4 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [N:0-2-0,Edge], [P:0-1-8,Edge], [V:0-3-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.670.860.48


in-0.11-0.450.03

(loc)U-VU-V

N

l/defl>999>349

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: Q-S,P-Q.

REACTIONS. (lb/size)V = 725/0-3-8 (min. 0-1-8)N = 530/0-3-8 (min. 0-1-8)Q = 1819/0-3-8 (min. 0-1-8)Max GravV = 760(LC 10)N = 585(LC 4)Q = 1819(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDV-W = -109/0 A-W = -109/0N-X = -117/0 M-X = -117/0A-AF = -5/0 B-AF = -5/0B-AG = -1655/0 C-AG = -1655/0C-AH = -1655/0 D-AH = -1655/0D-AI = -1655/0 E-AI = -1655/0E-AJ = -1090/0 F-AJ = -1090/0F-AK = 0/1142 G-AK = 0/1142G-H = 0/1142 H-AL = 0/1142I-AL = 0/1142 I-AM = -989/0J-AM = -989/0 J-AN = -989/0K-AN = -989/0 K-AO = -989/0L-AO = -989/0 L-AP = -5/0M-AP = -5/0

BOT CHORDV-Y = 0/1163 U-Y = 0/1163U-Z = 0/1655 T-Z = 0/1655T-AA = 0/1455 S-AA = 0/1455R-S = -96/675 R-AB = -96/675Q-AB = -96/675 Q-AC = -271/456P-AC = -271/456 P-AD = 0/989O-AD = 0/989 O-AE = 0/838N-AE = 0/838WEBSG-Q = -302/0 F-Q = -1689/0B-V = -1307/0 F-S = 0/668B-U = 0/559 E-S = -612/0E-T = 0/520 C-U = -178/12D-T = -279/0 I-Q = -1388/0L-N = -940/0 I-P = 0/778L-O = -36/219 J-P = -284/0K-O = -96/57

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) V, N considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of this

truss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.

Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F02

Truss Type

FLOOR

Qty

1

Ply

1



H3828336

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:14 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Il99PS7uCs?_xLQwRY9dD80wNZYL0dfK3idsjlzDMrt










For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F03-Cond1Truss Type

FLOOR

Qty

1

Ply

1



H3828337

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:19 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-fjz2SAB01OeH16JtE6kowCjmCaEWhtr3C_KdPyzDMro

Scale = 1:41.6

B1

BL1 BL1

T1

W3

B2


T S R Q P O N M

U V

AC AD AE AF AG AH AI AJ AK AL

W X Y Z AA AB

3x5 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP

3x3

3x5 3x4

3x4 3x3

1.5x3 1.5x3

3x7

3x4 3x3

3x4 3x3

1.5x3 1.5x3

13-0-813-0-8

13-2-00-1-8

24-0-010-10-0

2-6-0 2-5-0 1-7-0 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [M:0-2-0,Edge], [O:0-1-8,Edge], [R:0-1-8,Edge], [T:0-3-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.730.920.48


in-0.20-0.530.04

(loc)S-TS-T

M

l/defl>788>293

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: S-T.

REACTIONS. (lb/size)T = 758/0-3-8 (min. 0-1-8)M = 608/0-3-8 (min. 0-1-8)P = 1708/0-4-15 (min. 0-1-8)Max GravT = 785(LC 10)M = 667(LC 7)P = 1708(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDT-U = -108/0 A-U = -108/0M-V = -120/0 L-V = -120/0A-AC = -5/0 B-AC = -5/0B-AD = -1734/0 C-AD = -1734/0C-AE = -1734/0 D-AE = -1734/0D-AF = -1734/0 E-AF = -1734/0E-AG = 0/914 F-AG = 0/914F-G = 0/914 G-AH = 0/914H-AH = 0/914 H-AI = -1268/0I-AI = -1268/0 I-AJ = -1268/0J-AJ = -1268/0 J-AK = -1268/0K-AK = -1268/0 K-AL = -5/0L-AL = -5/0

BOT CHORDT-W = 0/1204 S-W = 0/1204S-X = 0/1734 R-X = 0/1734Q-R = 0/944 Q-Y = 0/944P-Y = 0/944 P-Z = 0/862O-Z = 0/862 O-AA = 0/1268N-AA = 0/1268 N-AB = 0/996M-AB = 0/996WEBSF-P = -308/0 E-P = -1534/0B-T = -1354/0 E-R = 0/1004B-S = 0/601 C-S = -215/0D-R = -373/0 H-P = -1346/0K-M = -1118/0 H-O = 0/730K-N = 0/395 I-O = -273/0J-N = -196/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) T, M considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss.


Continued on page 2






For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F03-Cond1Truss Type

FLOOR

Qty

1

Ply

1



H3828337











For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F03-Cond2Truss Type

FLOOR

Qty

1

Ply

1



H3828337


Scale = 1:41.6

B1

BL1 BL1

T1

W3

B2


T S R Q P O N M

U V

AC AD AE AF AG AH AI AJ AK AL

W X Y Z AA AB

3x5 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP

3x3

3x5 3x4

3x4 3x3

1.5x3 1.5x3

3x7

3x4 3x3

3x4 3x3

1.5x3 1.5x3

13-0-813-0-8

13-2-00-1-8

24-0-010-10-0

2-6-0 2-5-0 1-7-0 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0



40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.730.920.48


in-0.20-0.530.04

(loc)S-TS-T

M

l/defl>788>293

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: S-T.


FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDT-U = -108/0 A-U = -108/0M-V = -120/0 L-V = -120/0A-AC = -5/0 B-AC = -5/0B-AD = -1734/0 C-AD = -1734/0C-AE = -1734/0 D-AE = -1734/0D-AF = -1734/0 E-AF = -1734/0E-AG = 0/914 F-AG = 0/914F-G = 0/914 G-AH = 0/914H-AH = 0/914 H-AI = -1268/0I-AI = -1268/0 I-AJ = -1268/0J-AJ = -1268/0 J-AK = -1268/0K-AK = -1268/0 K-AL = -5/0L-AL = -5/0

BOT CHORDT-W = 0/1204 S-W = 0/1204S-X = 0/1734 R-X = 0/1734Q-R = 0/944 Q-Y = 0/944P-Y = 0/944 P-Z = 0/862O-Z = 0/862 O-AA = 0/1268N-AA = 0/1268 N-AB = 0/996M-AB = 0/996WEBSF-P = -308/0 E-P = -1534/0B-T = -1354/0 E-R = 0/1004B-S = 0/601 C-S = -215/0D-R = -373/0 H-P = -1346/0K-M = -1118/0 H-O = 0/730K-N = 0/395 I-O = -273/0J-N = -196/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) T, M considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss.


Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F03-Cond2Truss Type

FLOOR

Qty

1

Ply

1



H3828337

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:20 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-7vWQgWCeoim8fGu3npG1TPFxxzalQK5CRe4BxOzDMrn










For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F04

Truss Type

FLOOR

Qty

1

Ply

1



H3828338

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:21 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-b64otrDHZ0u?HQSGLXnG0do7eNwJ9nbMgIpkTrzDMrm

Scale = 1:41.6

B1

BL1 BL1

T1

W3

B2


T S R Q P O N M

U V

AB AC AD AE AF AG AH AI AJ

W X Y Z AA

3x5 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP3x3 3x5 3x4

3x4 3x3

1.5x3 1.5x3

3x7

3x4 3x3

3x4 3x3

1.5x3 1.5x3

12-6-412-6-4

24-0-011-5-12

2-6-0 1-10-12 2-1-4 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0



40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.670.900.46


in-0.17-0.510.04

(loc)S-TS-T

M

l/defl>857>294

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: P-R.


FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDT-U = -108/0 A-U = -108/0M-V = -120/0 L-V = -120/0A-AB = -5/0 B-AB = -5/0B-AC = -1606/0 C-AC = -1606/0C-AD = -1606/0 D-AD = -1606/0D-AE = -1606/0 E-AE = -1606/0E-AF = 0/905 F-AF = 0/905F-G = 0/905 G-H = 0/905H-AG = -1280/0 I-AG = -1280/0I-AH = -1280/0 J-AH = -1280/0J-AI = -1280/0 K-AI = -1280/0K-AJ = -5/0 L-AJ = -5/0BOT CHORDT-W = 0/1143 S-W = 0/1143S-X = 0/1606

R-X = 0/1606 Q-R = -34/898P-Q = -34/898 P-Y = 0/737O-Y = 0/737 O-Z = 0/1280N-Z = 0/1280 N-AA = 0/1004M-AA = 0/1004WEBSF-P = -309/0 E-P = -1513/0B-T = -1285/0 E-R = 0/971B-S = 0/526 C-S = -182/13D-R = -357/0 H-P = -1402/0K-M = -1127/0 H-O = 0/802K-N = 0/400 I-O = -300/0J-N = -208/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) T, M considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F04

Truss Type

FLOOR

Qty

1

Ply

1



H3828338

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:22 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-3IeB5BDvKJ0sua1SvEIVYqLIOnGYuErVvyZH?HzDMrl





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F05

Truss Type

FLOOR

Qty

1

Ply

1



H3828339

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:23 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-XUCZIXEX5d8jWkceTxpk52tT_Bg1djWe7cIrYjzDMrk

Scale = 1:25.8

B1

BL1 BL1

T1

W2 W2W2 W3W2

A B C D E F G H

M L K J I

N O

T U V W X Y Z

P Q R S

3x3

1.5x3

3x5

1.5x3

3x7

3x3 3x4 3x3

3x4 3x3

1.5x3 1.5x3 2x3

3-6-43-6-4

15-0-011-5-12

0-7-12 2-6-0 2-1-4 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [B:0-1-8,Edge], [I:0-2-0,Edge], [K:0-1-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.610.630.37


in-0.08-0.300.02

(loc)I-J

K-LI

l/defl>999>451

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: L-M.

REACTIONS. (lb/size)M = -44/0-3-8 (min. 0-1-8)I = 654/0-3-8 (min. 0-1-8)L = 1294/0-3-8 (min. 0-1-8)Max UpliftM = -71(LC 9)Max GravM = 43(LC 36)I = 687(LC 4)L = 1294(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDM-N = -23/88 A-N = -23/88I-O = -121/0 H-O = -121/0A-T = -1/4 B-T = -1/4B-U = 0/618 C-U = 0/618C-V = 0/618 D-V = 0/618D-W = -1330/0 E-W = -1330/0E-X = -1330/0 F-X = -1330/0F-Y = -1330/0 G-Y = -1330/0G-Z = -5/0 H-Z = -5/0BOT CHORDM-P = -4/1 L-P = -4/1L-Q = 0/832 K-Q = 0/832K-R = 0/1330

J-R = 0/1330 J-S = 0/1031I-S = 0/1031WEBSC-L = -287/0 D-L = -1318/0G-I = -1158/0 D-K = 0/719G-J = 0/446 E-K = -255/0F-J = -228/0 B-L = -694/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 71 lb uplift at jointM.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F05

Truss Type

FLOOR

Qty

1

Ply

1



H3828339

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:23 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-XUCZIXEX5d8jWkceTxpk52tT_Bg1djWe7cIrYjzDMrk





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F06

Truss Type

FLOOR

Qty

1

Ply

1



H3828340

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:24 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-?hmxVtF9sxGa8tBr0fKzdFQb9b_lM7DoMG2O4AzDMrj

Scale = 1:32.5

B1

BL1 BL1

T1

W2 W2

B2

T2A B C D E F G H I J

Q P O N M L K

R S

Y Z AA AB AC AD AE

T U V W X

3x3 3x6 FP

1.5x3 1.5x3 3x6 FP

4x8

3x3 3x3 3x5

3x5

3x5

3x5

3x4

3x4

3x4

1.5x3 1.5x3

3-6-43-6-4

18-9-815-3-4

0-7-12 2-6-0 1-3-0 1-3-0 2-1-12

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [B:0-1-8,Edge], [K:0-2-0,Edge], [L:0-1-8,Edge], [M:0-1-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.780.730.53


in-0.22-0.380.04

(loc)M-NM-N

K

l/defl>811>479

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat) *Except*

T1: 2x4 SP No.1(flat)BOT CHORD 2x4 SP No.2(flat) *Except*

B2: 2x4 SP No.1(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: P-Q.

REACTIONS. (lb/size)Q = -146/0-3-8 (min. 0-1-8)P = 1645/0-3-8 (min. 0-1-8)K = 897/0-3-8 (min. 0-1-8)Max UpliftQ = -175(LC 9)Max GravQ = 13(LC 39)P = 1645(LC 1)K = 922(LC 4)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDQ-R = 0/198 A-R = 0/198K-S = -118/0 J-S = -118/0A-Y = 0/9 B-Y = 0/9B-Z = 0/899 C-Z = 0/899C-AA = 0/899 D-AA = 0/899D-AB = -1619/0 E-AB = -1619/0E-F = -2367/0 F-G = -2367/0G-AC = -2367/0 H-AC = -2367/0H-AD = -2367/0 I-AD = -2367/0I-AE = -5/0 J-AE = -5/0

BOT CHORDQ-T = -9/0 P-T = -9/0P-U = 0/1094 O-U = 0/1094N-O = 0/1094 N-V = 0/2057M-V = 0/2057 M-W = 0/2367L-W = 0/2367 L-X = 0/1472K-X = 0/1472WEBSC-P = -253/0 B-P = -1005/0D-P = -1897/0 I-K = -1656/0D-N = 0/817 I-L = 0/1016E-N = -694/0 E-M = 0/644G-M = -223/0 H-L = -334/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 175 lb uplift atjoint Q.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.

9) CAUTION, Do not erect truss backwards.10) NOTE: Refer to the attached Trussway Notes,


manufacturer published connector design valuesand rules-writing grading agency published lumberdesign values all in accordance with truss designsoftware requirements and the applicable edition ofANSI/TPI 1. Where Southern Pine lumber isspecified, Supplement No. 13 to the 2002 StandardGrading Rules for Southern Pine Lumber and itsprovisions and appendices shall apply.



Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F06

Truss Type

FLOOR

Qty

1

Ply

1



H3828340

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:25 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-UtKJjDGncEOQl1m1aMrCATzmv_K_5aTxbwnycczDMri





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F07

Truss Type

FLOOR

Qty

1

Ply

1



H3828341

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:27 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-QFS48vH18se8?LwPinugFu25yozYZTnE2EG2hUzDMrg

Scale = 1:52.2

B1

BL1 BL1

T1

W1W1 W1 W1 W1W1

B2

T1T1A B C D E F G H I J K L M N O P

AA Z Y X W V U T S R Q

AB AC

AL AM AN AO AP AQ AR AS AT AU AV AW

AD AE AF AG AH AI AJ AK

3x6 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP 3x3 4x5 3x4

4x4 3x3

3x5

3x3

3x4 3x3

1.5x3 1.5x3

3x9

3x5 3x4

3x4 3x3

3x4

3x4

1.5x3 1.5x3

3x6 FP

16-1-416-1-4

30-0-013-10-12

2-6-0 1-3-0 1-8-12 2-6-0 2-6-0 2-6-0 2-0-4 2-6-0 2-6-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [Q:0-2-0,Edge], [S:0-1-8,Edge], [X:0-1-8,Edge], [AA:0-4-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.870.910.61


in-0.18-0.510.07

(loc)Q-RQ-R

Q

l/defl>939>322

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: U-W,T-U.

REACTIONS. (lb/size)AA = 880/0-3-8 (min. 0-1-8)Q = 712/0-3-8 (min. 0-1-8)U = 2261/0-3-8 (min. 0-1-8)Max GravAA = 925(LC 10)Q = 777(LC 4)U = 2261(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDAA-AB = -114/0 A-AB = -114/0Q-AC = -108/0 P-AC = -108/0A-AL = -5/0 B-AL = -5/0B-AM = -1908/0 C-AM = -1908/0C-AN = -2409/0 D-AN = -2409/0D-AO = -2409/0 E-AO = -2409/0E-AP = -2409/0 F-AP = -2409/0F-G = -2409/0 G-AQ = -1268/0H-AQ = -1268/0 H-AR = 0/1831I-AR = 0/1831 I-AS = 0/1831J-AS = 0/1831 J-K = -989/237K-L = -989/237 L-AT = -1707/0M-AT = -1707/0 M-AU = -1707/0N-AU = -1707/0 N-AV = -1707/0O-AV = -1707/0

O-AW = -5/0 P-AW = -5/0BOT CHORDAA-AD = 0/1493 Z-AD = 0/1493Z-AE = 0/2249 Y-AE = 0/2249Y-AF = 0/2409 X-AF = 0/2409X-AG = 0/1816 W-AG = 0/1816V-W = -295/654 U-V = -295/654U-AH = -513/517 T-AH = -513/517T-AI = 0/1414 S-AI = 0/1414S-AJ = 0/1707 R-AJ = 0/1707R-AK = 0/1191 Q-AK = 0/1191WEBSI-U = -305/0 H-U = -2166/0B-AA = -1680/0 H-W = 0/990B-Z = 0/616 G-W = -901/0C-Z = -508/0 G-X = 0/896C-Y = -126/328 D-Y = -176/19E-X = -301/0 J-U = -1882/0O-Q = -1339/0 J-T = 0/785O-R = 0/586 L-T = -739/0L-S = 0/728 M-S = -391/0N-R = -200/43

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) AA, Q considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord and


Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F07

Truss Type

FLOOR

Qty

1

Ply

1



H3828341

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:27 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-QFS48vH18se8?LwPinugFu25yozYZTnE2EG2hUzDMrg










For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F08

Truss Type

FLOOR

Qty

1

Ply

1



H3828342

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:29 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-MeZqZaJIgTusEf4opCw8KJ7SScgd1LsXWYl9lNzDMre

Scale = 1:52.2

B1

BL1 BL1

T1

W3W3 W3W3 W3W3

B2

T2A B C D E F G H I J K L M N

Y X W V U T S R Q P O

Z AA

AK AL AM AN AO AP AQ AR AS AT AU

AB AC AD AE AF AG AH AI AJ

3x7 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP 3x3 4x7 4x5

4x5 4x4

4x4

3x4

4x4

3x4

3x5

3x4

1.5x3 1.5x3

3x10

3x6 3x3

3x5

1.5x3

1.5x3

20-0-1220-0-12

30-0-09-11-4

2-6-0 1-3-0 1-3-0 1-11-4 1-3-0 1-3-0 1-3-0 1-3-0 1-9-12

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [O:0-2-0,Edge], [Q:0-1-8,Edge], [V:0-1-8,Edge], [W:0-1-8,Edge], [Y:0-5-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.810.810.76


in-0.28-0.510.08

(loc)U-VU-V

R

l/defl>856>473

n/a

L/d360240n/a

PLATESMT20


GRIP244/190



B2: 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 4-7-10 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. (lb/size)Y = 1129/0-3-8 (min. 0-1-8)O = 306/0-3-8 (min. 0-1-8)R = 2418/0-3-8 (min. 0-1-8)Max UpliftO = -31(LC 3)Max GravY = 1158(LC 10)O = 451(LC 4)R = 2419(LC 9)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDY-Z = -117/0 A-Z = -117/0O-AA = -166/0 N-AA = -166/0A-AK = -5/0 B-AK = -5/0B-AL = -2570/0 C-AL = -2570/0C-AM = -3777/0 D-AM = -3777/0D-AN = -3777/0 E-AN = -3777/0E-AO = -3777/0 F-AO = -3777/0F-AP = -2787/0 G-AP = -2787/0G-H = -1396/0 H-I = -1396/0I-AQ = 0/2368 J-AQ = 0/2368J-AR = 0/2368 K-AR = 0/2368K-AS = -590/315 L-AS = -590/315L-AT = -590/315

M-AT = -590/315 M-AU = -8/0N-AU = -8/0BOT CHORDY-AB = 0/1935 X-AB = 0/1935X-AC = 0/3129 W-AC = 0/3129W-AD = 0/3777 V-AD = 0/3777V-AE = 0/3295 U-AE = 0/3295T-U = 0/2213 T-AF = 0/2213S-AF = 0/2213 S-AG = -294/528R-AG = -294/528 R-AH = -1105/0Q-AH = -1105/0 Q-AI = -315/590P-AI = -315/590 P-AJ = -315/590O-AJ = -315/590WEBSJ-R = -322/0 I-R = -2717/0B-Y = -2178/0 I-S = 0/1343B-X = 0/944 G-S = -1269/0C-X = -831/0 G-U = 0/899C-W = 0/825 F-U = -811/0F-V = 0/903 D-W = -277/0E-V = -268/0 K-R = -1631/0M-O = -656/357 K-Q = 0/1120L-Q = -370/0 M-P = -94/47

NOTES- (11-14)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) Y, O considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 31 lb uplift at jointO.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 and

referenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) CAUTION, Do not erect truss backwards.

Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F08

Truss Type

FLOOR

Qty

1

Ply

1



H3828342

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:29 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-MeZqZaJIgTusEf4opCw8KJ7SScgd1LsXWYl9lNzDMre










For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F09

Truss Type

FLOOR

Qty

1

Ply

1



H3828343

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:31 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-I1hazGKYC49aTyDBxdycQkDnqPKaVHJqzsEGqGzDMrc

Scale = 1:52.2

B1

BL1 BL1

T1

W3 W3W3 W3

B2

T2A B C D E F G H I J K L M N

X W V U T S R Q P O

Y Z

AI AJ AK AL AM AN AO AP AQ AR AS AT

AA AB AC AD AE AF AG AH

3x5 3x6 FP

1.5x3

3x6

1.5x3 3x6 FP

3x9

3x3 3x6 3x3

3x5 3x3

1.5x3 1.5x3

4x5

3x5

4x4 3x5

3x5 3x3

3x4 3x3

1.5x3 1.5x3

12-5-1212-5-12

30-0-017-6-4

2-6-0 1-10-4 1-3-0 1-3-0 1-10-12 1-3-0 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [R:0-1-8,Edge], [V:0-1-8,Edge], [X:0-3-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.880.910.64


in-0.26-0.520.07

(loc)P-QW-X

O

l/defl>817>284

n/a

L/d360240n/a

PLATESMT20


GRIP244/190



B2: 2x4 SP No.1(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 2-2-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: U-V.

REACTIONS. (lb/size)X = 642/0-3-8 (min. 0-1-8)O = 1015/0-3-8 (min. 0-1-8)U = 2197/0-3-8 (min. 0-1-8)Max GravX = 713(LC 3)O = 1045(LC 7)U = 2197(LC 1)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDX-Y = -106/0 A-Y = -106/0O-Z = -117/0 N-Z = -117/0A-AI = -5/0 B-AI = -5/0B-AJ = -1438/0 C-AJ = -1438/0C-AK = -1438/0 D-AK = -1438/0D-AL = -1438/0 E-AL = -1438/0E-AM = 0/1500 F-AM = 0/1500F-AN = 0/1500 G-AN = 0/1500G-H = -1689/0 H-AO = -1689/0I-AO = -1689/0 I-AP = -3066/0J-AP = -3066/0 J-AQ = -3066/0K-AQ = -3066/0 K-AR = -3066/0L-AR = -3066/0

L-AS = -2266/0 M-AS = -2266/0M-AT = -5/0 N-AT = -5/0BOT CHORDX-AA = 0/1071 W-AA = 0/1071W-AB = 0/1438 V-AB = 0/1438V-AC = -461/640 U-AC = -461/640T-U = 0/1019 T-AD = 0/1019S-AD = 0/1019 S-AE = 0/2301R-AE = 0/2301 R-AF = 0/3066Q-AF = 0/3066 Q-AG = 0/2715P-AG = 0/2715 P-AH = 0/1724O-AH = 0/1724WEBSF-U = -324/0 E-U = -1633/0B-X = -1203/0 E-V = 0/1147B-W = -75/417 C-W = -143/73D-V = -414/0 G-U = -2269/0M-O = -1940/0 G-S = 0/1050M-P = 0/807 I-S = -983/0L-P = -667/0 I-R = 0/1043L-Q = 0/510 J-R = -343/0K-Q = -185/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) X, O considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord and


Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F09

Truss Type

FLOOR

Qty

1

Ply

1



H3828343

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:31 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-I1hazGKYC49aTyDBxdycQkDnqPKaVHJqzsEGqGzDMrc










For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F10

Truss Type

FLOOR

Qty

1

Ply

1



H3828344

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:33 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-FPpLOyMokiPIjGNZ22?4V9I8ZD?vzBW7QAjNu8zDMra

Scale = 1:30.5

B1

BL1 BL1

T1

W2W2 W2W2

B2

T2A B C D E F G H I

P O N M L K J

Q R

W X Y Z AA AB AC

S T U V

3x10 MT20HS FP3x6

1.5x3 1.5x3 3x6 FP

3x6

4x5 4x5

4x4 4x4

3x4

3x4

3x4 3x4

1.5x3 1.5x3

17-8-017-8-0

2-6-0 1-3-0 1-3-0 1-11-0 1-3-0 1-3-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [L:0-1-8,Edge], [M:0-1-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.800.980.59


in-0.25-0.430.08

(loc)M-OM-O

J

l/defl>829>484

n/a

L/d360240n/a

PLATESMT20MT20HS


GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat) *Except*

B2: 2x4 SP No.1(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 4-8-11 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: M-O.

REACTIONS. (lb/size)P = 1125/0-3-8 (min. 0-1-8)J = 1125/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDP-Q = -117/0 A-Q = -117/0J-R = -117/0 I-R = -117/0A-W = -5/0 B-W = -5/0B-X = -2481/0 C-X = -2481/0C-Y = -3569/0 D-Y = -3569/0D-Z = -3569/0 E-Z = -3569/0E-AA = -3569/0 F-AA = -3569/0F-G = -3569/0 G-AB = -2481/0H-AB = -2481/0 H-AC = -5/0I-AC = -5/0BOT CHORDP-S = 0/1873 O-S = 0/1873N-O = 0/3008 M-N = 0/3008M-T = 0/3569 L-T = 0/3569L-U = 0/3008 K-U = 0/3008K-V = 0/1873 J-V = 0/1873WEBSH-J = -2109/0 B-P = -2108/0H-K = 0/904

B-O = 0/904 G-K = -783/0C-O = -783/0 G-L = 0/858C-M = 0/857 D-M = -260/0E-L = -260/0

NOTES- (9-12)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) All plates are MT20 plates unless otherwiseindicated. 4) Attach ribbon block to truss with 3-10d nails appliedto flat face.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F10

Truss Type

FLOOR

Qty

1

Ply

1



H3828344

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:33 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-FPpLOyMokiPIjGNZ22?4V9I8ZD?vzBW7QAjNu8zDMra





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F11

Truss Type

FLOOR

Qty

1

Ply

1



H3828345

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:33 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-FPpLOyMokiPIjGNZ22?4V9I5tD6AzKm7QAjNu8zDMra

Scale = 1:10.4

B1

BL1W1

BL1W1

T1

W2

A B C

E D

F G

I J

H

3x3

1.5x3

3x4

1.5x3 1.5x3

3-8-03-8-0

0-8-0 2-6-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [B:0-1-8,Edge], [D:0-1-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.970.510.00


in0.00

-0.140.00

(loc)E

D-ED

l/defl****

>283n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied, except endverticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)E = 215/0-3-8 (min. 0-1-8)D = 215/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDE-F = -181/0 A-F = -181/0D-G = -181/0 C-G = -181/0A-I = -8/0 B-I = -8/0B-J = -8/0 C-J = -8/0BOT CHORDE-H = 0/8 D-H = 0/8WEBSB-D = -3/3

NOTES- (8-11)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails applied toflat face.4) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.

5) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.6) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 7) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.


9) NOTE: All truss and component designs utilizemanufacturer published connector design values andrules-writing grading agency published lumber designvalues all in accordance with truss design softwarerequirements and the applicable edition of ANSI/TPI1. Where Southern Pine lumber is specified,Supplement No. 13 to the 2002 Standard GradingRules for Southern Pine Lumber and its provisionsand appendices shall apply.



Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F11

Truss Type

FLOOR

Qty

1

Ply

1



H3828345

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:33 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-FPpLOyMokiPIjGNZ22?4V9I5tD6AzKm7QAjNu8zDMra





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F12

Truss Type

FLOOR

Qty

1

Ply

1



H3828346

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:35 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Box5peO3GJf0yaXyAT1YaZNTV0ltR2SPuUCTz1zDMrY

Scale = 1:40.9

B1

BL1 BL2

T1

W3W3

B2


W V U T S R Q P O N M

X Y

AH AI AJ AK AL AM AN AO AP AQ

Z AA AB AC AD AE AF AG

3x12 MT20HS FP

1.5x4 SP

3x7

1.5x3 2x3

1.5x3

3x6 FP

3x9

4x7 4x7

4x6 4x6

4x4 4x4

4x4

4x4

3x3

3x3

3x3

3x3

3x3 3x3

1.5x3 3x3

1.5x3

23-3-823-3-8

2-6-0 1-3-0 1-2-0 2-6-0

0-1-8

0-3-0

0-3-

9

1-6-

0

0-3-

0

1-6-

0


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.830.750.82


in-0.46-0.900.15

(loc)R

R-SM

l/defl>598>307

n/a

L/d360240n/a

PLATESMT20MT20HS


GRIP244/190187/143


T2: 2x4 SP No.2(flat)BOT CHORD 2x4 SP SS(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 2-2-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)W = 1487/0-3-8 (min. 0-1-8)M = 1480/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDW-X = -116/0 A-X = -115/0M-Y = -115/0 L-Y = -102/0A-AH = -5/0 B-AH = -5/0B-AI = -3489/0 C-AI = -3489/0C-AJ = -4972/0 D-AJ = -4972/0D-AK = -5888/0 E-AK = -5888/0E-AL = -6206/0 F-AL = -6206/0F-AM = -6206/0 G-AM = -6206/0G-AN = -5898/0 H-AN = -5898/0H-I = -5003/0 I-AO = -5003/0J-AO = -5003/0 J-AP = -3534/0K-AP = -3534/0 K-AQ = -10/0L-AQ = -10/0BOT CHORDW-Z = 0/2558 V-Z = 0/2558V-AA = 0/4351 U-AA = 0/4351T-U = 0/5559 S-T = 0/5559S-AB = 0/6161 R-AB = 0/6161R-AC = 0/6206 Q-AC = 0/6206Q-AD = 0/6206 P-AD = 0/6206P-AE = 0/5578 O-AE = 0/5578O-AF = 0/4389

N-AF = 0/4389 N-AG = 0/2609M-AG = 0/2609WEBSK-M = -2919/0 B-W = -2882/0K-N = 0/1375 B-V = 0/1385J-N = -1271/0 C-V = -1280/0J-O = 0/913 C-U = 0/923H-O = -855/0 D-U = -873/0H-P = 0/620 D-S = 0/506G-P = -706/18 E-S = -477/0G-Q = -146/239 E-R = -311/483F-R = -185/94

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) All plates are MT20 plates unless otherwiseindicated. 4) Attach ribbon block to truss with 3-10d nails appliedto flat face.5) The Fabrication Tolerance at joint T = 11%6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F12

Truss Type

FLOOR

Qty

1

Ply

1



H3828346

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:35 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Box5peO3GJf0yaXyAT1YaZNTV0ltR2SPuUCTz1zDMrY





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F13

Truss Type

FLOOR

Qty

1

Ply

1



H3828347

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:36 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-f_UT1_Oh1dntaj68jAYn7nweCQ1SAbRZ78y1VTzDMrX

Scale = 1:20.6

B1

BL1 W5

T1T2

W4W2 W2

A B C D E F G

L K J I H

M

R S T U V

N O P Q

1.5x3 3x5

1.5x3 4x5

2x3

3x4

3x3 3x4

3x3

3x4

1.5x3 1.5x3

11-7-011-7-0

11-10-40-3-4

2-6-0 2-6-0 2-2-8 1-3-0

0-1-8

0-3-4

0-3-

9

1-6-

0

1-3-

0

1-6-

0

Plate Offsets (X,Y)-- [G:0-3-0,Edge], [J:0-1-8,Edge], [L:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.840.920.39


in-0.18-0.540.05

(loc)K-LK-L

G

l/defl>769>252

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: K-L.

REACTIONS. (lb/size)L = 734/0-3-8 (min. 0-1-8)G = 741/0-2-12 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDL-M = -105/0 A-M = -105/0G-H = -0/62 A-R = -5/0B-R = -5/0 B-S = -1508/0C-S = -1508/0 C-T = -1508/0D-T = -1508/0 D-U = -1508/0E-U = -1508/0 E-V = -579/0F-V = -579/0 F-G = -587/0BOT CHORDL-N = 0/1107 K-N = 0/1107K-O = 0/1508 J-O = 0/1508J-P = 0/1100 I-P = 0/1100I-Q = 0/0 H-Q = 0/0WEBSG-I = 0/818 B-L = -1245/0E-I = -776/0 B-K = 0/555E-J = 0/710 C-K = -163/7D-J = -378/0

NOTES- (11-14)

1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Provide mechanical connection (by others) of truss tobearing plate at joint(s) G.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) Gap between inside of top chord bearing and firstdiagonal or vertical web shall not exceed 0.500in.10) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F13

Truss Type

FLOOR

Qty

1

Ply

1



H3828347

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:36 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-f_UT1_Oh1dntaj68jAYn7nweCQ1SAbRZ78y1VTzDMrX





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F14

Truss Type

FLOOR

Qty

1

Ply

1



H3828348

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:37 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-7B2rEKPJowvjBthKHu30f_SokqNXv23iLnha1vzDMrW

Scale = 1:20.4

B1

BL1 BL1

T1

W2W2 W2W3

A B C D E F

J I H G

K L

P Q R S T

M N O

3x5

1.5x3

3x5

1.5x3 3x4 3x4

3x3 3x4

1.5x3 1.5x3

11-11-011-11-0

2-6-0 1-3-0 2-5-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [G:0-2-0,Edge], [I:0-1-8,Edge], [J:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.920.930.37


in-0.21-0.560.03

(loc)G-HG-H

G

l/defl>677>252

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)J = 751/0-3-8 (min. 0-1-8)G = 751/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDJ-K = -125/0 A-K = -125/0G-L = -106/0 F-L = -106/0A-P = -6/0 B-P = -6/0B-Q = -1576/0 C-Q = -1576/0C-R = -1576/0 D-R = -1576/0D-S = -1576/0 E-S = -1576/0E-T = -5/0 F-T = -5/0BOT CHORDJ-M = 0/1157 I-M = 0/1157I-N = 0/1576 H-N = 0/1576H-O = 0/1139 G-O = 0/1139WEBSE-G = -1281/0 B-J = -1300/0E-H = 0/604 B-I = 0/727C-I = -397/0 D-H = -189/0

NOTES- (8-11)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.

3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.5) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.6) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 7) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F14

Truss Type

FLOOR

Qty

1

Ply

1



H3828348

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:37 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-7B2rEKPJowvjBthKHu30f_SokqNXv23iLnha1vzDMrW





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F15

Truss Type

FLOOR

Qty

1

Ply

1



H3828349

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:38 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-bNcERfQxZE1ap1GXrbaFCC?4uEsjeY4saRR8aMzDMrV

Scale = 1:13.9

B1

BL1 BL1

W3

T1

W2W2

A B C D

H G F E

I J

N O P

K L M

3x6 3x5

1.5x3 1.5x3

3x3

3x3

1.5x3 1.5x3

7-3-87-3-8

2-6-0 1-6-8

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [E:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.510.360.19


in-0.04-0.060.01

(loc)G-HG-H

E

l/defl>999>999

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)H = 451/0-3-8 (min. 0-1-8)E = 451/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDH-I = -131/0 A-I = -130/0E-J = -131/0 D-J = -130/0A-N = -6/0 B-N = -6/0B-O = -602/0 C-O = -602/0C-P = -6/0 D-P = -6/0BOT CHORDH-K = 0/602 G-K = 0/602G-L = 0/602 F-L = 0/602F-M = 0/602 E-M = 0/602WEBSC-E = -670/0 B-H = -670/0B-G = 0/94 C-F = 0/94

NOTES- (9-12)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails applied toflat face.

4) Bearing at joint(s) H, E considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F15

Truss Type

FLOOR

Qty

1

Ply

1



H3828349

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:38 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-bNcERfQxZE1ap1GXrbaFCC?4uEsjeY4saRR8aMzDMrV





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F16

Truss Type

FLOOR

Qty

1

Ply

1



H3828350

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:39 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-3ZAcf?RZJY9RRBrjPJ5UkPY93eBcN?F?p5Ah6ozDMrU

Scale: 1"=1'

B1

BL1

W1

BL1

W1

T1

W3W2

A B C D

G F E

H I

L M N

J K

3x5 3x5

1.5x3 1.5x3

3x3

1.5x3

1.5x3

6-2-26-2-2

1-3-0 1-9-10 2-6-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [B:0-1-8,Edge], [E:0-2-0,Edge], [G:0-3-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.800.450.13


in-0.08-0.170.00

(loc)F

F-GE

l/defl>856>412

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)G = 378/0-3-8 (min. 0-1-8)E = 378/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDG-H = -21/100 A-H = -21/100E-I = -161/0 D-I = -160/0A-L = -1/5 B-L = -1/5B-M = -381/0 C-M = -381/0C-N = -7/0 D-N = -7/0BOT CHORDG-J = 0/381 F-J = 0/381F-K = 0/381 E-K = 0/381WEBSC-E = -420/0 B-G = -541/0C-F = 0/110

NOTES- (9-12)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails applied toflat face.4) Bearing at joint(s) G, E considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Building

designer should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F16

Truss Type

FLOOR

Qty

1

Ply

1



H3828350

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:39 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-3ZAcf?RZJY9RRBrjPJ5UkPY93eBcN?F?p5Ah6ozDMrU





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F17

Truss Type

FLOOR

Qty

1

Ply

1



H3828351

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:40 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Xmk_sLRB4rHI2LPvy0djHd4NL1Yo6Tw92lwEeEzDMrT

Scale = 1:11.8

B1

BL1 BL1

T1

W3W2

A B C D

G F E

H I

L M N

J K

3x5

1.5x3

3x5

1.5x3

3x3

1.5x3

1.5x3

5-3-85-3-8

1-3-0 0-11-0 2-6-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [B:0-1-8,Edge], [E:0-2-0,Edge], [G:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.640.320.10


in-0.03-0.070.00

(loc)F

E-FE

l/defl>999>925

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)G = 321/0-3-8 (min. 0-1-8)E = 321/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDG-H = -39/60 A-H = -39/60E-I = -146/0 D-I = -146/0A-L = -2/3 B-L = -2/3B-M = -300/0 C-M = -300/0C-N = -7/0 D-N = -7/0BOT CHORDG-J = 0/300 F-J = 0/300F-K = 0/300 E-K = 0/300WEBSC-E = -330/0 B-G = -425/0C-F = 0/105

NOTES- (8-11)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails applied toflat face.4) This truss is designed in accordance with the 2009International Building Code section 2306.1 and

referenced standard ANSI/TPI 1.5) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.6) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 7) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F17

Truss Type

FLOOR

Qty

1

Ply

1



H3828351

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:40 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Xmk_sLRB4rHI2LPvy0djHd4NL1Yo6Tw92lwEeEzDMrT





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F18

Truss Type

FLOOR

Qty

1

Ply

1



H3828352

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:41 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-0yIM4hSpr9P9gV_6Wj8yqqdY?RrPrt8IGPfoAgzDMrS

Scale = 1:13.3

B1

BL1 W4

T1

T2

W3W2

A B C D E

I H G F

J

N O

K L M

1.5x3

3x5

1.5x3 4x5

3x3

3x3

1.5x3

1.5x3

6-6-126-6-12

6-10-40-3-8

2-6-0 2-2-4 1-3-0

0-1-8

0-3-8

0-3-

9

1-6-

0

1-3-

0 1-6-

0

Plate Offsets (X,Y)-- [E:0-3-0,Edge], [I:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.580.550.30


in-0.07-0.130.05

(loc)H-IH-I

E

l/defl>999>568

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)I = 408/0-3-8 (min. 0-1-8)E = 414/0-3-0 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDI-J = -140/0 A-J = -139/0E-F = -48/40 A-N = -6/0B-N = -6/0 B-O = -451/0C-O = -451/0 C-D = -451/0D-E = -450/0BOT CHORDI-K = 0/451 H-K = 0/451H-L = 0/451 G-L = 0/451G-M = 0/0 F-M = 0/0WEBSE-G = 0/623 B-I = -499/0B-H = -28/65 C-G = -288/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails applied toflat face.

4) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.5) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.6) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 7) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.8) Gap between inside of top chord bearing and firstdiagonal or vertical web shall not exceed 0.500in.9) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F18

Truss Type

FLOOR

Qty

1

Ply

1



H3828352

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:41 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-0yIM4hSpr9P9gV_6Wj8yqqdY?RrPrt8IGPfoAgzDMrS





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F19

Truss Type

FLOOR

Qty

1

Ply

1



H3828353

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:42 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-U8skH1TScTX0IeZI4RfBM2Aelr8MaCkRV3PLj7zDMrR

Scale = 1:39.4

B1

BL1 BL2

T1

W1W1 W1W1

B2

T2A B C D E F G H I J K

T S R Q P O N M L

U V

AC AD AE AF AG AH AI AJ

W X Y Z AA AB

3x12 MT20HS FP

1.5x3 SP

3x7

1.5x3 2x3

1.5x3

3x6 FP

3x9

4x7 4x7

4x5 4x5

4x4

4x4

4x4 4x4

3x5 3x5

3x4 3x4

1.5x3 1.5x3

22-5-022-5-0

2-6-0 1-3-0 2-6-0 1-6-8 2-6-0 2-6-0

0-1-8

0-3-0

0-3-

9

1-6-

0 0-3-

0

1-6-

0

Plate Offsets (X,Y)-- [O:0-1-8,Edge], [P:0-1-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.900.700.79


in-0.40-0.770.14

(loc)O-PN-O

L

l/defl>667>343

n/a

L/d360240n/a

PLATESMT20MT20HS


GRIP244/190187/143



REACTIONS. (lb/size)T = 1430/0-3-8 (min. 0-1-8)L = 1423/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDT-U = -115/0 A-U = -115/0L-V = -115/0 K-V = -101/0A-AC = -5/0 B-AC = -5/0B-AD = -3327/0 C-AD = -3327/0C-AE = -4720/0 D-AE = -4720/0D-AF = -5766/0 E-AF = -5766/0E-AG = -5766/0 F-AG = -5766/0F-AH = -5766/0 G-AH = -5766/0G-H = -4748/0 H-I = -4748/0I-AI = -3369/0 J-AI = -3369/0J-AJ = -10/0 K-AJ = -10/0BOT CHORDT-W = 0/2449 S-W = 0/2449S-X = 0/4142 R-X = 0/4142Q-R = 0/5242 P-Q = 0/5242P-Y = 0/5766 O-Y = 0/5766O-Z = 0/5262 N-Z = 0/5262N-AA = 0/4177 M-AA = 0/4177M-AB = 0/2498 L-AB = 0/2498

WEBSJ-L = -2794/0 B-T = -2758/0J-M = 0/1296 B-S = 0/1306I-M = -1200/0 C-S = -1211/0I-N = 0/849 C-R = 0/859G-N = -765/0 D-R = -776/0G-O = 0/931 D-P = 0/947E-P = -269/0 F-O = -264/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) All plates are MT20 plates unless otherwiseindicated. 4) Attach ribbon block to truss with 3-10d nails appliedto flat face.5) The Fabrication Tolerance at joint Q = 11%6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F19

Truss Type

FLOOR

Qty

1

Ply

1



H3828353

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:42 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-U8skH1TScTX0IeZI4RfBM2Aelr8MaCkRV3PLj7zDMrR





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F20

Truss Type

FLOOR

Qty

1

Ply

1



H3828354

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:44 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-QXzVijUi84nkXyjhBshfRTF?EfqQ26SkyNuSn?zDMrP

Scale = 1:38.1

B1

BL1 W4

T1

W2W2 W2W2

B2

T2A B C D E F G H I J K

T S R Q P O N M L

U

AC AD AE AF AG AH AI AJ AK

V W X Y Z AA AB

3x12 MT20HS FP

1.5x3 SP

3x7

1.5x3 3x3 3x6 FP

3x7

4x7 4x6

4x5 4x5

3x5

3x5

3x5 3x5

3x5 3x5

3x4 3x4

1.5x3 1.5x3

22-1-422-1-4

2-6-0 1-3-0 2-6-0 1-4-4 2-6-0 2-6-0

0-1-8

0-3-

9

1-6-

0

1-6-

0

Plate Offsets (X,Y)-- [O:0-1-8,Edge], [P:0-1-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.830.660.77


in-0.38-0.740.13

(loc)O-PN-O

L

l/defl>690>356

n/a

L/d360240n/a

PLATESMT20MT20HS


GRIP244/190187/143



REACTIONS. (lb/size)T = 1414/0-3-8 (min. 0-1-8)L = 1427/Mechanical

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDT-U = -115/0 A-U = -115/0K-L = -121/0 A-AC = -5/0B-AC = -5/0 B-AD = -3282/0C-AD = -3282/0 C-AE = -4645/0D-AE = -4645/0 D-AF = -5642/0E-AF = -5642/0 E-AG = -5642/0F-AG = -5642/0 F-AH = -5642/0G-AH = -5642/0 G-AI = -4645/0H-AI = -4645/0 H-I = -4645/0I-AJ = -3283/0 J-AJ = -3283/0J-AK = 0/5 K-AK = 0/5BOT CHORDT-V = 0/2418 S-V = 0/2418S-W = 0/4082 R-W = 0/4082Q-R = 0/5153 Q-X = 0/5153P-X = 0/5153 P-Y = 0/5642O-Y = 0/5642 O-Z = 0/5153N-Z = 0/5153 N-AA = 0/4080M-AA = 0/4080 M-AB = 0/2423L-AB = 0/2423

WEBSJ-L = -2741/0 B-T = -2724/0J-M = 0/1279 B-S = 0/1284I-M = -1185/0 C-S = -1189/0I-N = 0/839 C-R = 0/838G-N = -756/0 D-R = -754/0G-O = 0/898 D-P = 0/898E-P = -250/0 F-O = -250/0

NOTES- (12-15)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) All plates are MT20 plates unless otherwiseindicated. 4) Attach ribbon block to truss with 3-10d nails appliedto flat face.5) The Fabrication Tolerance at joint Q = 11%6) Refer to girder(s) for truss to truss connections.7) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.8) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.9) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 10) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.11) CAUTION, Do not erect truss backwards.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F20

Truss Type

FLOOR

Qty

1

Ply

1



H3828354

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:44 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-QXzVijUi84nkXyjhBshfRTF?EfqQ26SkyNuSn?zDMrP





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F21

Truss Type

FLOOR

Qty

1

Ply

1



H3828355

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:46 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Mv5F7OWygh2SnGt3JHj7WuKJ5STpW?x1QhNZsuzDMrN

Scale = 1:41.6

B1

BL1 BL2

T1

W3W3

B2



X Y



3x12 MT20HS FP

2x6 SP

4x6

1.5x3 2x3

1.5x3

3x6 FP

4x8

4x7 4x7

4x6 4x6

4x4 4x4

4x4

4x4

3x3 3x3

3x3

3x3

3x3

3x3

1.5x3 3x3

1.5x3

23-8-023-8-0

2-6-0 1-3-0 1-6-8 2-6-0

0-1-8

0-3-0

0-3-

9

1-6-

0 0-3-

0

1-6-

0

Plate Offsets (X,Y)-- [M:0-3-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

1.000.860.84


in-0.49-0.960.16

(loc)P-QP-Q

M

l/defl>569>292

n/a

L/d360240n/a

PLATESMT20MT20HS


GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.1(flat)BOT CHORD 2x4 SP SS(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied, except endverticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.


FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDW-X = -116/0 A-X = -116/0M-Y = -116/0 L-Y = -102/0A-AH = -5/0 B-AH = -5/0B-AI = -3558/0 C-AI = -3558/0C-AJ = -5086/0 D-AJ = -5086/0D-AK = -6040/0 E-AK = -6040/0E-AL = -6398/0 F-AL = -6398/0F-AM = -6398/0 G-AM = -6398/0G-H = -6064/0 H-AN = -6064/0I-AN = -6064/0 I-AO = -5114/0J-AO = -5114/0 J-AP = -3604/0K-AP = -3604/0 K-AQ = -11/0L-AQ = -11/0BOT CHORDW-Z = 0/2604 V-Z = 0/2604V-AA = 0/4443 U-AA = 0/4443T-U = 0/5687 S-T = 0/5687S-AB = 0/6398 R-AB = 0/6398R-AC = 0/6398 Q-AC = 0/6398Q-AD = 0/6347 P-AD = 0/6347P-AE = 0/5717 O-AE = 0/5717O-AF = 0/4480

N-AF = 0/4480 N-AG = 0/2657M-AG = 0/2657WEBSK-M = -2972/0 B-W = -2933/0K-N = 0/1408 B-V = 0/1418J-N = -1302/0 C-V = -1316/0J-O = 0/944 C-U = 0/955I-O = -896/0 D-U = -894/0I-P = 0/523 D-S = 0/671G-P = -502/0 G-Q = -321/531F-Q = -223/88 E-S = -802/0E-R = -138/274






Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F21

Truss Type

FLOOR

Qty

1

Ply

1



H3828355

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:46 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Mv5F7OWygh2SnGt3JHj7WuKJ5STpW?x1QhNZsuzDMrN





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F22

Truss Type

FLOOR

Qty

1

Ply

1



H3828356

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:47 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-q6fdKkXaR?AJOQSFt_FM35tWesp?FTJAfL66OKzDMrM

Scale = 1:41.0

B1

BL1 BL1

T1

W3W3

B2



X Y



3x12 MT20HS FP

2x6 SP

4x6

1.5x3 1.5x3 3x6 FP

4x6

4x7 4x7

4x6 4x6

4x4 4x4

4x4

4x4

3x3

3x4

3x3

3x4

3x3

3x3

1.5x3 3x3

1.5x3

23-8-023-8-0

2-6-0 1-3-0 1-8-0 2-6-0

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [M:Edge,0-1-8]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.890.860.83


in-0.48-0.940.16

(loc)P-QP-Q

M

l/defl>581>298

n/a

L/d360240n/a

PLATESMT20MT20HS


GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP SS(flat) *Except*



FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDW-X = -116/0 A-X = -116/0M-Y = -115/0 L-Y = -115/0A-AH = -5/0 B-AH = -5/0B-AI = -3569/0 C-AI = -3569/0C-AJ = -5104/0 D-AJ = -5104/0D-AK = -6068/0 E-AK = -6068/0E-AL = -6432/0 F-AL = -6432/0F-AM = -6432/0 G-AM = -6432/0G-AN = -6074/0 H-AN = -6074/0H-I = -6074/0 I-AO = -5102/0J-AO = -5102/0 J-AP = -3570/0K-AP = -3570/0 K-AQ = -5/0L-AQ = -5/0BOT CHORDW-Z = 0/2611 V-Z = 0/2611V-AA = 0/4459 U-AA = 0/4459T-U = 0/5709 S-T = 0/5709S-AB = 0/6432 R-AB = 0/6432R-AC = 0/6432 Q-AC = 0/6432Q-AD = 0/6368 P-AD = 0/6368P-AE = 0/5715

O-AE = 0/5715 O-AF = 0/4456N-AF = 0/4456 N-AG = 0/2612M-AG = 0/2612WEBSK-M = -2943/0 B-W = -2941/0K-N = 0/1423 B-V = 0/1425J-N = -1318/0 C-V = -1322/0J-O = 0/959 C-U = 0/960I-O = -913/0 D-U = -899/0I-P = 0/534 D-S = 0/686G-P = -514/0 G-Q = -316/560F-Q = -248/94 E-S = -816/0E-R = -131/266






Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F22

Truss Type

FLOOR

Qty

1

Ply

1



H3828356

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:48 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-IID0Y4YCCJIA0Z1SQhmbcJQhOG9E_wZKt?sfwnzDMrL





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F23

Truss Type

FLOOR

Qty

1

Ply

1



H3828357

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:49 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-nUnOlQYrzcQ0ejbe_PHq8Wyv_gTZjR6T6fbDSDzDMrK

Scale: 1/2"=1'

B1

BL1 W4

T1T2

W3W2 W2 W2 W2

A B C D E F G H

M L K J I

N

S T U V W

O P Q R

1.5x3 3x5

1.5x3 4x5

2x3

4x6

3x5 1.5x3

3x4 3x3

3x3 1.5x3 1.5x3

13-6-813-6-8

13-9-120-3-4

2-6-0 1-6-8 1-3-0

0-1-8

0-3-4

0-3-

9

1-6-

0

1-3-

0

1-6-

0

Plate Offsets (X,Y)-- [H:0-3-0,Edge], [L:0-1-8,Edge], [M:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.640.920.55


in-0.18-0.42-0.02

(loc)J-KL-M

H

l/defl>897>386

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: K-L.

REACTIONS. (lb/size)M = 861/0-3-8 (min. 0-1-8)H = 868/0-2-12 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDM-N = -115/0 A-N = -115/0H-I = -41/32 A-S = -5/0B-S = -5/0 B-T = -2102/0C-T = -2102/0 C-U = -2102/0D-U = -2102/0 D-V = -2102/0E-V = -2102/0 E-W = -840/0F-W = -840/0 F-G = -840/0G-H = -843/0BOT CHORDM-O = 0/1355 L-O = 0/1355L-P = 0/2102 K-P = 0/2102K-Q = 0/1778 J-Q = 0/1778J-R = 0/0 I-R = 0/0WEBSH-J = 0/1161 B-M = -1524/0F-J = -187/0 B-L = 0/896E-K = 0/547 C-L = -281/0D-K = -174/0 E-J = -1065/0

NOTES- (11-14)

1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Provide mechanical connection (by others) of truss tobearing plate at joint(s) H.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) Gap between inside of top chord bearing and firstdiagonal or vertical web shall not exceed 0.500in.10) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F23

Truss Type

FLOOR

Qty

1

Ply

1



H3828357

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:49 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-nUnOlQYrzcQ0ejbe_PHq8Wyv_gTZjR6T6fbDSDzDMrK





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F24

Truss Type

FLOOR

Qty

1

Ply

1



H3828358

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:50 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-FhLmzmZTkwYtFtAqY6o3hkV4p3pRSu2dLJLm?fzDMrJ

Scale: 1/2"=1'

B1

BL1 W1

T1

BL2

W3W2 W2 W2 W2

A B C D E F G

L K J I H

M

NO

T U V W X Y

P Q R S

1.5x3 3x5

1.5x3 4x7 3x5 1.5x3

3x4 3x3

3x3 1.5x3 1.5x3

4x6

3x4

13-9-1213-9-12

2-6-0 1-6-12 1-3-0

0-1-8

0-3-

9

1-6-

0

0-9-

5 1-6-

0

Plate Offsets (X,Y)-- [G:0-2-8,Edge], [K:0-1-8,Edge], [L:0-2-0,Edge], [O:0-1-8,0-0-15]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.700.940.57


in-0.19-0.410.02

(loc)I-J

K-LO

l/defl>855>392

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat)OTHERS 2x4 SP No.3(flat)BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 ocpurlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: J-K.

REACTIONS. (lb/size)L = 871/0-3-8 (min. 0-1-8)O = 861/0-3-0 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDL-M = -115/0 A-M = -115/0H-N = -41/32 G-N = -41/32A-T = -5/0 B-T = -5/0B-U = -2143/0 C-U = -2143/0C-V = -2143/0 D-V = -2143/0D-W = -2143/0 E-W = -2143/0E-X = -918/0 F-X = -918/0F-Y = -918/0 G-Y = -918/0BOT CHORDL-P = 0/1373 K-P = 0/1373K-Q = 0/2143 J-Q = 0/2143J-R = 0/1836 I-R = 0/1836I-S = 0/68 H-S = 0/68WEBSG-I = 0/1203 B-L = -1544/0F-I = -246/0 B-K = 0/921E-J = 0/539 C-K = -290/0D-J = -172/0 E-I = -1041/0

NOTES- (10-13)

1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) O considers parallel to grain valueusing ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F24

Truss Type

FLOOR

Qty

1

Ply

1



H3828358

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:50 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-FhLmzmZTkwYtFtAqY6o3hkV4p3pRSu2dLJLm?fzDMrJ





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F25

Truss Type

FLOOR

Qty

1

Ply

1



H3828359

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:51 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-jtu8A6a5VEgkt1l16qJIDx2IWTAmBNKmZz4KX5zDMrI

Scale = 1:21.9

B1

BL1 W3

T1T2

W5W4

A B C D E F G

L K J I H

M

R S T U V

N O P Q

3x6 1.5x3

1.5x3 4x5

2x3

4x4

3x4 3x4

3x4

3x4

1.5x3 1.5x3

12-3-812-3-8

12-6-120-3-4

2-6-0 1-8-0 1-3-0 1-3-0

0-1-8

0-3-4

0-3-

9

1-6-

0

1-3-

0

1-6-

0

Plate Offsets (X,Y)-- [G:0-3-0,Edge], [J:0-1-8,Edge], [K:0-1-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.510.870.44


in-0.13-0.460.02

(loc)K-LK-L

G

l/defl>999>314

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)L = 780/0-3-8 (min. 0-1-8)G = 787/0-2-12 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDL-M = -110/0 A-M = -110/0G-H = -20/48 A-R = -5/0B-R = -5/0 B-S = -1739/0C-S = -1739/0 C-T = -1739/0D-T = -1739/0 D-U = -1739/0E-U = -1739/0 E-V = -657/0F-V = -657/0 F-G = -664/0BOT CHORDL-N = 0/1200 K-N = 0/1200K-O = 0/1739 J-O = 0/1739J-P = 0/1193 I-P = 0/1193I-Q = 0/0 H-Q = 0/0WEBSG-I = 0/929 B-L = -1349/0E-I = -797/0 B-K = 0/686E-J = 0/702 C-K = -200/0D-J = -251/0

NOTES- (12-15)1) Unbalanced floor live loads have been considered forthis design.

2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) L considers parallel to grain valueusing ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) Provide mechanical connection (by others) of truss tobearing plate at joint(s) G.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.7) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 9) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.10) Gap between inside of top chord bearing and firstdiagonal or vertical web shall not exceed 0.500in.11) CAUTION, Do not erect truss backwards.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F25

Truss Type

FLOOR

Qty

1

Ply

1



H3828359

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:51 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-jtu8A6a5VEgkt1l16qJIDx2IWTAmBNKmZz4KX5zDMrI





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F26

Truss Type

FLOOR

Qty

1

Ply

1



H3828360

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:52 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-B3SWOSbjFXobVBKDfXqXm9aOOtVHwrwwodqt3YzDMrH

Scale = 1:19.9

B1

BL1 BL1

T1

W2W2 W2W3

A B C D E F

J I H G

K L

P Q R S T

M N O

3x5

1.5x3

3x5

1.5x3 3x4 3x4

3x3

3x4

1.5x3 1.5x3

11-8-011-8-0

2-6-0 1-3-0 2-2-0

0-1-8

0-1-8

0-3-

9

1-6-

0

0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [G:0-2-0,Edge], [I:0-1-8,Edge], [J:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.820.920.36


in-0.18-0.530.03

(loc)G-HG-H

G

l/defl>758>256

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)J = 735/0-3-8 (min. 0-1-8)G = 735/0-3-8 (min. 0-1-8)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDJ-K = -124/0 A-K = -124/0G-L = -106/0 F-L = -105/0A-P = -6/0 B-P = -6/0B-Q = -1516/0 C-Q = -1516/0C-R = -1516/0 D-R = -1516/0D-S = -1516/0 E-S = -1516/0E-T = -5/0 F-T = -5/0BOT CHORDJ-M = 0/1127 I-M = 0/1127I-N = 0/1516 H-N = 0/1516H-O = 0/1110 G-O = 0/1110WEBSE-G = -1248/0 B-J = -1265/0E-H = 0/566 B-I = 0/683C-I = -369/0 D-H = -172/2

NOTES- (8-11)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.

3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.5) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.6) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 7) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.





Continued on page 2





May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F26

Truss Type

FLOOR

Qty

1

Ply

1



H3828360

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:52 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-B3SWOSbjFXobVBKDfXqXm9aOOtVHwrwwodqt3YzDMrH





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F27

Truss Type

FLOOR

Qty

1

Ply

1



H3828361

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:53 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-fG0vbobL0rwS6LvPDFLmJM7aGHrLfF831HZQb_zDMrG

Scale = 1:41.6

B1

BL1 BL1

T2

W3W3 W3

B2


U T S R Q P O N M

V W

AE AF AG AH AI AJ AK AL AM

X Y Z AA AB AC AD

3x6 3x6 FP

1.5x3

3x5

1.5x3 3x6 FP 3x3 4x5 3x5

4x4 3x4

3x4

3x4

1.5x3 1.5x3

3x8

3x3 3x3

3x3

1.5x3

1.5x3

15-3-415-3-4

24-0-08-8-12

2-6-0 2-1-12 1-3-0 1-3-0 1-3-0 1-10-4

0-1-8

0-1-8

0-3-

9

1-6-

0 0-3-

9

1-6-

0

Plate Offsets (X,Y)-- [M:0-2-0,Edge], [S:0-1-8,Edge], [T:0-1-8,Edge], [U:0-4-8,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.750.930.55


in-0.20-0.440.04

(loc)Q-ST-U

M

l/defl>890>411

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)U = 873/0-3-8 (min. 0-1-8)M = 368/0-3-8 (min. 0-1-8)P = 1833/0-3-8 (min. 0-1-8)Max GravU = 892(LC 10)M = 465(LC 7)P = 1837(LC 9)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDU-V = -116/0 A-V = -116/0M-W = -149/0 L-W = -149/0A-AE = -5/0 B-AE = -5/0B-AF = -2231/0 C-AF = -2231/0C-AG = -2231/0 D-AG = -2231/0D-AH = -2231/0 E-AH = -2231/0E-AI = -1372/0 F-AI = -1372/0F-G = 0/1224 G-H = 0/1224H-AJ = 0/1224 I-AJ = 0/1224I-AK = -616/101 J-AK = -616/101J-AL = -616/101 K-AL = -616/101K-AM = -7/0 L-AM = -7/0BOT CHORDU-X = 0/1413 T-X = 0/1413T-Y = 0/2231 S-Y = 0/2231S-Z = 0/1843 R-Z = 0/1843Q-R = 0/1843

Q-AA = 0/812 P-AA = 0/812P-AB = -425/393 O-AB = -425/393O-AC = -101/616 N-AC = -101/616N-AD = -101/616 M-AD = -101/616WEBSH-P = -329/0 F-P = -1955/0B-U = -1589/0 F-Q = 0/873B-T = 0/929 E-Q = -753/0E-S = 0/639 C-T = -310/0D-S = -236/0 I-P = -1231/0K-M = -686/117 I-O = 0/631J-O = -307/0 K-N = -50/66

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Bearing at joint(s) U, M considers parallel to grainvalue using ANSI/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F27

Truss Type

FLOOR

Qty

1

Ply

1



H3828361

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:53 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-fG0vbobL0rwS6LvPDFLmJM7aGHrLfF831HZQb_zDMrG





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F28

Truss Type

FLOOR

Qty

1

Ply

1



H3828362

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:55 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-be8f0TdbYSAAMe3oLgOEOnCvg4Ww78dMUb2XgtzDMrE

Scale = 1:40.6

B1

BL1 W1

T1

W3W3 W4W3

B2


U T S R Q P O N M

V

AC AD AE AF AG AH AI AJ AK

W X Y Z AA AB

3x6 FP3x5

1.5x3

3x3

1.5x3 3x6 FP 3x3 4x5 3x5

4x4 3x4

3x4

3x4

1.5x3 1.5x3

3x8

3x3 3x3

3x3

1.5x3

1.5x3

15-3-415-3-4

23-8-48-5-0

2-6-0 2-1-12 1-3-0 1-3-0 1-3-0 1-11-12 2-2-4

0-1-8

0-3-

9

1-6-

0

1-6-

0

Plate Offsets (X,Y)-- [S:0-1-8,Edge], [T:0-1-8,Edge], [U:0-2-0,Edge]


40.015.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.760.920.55


in-0.20-0.450.04

(loc)Q-ST-U

M

l/defl>900>408

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


REACTIONS. (lb/size)U = 869/0-3-8 (min. 0-1-8)M = 346/MechanicalP = 1832/0-3-8 (min. 0-1-8)Max GravU = 890(LC 10)M = 441(LC 7)P = 1836(LC 9)

FORCES. (lb)Maximum Compression/Maximum TensionTOP CHORDU-V = -116/0 A-V = -116/0L-M = -134/0 A-AC = -5/0B-AC = -5/0 B-AD = -2221/0C-AD = -2221/0 C-AE = -2221/0D-AE = -2221/0 D-AF = -2221/0E-AF = -2221/0 E-AG = -1354/0F-AG = -1354/0 F-G = 0/1238G-H = 0/1238 H-AH = 0/1238I-AH = 0/1238 I-AI = -528/99J-AI = -528/99 J-AJ = -528/99K-AJ = -528/99 K-AK = 0/0L-AK = 0/0BOT CHORDU-W = 0/1409 T-W = 0/1409T-X = 0/2221 S-X = 0/2221R-S = 0/1826 Q-R = 0/1826Q-Y = 0/792

P-Y = 0/792 P-Z = -415/313O-Z = -415/313 O-AA = -99/528N-AA = -99/528 N-AB = -99/528M-AB = -99/528WEBSH-P = -329/0 F-P = -1956/0B-U = -1584/0 F-Q = 0/873B-T = 0/922 E-Q = -754/0E-S = 0/661 C-T = -308/0D-S = -236/0 I-P = -1216/0K-M = -614/115 I-O = 0/611J-O = -303/0 K-N = -46/66

NOTES- (10-13)1) Unbalanced floor live loads have been considered forthis design.2) This truss has been designed for basic loadcombinations, which include cases with reductions formultiple concurrent live loads.3) Attach ribbon block to truss with 3-10d nails appliedto flat face.4) Refer to girder(s) for truss to truss connections.5) This truss is designed in accordance with the 2009International Building Code section 2306.1 andreferenced standard ANSI/TPI 1.6) This truss has been designed for a movingconcentrated load of 50.0lb dead located at all midpanels and at all panel points along the Top Chord andBottom Chord, nonconcurrent with any other live loads.7) "Semi-rigid pitchbreaks with fixed heels" Member endfixity model was used in the analysis and design of thistruss. 8) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means.9) CAUTION, Do not erect truss backwards.





Continued on page 2






May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

F28

Truss Type

FLOOR

Qty

1

Ply

1



H3828362

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 06:46:55 2016 Page 2 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-be8f0TdbYSAAMe3oLgOEOnCvg4Ww78dMUb2XgtzDMrE





For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

FC01

Truss Type

FLOOR

Qty

1

Ply



H3828363

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 12:30:58 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-Lbil0EtC2lblgWSGpBAT?kgf9P_2JEhqLk4NitzDHoh

Scale = 1:17.9

B1

W1 W1

T1

BL1 BL1

W4W2 W4W4

A B C D E

J I H G F

K LMN

S T U V

O P Q R1.5x3 1.5x3

5x7 5x7

4x5 4x6

3x3

3x3

1.5x3 1.5x3

8-9-88-9-8

2-6-0 1-9-8 1-3-0

1-4-

0

0-9-

5

0-9-

5 1-4-

0

Plate Offsets (X,Y)-- [A:Edge,0-1-8], [E:0-3-0,Edge], [I:0-1-8,Edge]


100.025.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.750.820.96


in-0.15-0.200.03

(loc)G-HG-H

N

l/defl>702>522

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.1(flat)BOT CHORD 2x4 SP No.1(flat)WEBS 2x4 SP No.3(flat) *Except*

W1: 2x4 SP No.2(flat)OTHERS 2x4 SP No.3(flat)BRACING-TOP CHORDSheathed or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)M = 1136/0-1-8 (min. 0-1-8)N = 1136/0-1-8 (min. 0-1-8)

FORCES. (lb)Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown.TOP CHORDA-S=-1987/0, B-S=-1987/0, B-T=-1987/0, C-T=-1987/0, C-U=-1987/0, D-U=-1987/0, D-V=-1077/0, E-V=-1077/0BOT CHORDI-P=0/1987, H-P=0/1987, H-Q=0/1855, G-Q=0/1855WEBSE-G=0/1232, A-I=0/2006, D-G=-1082/0, D-H=-70/573, B-I=-726/0, C-H=-298/5

NOTES- (10-13)1) Unbalanced floor live loads have been considered for thisdesign.2) This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads.3) Attach ribbon block to truss with 3-10d nails applied to flatface.4) Bearing at joint(s) M, N considers parallel to grain value usingANSI/TPI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface.5) Provide mechanical connection (by others) of truss to bearingplate at joint(s) M, N.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 and referencedstandard ANSI/TPI 1.7) This truss has been designed for a moving concentrated loadof 50.0lb dead located at all mid panels and at all panel pointsalong the Top Chord and Bottom Chord, nonconcurrent with any

other live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixitymodel was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 ocand fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends orrestrained by other means.10) NOTE: Refer to the attached Trussway Notes, Appendices

and T-1 sheet for more information.11) NOTE: All truss and component designs utilize manufacturer

published connector design values and rules-writing gradingagency published lumber design values all in accordancewith truss design software requirements and the applicableedition of ANSI/TPI 1. Where Southern Pine lumber isspecified, Supplement No. 13 to the 2002 Standard GradingRules for Southern Pine Lumber and its provisions andappendices shall apply.







May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

FC02

Truss Type

FLOOR

Qty

1

Ply



H3828364

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 12:31:52 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-m_z9LiW4KLP58pae_X88B6vtiAPizjbnl89DbkzDHnr

Scale = 1:19.8

B1

W1 W1

T1

BL1 BL1

A B C D E F

L K J I H G

M NO P

V W X Y Z

Q R S T U

1.5x3 1.5x3

5x6 5x6

4x6 4x6

3x4 3x4

3x4

3x4

1.5x3 1.5x3

9-9-89-9-8

1-3-0 1-6-8

1-4-

0

0-9-

5

0-9-

5 1-4-

0

Plate Offsets (X,Y)-- [A:Edge,0-1-8], [I:0-1-8,Edge], [J:0-1-8,Edge]


100.025.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.810.820.67


in-0.10-0.130.04

(loc)J-KJ-K

P

l/defl>999>857

n/a

L/d360240n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2(flat)BOT CHORD 2x4 SP No.2(flat)WEBS 2x4 SP No.3(flat) *Except*

W1: 2x4 SP No.2(flat)OTHERS 2x4 SP No.3(flat)BRACING-TOP CHORDSheathed or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)O = 1271/0-1-8 (min. 0-1-8)P = 1271/0-1-8 (min. 0-1-8)

FORCES. (lb)Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown.TOP CHORDA-V=-1219/0, B-V=-1219/0, B-W=-2534/0, C-W=-2534/0, C-X=-2534/0, D-X=-2534/0, D-Y=-2534/0, E-Y=-2534/0, E-Z=-1219/0, F-Z=-1219/0BOT CHORDK-R=0/2152, J-R=0/2152, J-S=0/2534, I-S=0/2534, I-T=0/2152, H-T=0/2152WEBSF-H=0/1399, A-K=0/1399, E-H=-1298/0, B-K=-1298/0, E-I=0/827, B-J=0/827, C-J=-424/0, D-I=-424/0

NOTES- (10-13)1) Unbalanced floor live loads have been considered for thisdesign.2) This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads.3) Attach ribbon block to truss with 3-10d nails applied to flatface.4) Bearing at joint(s) O, P considers parallel to grain value usingANSI/TPI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface.5) Provide mechanical connection (by others) of truss to bearingplate at joint(s) O, P.6) This truss is designed in accordance with the 2009International Building Code section 2306.1 and referencedstandard ANSI/TPI 1.

7) This truss has been designed for a moving concentrated loadof 50.0lb dead located at all mid panels and at all panel pointsalong the Top Chord and Bottom Chord, nonconcurrent with anyother live loads.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixitymodel was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 ocand fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends orrestrained by other means.

10) NOTE: Refer to the attached Trussway Notes, Appendicesand T-1 sheet for more information.

11) NOTE: All truss and component designs utilize manufacturerpublished connector design values and rules-writing gradingagency published lumber design values all in accordancewith truss design software requirements and the applicableedition of ANSI/TPI 1. Where Southern Pine lumber isspecified, Supplement No. 13 to the 2002 Standard GradingRules for Southern Pine Lumber and its provisions andappendices shall apply.







May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

FC03

Truss Type

FLOOR

Qty

1

Ply



H3828365

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 12:32:48 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-7mLK5rCC8YS8sQsPGI8GTwEXNlfH4Av0erjAYVzDHmz

Scale = 1:9.6

B1

W1 W1

T1

BL1

W2 W2

A B C D

G F E

HI

L M N

J K1.5x3

5x5 1.5x3

3x3

1.5x3

3x3

1.5x3

3-8-03-8-0

1-3-0 0-8-0

1-4-

0

0-9-

5

1-4-

0

Plate Offsets (X,Y)-- [A:0-2-0,Edge], [C:0-1-8,0-0-0]


100.025.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.440.210.19


in-0.01-0.020.01

(loc)F

E-FE

l/defl>999>999

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


TOP CHORDSheathed or 3-8-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)E = 475/MechanicalI = 448/0-1-8 (min. 0-1-8)

FORCES. (lb)Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown.TOP CHORDA-L=-354/0, B-L=-354/0, B-M=-354/0, C-M=-354/0BOT CHORDF-K=0/354, E-K=0/354WEBSA-F=0/395, C-E=-481/0

NOTES- (12-15)1) Unbalanced floor live loads have been considered for thisdesign.2) This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads.3) Attach ribbon block to truss with 3-10d nails applied to flatface.4) Refer to girder(s) for truss to truss connections.5) Bearing at joint(s) I considers parallel to grain value usingANSI/TPI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface.6) Provide mechanical connection (by others) of truss to bearingplate at joint(s) I.7) This truss is designed in accordance with the 2009International Building Code section 2306.1 and referencedstandard ANSI/TPI 1.8) This truss has been designed for a moving concentrated loadof 50.0lb dead located at all mid panels and at all panel pointsalong the Top Chord and Bottom Chord, nonconcurrent with anyother live loads.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixitymodel was used in the analysis and design of this truss.

10) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends orrestrained by other means.11) CAUTION, Do not erect truss backwards.12) NOTE: Refer to the attached Trussway Notes, Appendices









May 24,2016

For App

roval

Only **

*6/10

/2016

***


Job

28408FL1

Truss

FC04

Truss Type

FLOOR

Qty

1

Ply



H3828366

7.630 s Nov 30 2015 MiTek Industries, Inc. Tue May 24 12:33:31 2016 Page 1 Trussway Manufacturing Inc., Houston, TXID:qvLFrhVpEQsE9qtjx8bRJlzFLjw-N1Sb7YjA0mt2W1fgHqQLi?WqA4JpfbxLW1eyaVzDHmI

Scale = 1:9.5

B1

W1 W1

T1

BL1

W2W2

A B C D

G F E

HI

L M N

J K1.5x3

5x5 1.5x3

3x3

1.5x4

3x3

1.5x3

4-8-04-8-0

1-3-0 1-8-0

1-4-

0

0-9-

5

1-4-

0

Plate Offsets (X,Y)-- [A:0-2-0,Edge], [C:0-1-8,Edge]


100.025.00.0

10.0


2-0-01.001.00YES

IBC2009/TPI2007

CSI.TCBCWB(Matrix)

0.590.370.29


in-0.04-0.08-0.01

(loc)E-FE-F

E

l/defl>999>673

n/a

L/d360240n/a

PLATESMT20


GRIP244/190


TOP CHORDSheathed or 4-8-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size)E = 610/MechanicalI = 583/0-1-8 (min. 0-1-8)

FORCES. (lb)Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown.TOP CHORDA-L=-526/0, B-L=-526/0, B-M=-526/0, C-M=-526/0BOT CHORDF-K=0/526, E-K=0/526WEBSC-E=-715/0, A-F=0/614, B-F=-356/0

NOTES- (12-15)1) Unbalanced floor live loads have been considered for thisdesign.2) This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent liveloads.3) Attach ribbon block to truss with 3-10d nails applied to flatface.4) Refer to girder(s) for truss to truss connections.5) Bearing at joint(s) I considers parallel to grain value usingANSI/TPI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface.6) Provide mechanical connection (by others) of truss to bearingplate at joint(s) I.7) This truss is designed in accordance with the 2009International Building Code section 2306.1 and referencedstandard ANSI/TPI 1.8) This truss has been designed for a moving concentrated loadof 50.0lb dead located at all mid panels and at all panel pointsalong the Top Chord and Bottom Chord, nonconcurrent with anyother live loads.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixitymodel was used in the analysis and design of this truss.

10) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends orrestrained by other means.11) CAUTION, Do not erect truss backwards.12) NOTE: Refer to the attached Trussway Notes, Appendices









May 24,2016

For App

roval

Only **

*6/10

/2016

***


PRECAUCIÓN! ALGUNOS DISEÑO NO SON SIMÉTRICOS

NO INSTALE LA VUELTA FINAL PARA EL FINAL, O HACIA ABAJO CONSULTE EL DIBUJO PARA UNA ORIENTACIÓN CORRECTA.


Building Type 1

2nd Floor

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 2

4"

2'-0

"

101

4"

2'-0

"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 24"

2'-0

"101

4"2'

-0"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

2'-0

"10

14"

2'-0

"

O.C

.S

TAR

T 2

4"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TAR

T 24"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TAR

T 24"

O.C

.S

TAR

T 24"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech1'

-0"

2'-0

"1'

-0"

101

4"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

O.C

.S

TAR

T 24"

O.C

.S

TAR

T 24"

1'-0

"2'

-0"

1'-0

"

101

4"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

8'-9

34"

9'-934"

3'-8

516

"

4'-838"

Unit 3

Unit 3 Unit 3

Unit 3

Unit 1 Unit 1

Unit 1 Unit 1

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:

C:\MiTek76\Jobs\28408 Hawthorne at Leland\Design\Floor\28408FLAY.dwg Create date : 05/16/16 - 7:31 A Print Date : 05/20/16 - 7:30 A (VER : 1.12)

ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 1

3rd Floor

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TAR

T 24"

O.C

.S

TAR

T 24"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

1'-0

"2'

-0"

1'-0

"

101

4"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

1'-0

"2'

-0"

1'-0

"

101

4"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

O.C

.S

TAR

T 24"

O.C

.S

TAR

T 24"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 2

4"

2'-0

"

101

4"

2'-0

"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 24"

2'-0

"101

4"2'

-0"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

2'-0

"10

14"

2'-0

"

O.C

.S

TAR

T 2

4"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TAR

T 24"

8'-9

34"

9'-934"

Unit 3

Unit 3Unit 3

Unit 3

Unit 1 Unit 1

Unit 1 Unit 1

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 1E

2nd Floor

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TA

RT

24"

2'-0

"

101

4"

2'-0

"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TA

RT

24"

2'-0

"101

4"2'

-0"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

2'-0

"10

14"

2'-0

"

O.C

.S

TA

RT

24"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TA

RT

24"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TA

RT

24"

O.C

.S

TAR

T 2

4"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

2'-0

"1'

-0"

2'-0

"

1'-6

12"

O.C

.S

TA

RT

24"

O.C

.S

TA

RT

24"

11'-534"3'-61

4"

12'-614"

11'-1"12'-11"

13'-314" 10'-811

16"

15'-314" 3'-61

4"

2'-0

"

1'-0

"1'

-81

2"

1'-6

12"

11'-534" 3'-61

4"

12'-614"

11'-1" 12'-11"

13'-314"10'-811

16"

15'-314"3'-61

4"

O.C

.S

TA

RT

24"

O.C

.S

TA

RT

24"

9'-934"

8'-9

34"

3'-8

38"

4'-8516"

101

4"11'-53

4" 3'-614"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-314"8'-83

4"

Mech

O.C

.S

TA

RT

24"

Unit 3Unit 3

Unit 1.1 Unit 1.1

Unit 3Unit 3

Unit 1 Unit 1 Special

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 1E

3rd Floor

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 2

4"

2'-0

"

101

4"

2'-0

"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 24"

2'-0

"101

4"2'

-0"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

2'-0

"10

14"

2'-0

"

O.C

.S

TAR

T 2

4"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TAR

T 24"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TA

RT

24"

O.C

.S

TAR

T 2

4"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

1'-0

"

2'-0

"

1'-0

"

101

4"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

O.C

.S

TA

RT

24"

O.C

.S

TAR

T 2

4"

2'-0

"1'

-0"

2'-0

"

1'-6

12"

O.C

.S

TAR

T 2

4"

O.C

.S

TA

RT

24"

11'-534"3'-61

4"

12'-614"

11'-1"12'-11"

13'-314" 10'-811

16"

15'-314" 3'-61

4"

2'-0

"

1'-0

"1'

-81

2"

1'-6

12"

11'-534" 3'-61

4"

12'-614"

11'-1" 12'-11"

13'-314"10'-811

16"

15'-314"3'-61

4"

O.C

.S

TAR

T 2

4"

O.C

.S

TA

RT

24"

Unit 3

Unit 3Unit 3

Unit 3

Unit 1.1 Unit 1.1

Unit 1 Unit 1

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 2

2nd Floor

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TAR

T 2

4"

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TAR

T 2

4"

1'-0

"

2'-0

"

1'-0

"

101

4"11'-53

4" 3'-614"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

O.C

.S

TA

RT

24"

O.C

.S

TA

RT

24"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TA

RT

24"

O.C

.S

TA

RT

24"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

11'-11"

11'-1014" 23'-03

4"

7'-312"

6'-218"

5'-312"

2'-3

12"

1'-8

12"

23'-312"

O.C

.S

TA

RT

24"

11'-11"

11'-1014"23'-03

4"

7'-312"

6'-218"

5'-312"

2'-3

12"

1'-8

12"

23'-312"

O.C

.S

TA

RT

24"

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TA

RT

24"

2'-0

"101

4"2'

-0"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TA

RT

24"

8'-9

34"

9'-934"

4'-838"

3'-8

38"

Unit 3 Unit 3

Unit 4 Unit 4Unit 1Unit 1

Unit 2 Unit 2

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 2

3rd Floor

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TA

RT

24"

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TA

RT

24"

1'-0

"

2'-0

"

1'-0

"

101

4"11'-53

4" 3'-614"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

O.C

.S

TA

RT

24"

O.C

.S

TAR

T 2

4"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TA

RT

24"

O.C

.S

TAR

T 2

4"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TA

RT

24"

2'-0

"101

4"2'

-0"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TA

RT

24"

11'-11"

11'-1014" 23'-03

4"

7'-312"

6'-218"

5'-312"

2'-3

12"

1'-8

12"

23'-312"

O.C

.S

TAR

T 2

4"

11'-11"

11'-1014"23'-03

4"

7'-312"

6'-218"

5'-312"

2'-3

12"

1'-8

12"

23'-312"

O.C

.S

TAR

T 2

4"

9'-91316"

8'-9

34"

Unit 3Unit 3

Unit 4Unit 4

Unit 1 Unit 1

Unit 2 Unit 2

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 2E

2nd Floor

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TA

RT

24"

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TA

RT

24"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TA

RT

24"

2'-0

"101

4"2'

-0"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TA

RT

24"

7'-312"

6'-218"

5'-312"

6'-1014"

23'-312"

11'-1014"

O.C

.S

TA

RT

24"

1'-0

"2'

-0"

1'-0

"

7'-312"

6'-218"

5'-312"

6'-1014"

23'-312"

11'-1014"

1'-0

"

2'-0

"

1'-0

"

O.C

.S

TA

RT

24"

101

4"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-314"8'-83

4"

Mech

O.C

.S

TAR

T 2

4"

9'-934"

4'-8516"

Unit 3

Unit 4

Unit 3

Unit 4

Unit 1 Unit 1 Special

Unit 2.1 Unit 2.1

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


Building Type 2E

3rd Floor

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TA

RT

24"

22'-5"

13'-934"

22'-112"

12'-634"

23'-8"

3'-8"

11'-8"

O.C

.S

TA

RT

24"

1'-0

"

2'-0

"

1'-0

"

101

4"

11'-534" 3'-61

4"

12'-614"

13'-2"10'-10"

13'-314"10'-83

4"

15'-634"8'-51

4"

Mech

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

1'-0

"2'

-0"

1'-0

"

101

4"

O.C

.S

TAR

T 2

4"O

.C.

STA

RT

24"

11'-534"3'-61

4"

12'-614"

13'-2" 10'-10"

13'-314" 10'-83

4"

15'-634" 8'-51

4"

Mech

16'-114"13'-103

4"

20'-034"9'-111

4"

12'-534"17'-61

4"

17'-8"3'-8"

Mech

O.C

.S

TAR

T 24"

2'-0

"101

4"2'

-0"

16'-114" 13'-103

4"

20'-034" 9'-111

4"

12'-534" 17'-61

4"

17'-8"3'-8"

Mech

2'-0

" 101

4"

2'-0

"

O.C

.S

TAR

T 24"

7'-312"

6'-218"

5'-312"

6'-1014"

23'-312"

11'-1014"

O.C

.S

TAR

T 2

4"

1'-0

"2'

-0"

1'-0

"

7'-312"

6'-218"

5'-312"

6'-1014"

23'-312"

11'-1014"

1'-0

"

2'-0

"

1'-0

"

O.C

.S

TAR

T 2

4"

8'-9

34"

9'-91316"

P

RE

CA

UC

IÓN

! A

LG

UN

OS

DIS

EÑ

O N

O S

ON

SIM

ÉT

RIC

OS

NO

IN

ST

AL

E L

A V

UE

LT

A F

INA

L P

AR

A E

L F

INA

L,

O H

AC

IA A

BA

JO

C

ON

SU

LT

E E

L D

IBU

JO

PA

RA

UN

A O

RIE

NT

AC

IÓN

CO

RR

EC

TA

.

SCALE

REVISIONS :

:

PROJECT ID

CHECK BY

DRAWN BY

:

:

:


ORDER # :

ISS

UE

D F

OR

AP

PR

OV

AL

ON

LY


TRUSSWAY - Floor Spread Sheet

Project: Hawthorne at Leland Notes:

Project ID: 28408 Order: 00020114 Std. Loading: 40-15-0-10=65 psf

Customer: EVOLVE CONSTRUCTION, LLC Pub. Loading: 100-25-0-10=135 psf

City: Leland Pri. Loading: 0-0-0-0=0 psf

State: NC Plant: Fredericksburg Spacing: 24" o.c.

Designer: Jordan, Mark Bldg Code: IBC 2009

Checker:

Sales: Jason Aufderhar Item Count: 25 (Mfg: 19 Non-Mfg: 6)

Rev

Bldg 400 700

Lvl 1 1

Depth Span Description Total Qty Type FCTR REV 1 1

18.00 02-01-08 GABLE 8 C02 4.00 4 4

18.00 03-01-08 GABLE 48 C03 6.00 24 24

18.00 06-01-08 GABLE 32 C06 12.00 16 16

18.00 08-01-08 GABLE 40 C08 16.00 20 20

18.00 12-01-08 GABLE 16 C12 24.00 8 8

18.00 24-00-00 FLOOR 32 F01 47.50 16 16

18.00 24-00-00 FLOOR 24 F02 47.50 12 12

18.00 24-00-00 FLOOR 8 F03 47.50 4 4

18.00 24-00-00 FLOOR 72 F04 47.50 36 36

18.00 15-00-00 FLOOR 24 F05 29.75 12 12

18.00 30-00-00 FLOOR 40 F07 59.50 20 20

18.00 30-00-00 FLOOR 56 F08 59.50 28 28

18.00 30-00-00 FLOOR 32 F09 59.50 16 16

18.00 17-08-00 FLOOR 24 F10 35.08 12 12

18.00 03-08-00 FLOOR 16 F11 7.08 8 8

16.00 08-09-08 FLOOR 82 FC01 20.50 41 41

16.00 09-09-08 FLOOR 18 FC02 22.50 9 9

16.00 03-08-00 FLOOR 32 FC03 8.79 16 16

16.00 04-08-00 FLOOR 16 FC04 10.71 8 8

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 16 FB02 (*2P) 0.00 8 8

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB03 (*2P) 0.00 6 6

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 2 FB04 0.00 1 1

16.00 17-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB05 (*2P) 0.00 6 6

0.00 00 USP JUS410 48 FH1 0.00 24 24

0.00 00 Simpson HU416 12 FH11 0.00 6 6

06/10/2016 7:20:14 AM CST Production Spreadsheet - 06/10/2016 8:20:06 AM - Mark Jordan Page 1 of 1









Checker:


Rev

Bldg 400 700

Lvl 2 2

Depth Span Description Total Qty Type FCTR REV 1 1

18.00 02-01-08 GABLE 8 C02 4.00 4 4

18.00 03-01-08 GABLE 48 C03 6.00 24 24

18.00 06-01-08 GABLE 32 C06 12.00 16 16

18.00 08-01-08 GABLE 40 C08 16.00 20 20

18.00 12-01-08 GABLE 16 C12 24.00 8 8

18.00 24-00-00 FLOOR 32 F01 47.50 16 16

18.00 24-00-00 FLOOR 24 F02 47.50 12 12

18.00 24-00-00 FLOOR 8 F03 47.50 4 4

18.00 24-00-00 FLOOR 72 F04 47.50 36 36

18.00 15-00-00 FLOOR 24 F05 29.75 12 12

18.00 30-00-00 FLOOR 40 F07 59.50 20 20

18.00 30-00-00 FLOOR 56 F08 59.50 28 28

18.00 30-00-00 FLOOR 32 F09 59.50 16 16

18.00 17-08-00 FLOOR 24 F10 35.08 12 12

18.00 03-08-00 FLOOR 16 F11 7.08 8 8

16.00 08-09-08 FLOOR 74 FC01 20.50 37 37

16.00 09-09-08 FLOOR 12 FC02 22.50 6 6

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 8 FB02 (*2P) 0.00 4 4

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 8 FB03 (*2P) 0.00 4 4










Checker:


Rev

Bldg 200 600 800

Lvl 1 1 1

Depth Span Description Total Qty Type FCTR REV 1E 1E 1E

18.00 02-01-08 GABLE 24 C02 4.00 8 8 8

18.00 03-01-08 GABLE 78 C03 6.00 26 26 26

18.00 06-01-08 GABLE 48 C06 12.00 16 16 16

18.00 08-01-08 GABLE 60 C08 16.00 20 20 20

18.00 12-01-08 GABLE 18 C12 24.00 6 6 6

18.00 24-00-00 FLOOR 12 F01 47.50 4 4 4

18.00 24-00-00 FLOOR 30 F02 47.50 10 10 10

18.00 24-00-00 FLOOR 12 F03 47.50 4 4 4

18.00 24-00-00 FLOOR 102 F04 47.50 34 34 34

18.00 15-00-00 FLOOR 36 F05 29.75 12 12 12

18.00 18-09-08 FLOOR 30 F06 37.33 10 10 10

18.00 30-00-00 FLOOR 60 F07 59.50 20 20 20

18.00 30-00-00 FLOOR 84 F08 59.50 28 28 28

18.00 30-00-00 FLOOR 48 F09 59.50 16 16 16

18.00 17-08-00 FLOOR 36 F10 35.08 12 12 12

18.00 03-08-00 FLOOR 24 F11 7.08 8 8 8

18.00 24-00-00 FLOOR 6 F27 47.50 2 2 2

18.00 23-08-04 FLOOR 9 F28 47.25 3 3 3

16.00 08-09-08 FLOOR 123 FC01 20.50 41 41 41

16.00 09-09-08 FLOOR 27 FC02 22.50 9 9 9

16.00 03-08-00 FLOOR 48 FC03 8.79 16 16 16

16.00 04-08-00 FLOOR 24 FC04 10.71 8 8 8

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 24 FB02 (*2P) 0.00 8 8 8

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB03 (*2P) 0.00 4 4 4

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 3 FB04 0.00 1 1 1

16.00 17-00-00 1.75 x 16 GP-LVL 2900F-2.0E 18 FB05 (*2P) 0.00 6 6 6

18.00 07-00-00 1.75 x 18 GP-LVL 2900F-2.0E 6 FB06 (*2P) 0.00 2 2 2

16.00 06-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB07 (*2P) 0.00 4 4 4

0.00 00 Simpson HU416 18 FH11 0.00 6 6 6

0.00 00 USP JUS410 81 FH1 0.00 27 27 27










Checker:


Rev

Bldg 200 600 800

Lvl 2 2 2

Depth Span Description Total Qty Type FCTR REV 1E 1E 1E

18.00 02-01-08 GABLE 24 C02 4.00 8 8 8

18.00 03-01-08 GABLE 78 C03 6.00 26 26 26

18.00 06-01-08 GABLE 48 C06 12.00 16 16 16

18.00 08-01-08 GABLE 60 C08 16.00 20 20 20

18.00 12-01-08 GABLE 18 C12 24.00 6 6 6

18.00 24-00-00 FLOOR 24 F01 47.50 8 8 8

18.00 24-00-00 FLOOR 36 F02 47.50 12 12 12

18.00 24-00-00 FLOOR 12 F03 47.50 4 4 4

18.00 24-00-00 FLOOR 102 F04 47.50 34 34 34

18.00 15-00-00 FLOOR 36 F05 29.75 12 12 12

18.00 18-09-08 FLOOR 30 F06 37.33 10 10 10

18.00 30-00-00 FLOOR 60 F07 59.50 20 20 20

18.00 30-00-00 FLOOR 84 F08 59.50 28 28 28

18.00 30-00-00 FLOOR 48 F09 59.50 16 16 16

18.00 17-08-00 FLOOR 36 F10 35.08 12 12 12

18.00 03-08-00 FLOOR 24 F11 7.08 8 8 8

16.00 08-09-08 FLOOR 111 FC01 20.50 37 37 37

16.00 09-09-08 FLOOR 18 FC02 22.50 6 6 6

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB02 (*2P) 0.00 4 4 4

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB03 (*2P) 0.00 4 4 4

16.00 06-00-00 1.75 x 16 GP-LVL 2900F-2.0E 6 FB07 (*2P) 0.00 2 2 2










Checker:


Rev

Bldg 100 500 1000

Lvl 1 1 1

Depth Span Description Total Qty Type FCTR REV 2 2 2

18.00 02-01-08 GABLE 12 C02 4.00 4 4 4

18.00 03-01-08 GABLE 78 C03 6.00 26 26 26

18.00 06-01-08 GABLE 36 C06 12.00 12 12 12

18.00 08-01-08 GABLE 60 C08 16.00 20 20 20

18.00 10-01-08 GABLE 6 C10 20.00 2 2 2

18.00 12-01-08 GABLE 36 C12 24.00 12 12 12

18.00 24-00-00 FLOOR 24 F01 47.50 8 8 8

18.00 24-00-00 FLOOR 18 F02 47.50 6 6 6

18.00 24-00-00 FLOOR 6 F03 47.50 2 2 2

18.00 24-00-00 FLOOR 54 F04 47.50 18 18 18

18.00 15-00-00 FLOOR 18 F05 29.75 6 6 6

18.00 30-00-00 FLOOR 30 F07 59.50 10 10 10

18.00 30-00-00 FLOOR 42 F08 59.50 14 14 14

18.00 30-00-00 FLOOR 24 F09 59.50 8 8 8

18.00 17-08-00 FLOOR 18 F10 35.08 6 6 6

18.00 03-08-00 FLOOR 24 F11 7.08 8 8 8

18.00 23-03-08 FLOOR 90 F12 46.21 30 30 30

18.00 11-10-04 FLOOR 90 F13 24.90 30 30 30

18.00 11-11-00 FLOOR 24 F14 23.58 8 8 8

18.00 07-03-08 FLOOR 6 F15 14.33 2 2 2

18.00 06-02-02 FLOOR 6 F16 12.10 2 2 2

18.00 05-03-08 FLOOR 12 F17 10.33 4 4 4

18.00 22-05-00 FLOOR 54 F19 44.46 18 18 18

18.00 22-01-04 FLOOR 12 F20 43.71 4 4 4

18.00 23-08-00 FLOOR 24 F21 46.96 8 8 8

18.00 23-08-00 FLOOR 18 F22 47.08 6 6 6

18.00 13-09-12 FLOOR 54 F23 28.81 18 18 18

18.00 13-09-12 FLOOR 12 F24 28.83 4 4 4

18.00 12-06-12 FLOOR 24 F25 26.31 8 8 8

18.00 11-08-00 FLOOR 6 F26 23.08 2 2 2

16.00 08-09-08 FLOOR 144 FC01 20.50 48 48 48

16.00 09-09-08 FLOOR 24 FC02 22.50 8 8 8

16.00 03-08-00 FLOOR 48 FC03 8.79 16 16 16

16.00 04-08-00 FLOOR 24 FC04 10.71 8 8 8

9.25 05-00-00 1.75 x 9.25 GP-LVL 2900F-2.0E 12 FB01 (*2P) 0.00 4 4 4

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 36 FB02 (*2P) 0.00 12 12 12

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 18 FB03 (*2P) 0.00 6 6 6

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 3 FB04 0.00 1 1 1

16.00 17-00-00 1.75 x 16 GP-LVL 2900F-2.0E 18 FB05 (*2P) 0.00 6 6 6

0.00 00 Simpson HU416 18 FH11 0.00 6 6 6

0.00 00 USP JUS410 84 FH1 0.00 28 28 28










Checker:


Rev

Bldg 100 500 1000

Lvl 2 2 2

Depth Span Description Total Qty Type FCTR REV 2 2 2

18.00 02-01-08 GABLE 12 C02 4.00 4 4 4

18.00 03-01-08 GABLE 78 C03 6.00 26 26 26

18.00 06-01-08 GABLE 36 C06 12.00 12 12 12

18.00 08-01-08 GABLE 60 C08 16.00 20 20 20

18.00 10-01-08 GABLE 6 C10 20.00 2 2 2

18.00 12-01-08 GABLE 36 C12 24.00 12 12 12

18.00 24-00-00 FLOOR 24 F01 47.50 8 8 8

18.00 24-00-00 FLOOR 18 F02 47.50 6 6 6

18.00 24-00-00 FLOOR 6 F03 47.50 2 2 2

18.00 24-00-00 FLOOR 54 F04 47.50 18 18 18

18.00 15-00-00 FLOOR 18 F05 29.75 6 6 6

18.00 30-00-00 FLOOR 30 F07 59.50 10 10 10

18.00 30-00-00 FLOOR 42 F08 59.50 14 14 14

18.00 30-00-00 FLOOR 24 F09 59.50 8 8 8

18.00 17-08-00 FLOOR 18 F10 35.08 6 6 6

18.00 03-08-00 FLOOR 24 F11 7.08 8 8 8

18.00 23-03-08 FLOOR 90 F12 46.21 30 30 30

18.00 11-10-04 FLOOR 90 F13 24.90 30 30 30

18.00 11-11-00 FLOOR 24 F14 23.58 8 8 8

18.00 07-03-08 FLOOR 6 F15 14.33 2 2 2

18.00 06-02-02 FLOOR 6 F16 12.10 2 2 2

18.00 05-03-08 FLOOR 12 F17 10.33 4 4 4

18.00 22-05-00 FLOOR 54 F19 44.46 18 18 18

18.00 22-01-04 FLOOR 12 F20 43.71 4 4 4

18.00 23-08-00 FLOOR 24 F21 46.96 8 8 8

18.00 23-08-00 FLOOR 18 F22 47.08 6 6 6

18.00 13-09-12 FLOOR 54 F23 28.81 18 18 18

18.00 13-09-12 FLOOR 12 F24 28.83 4 4 4

18.00 12-06-12 FLOOR 24 F25 26.31 8 8 8

18.00 11-08-00 FLOOR 6 F26 23.08 2 2 2

16.00 08-09-08 FLOOR 126 FC01 20.50 42 42 42

16.00 09-09-08 FLOOR 18 FC02 22.50 6 6 6

9.25 05-00-00 1.75 x 9.25 GP-LVL 2900F-2.0E 12 FB01 (*2P) 0.00 4 4 4

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 24 FB02 (*2P) 0.00 8 8 8

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB03 (*2P) 0.00 4 4 4

0.00 00 USP JUS410 12 FH1 0.00 4 4 4










Checker:


Rev

Bldg 300 900

Lvl 1 1

Depth Span Description Total Qty Type FCTR REV 2E 2E

18.00 02-01-08 GABLE 16 C02 4.00 8 8

18.00 03-01-08 GABLE 52 C03 6.00 26 26

16.00 04-01-08 GABLE 2 C04 8.00 1 1

18.00 06-01-08 GABLE 24 C06 12.00 12 12

18.00 08-01-08 GABLE 44 C08 16.00 22 22

18.00 10-01-08 GABLE 4 C10 20.00 2 2

18.00 12-01-08 GABLE 20 C12 24.00 10 10

18.00 24-00-00 FLOOR 8 F01 47.50 4 4

18.00 24-00-00 FLOOR 8 F02 47.50 4 4

18.00 24-00-00 FLOOR 4 F03 47.50 2 2

18.00 24-00-00 FLOOR 36 F04 47.50 18 18

18.00 15-00-00 FLOOR 12 F05 29.75 6 6

18.00 30-00-00 FLOOR 20 F07 59.50 10 10

18.00 30-00-00 FLOOR 28 F08 59.50 14 14

18.00 30-00-00 FLOOR 16 F09 59.50 8 8

18.00 17-08-00 FLOOR 12 F10 35.08 6 6

18.00 03-08-00 FLOOR 16 F11 7.08 8 8

18.00 23-03-08 FLOOR 60 F12 46.21 30 30

18.00 11-10-04 FLOOR 32 F13 24.90 16 16

18.00 11-11-00 FLOOR 24 F14 23.58 12 12

18.00 07-03-08 FLOOR 4 F15 14.33 2 2

18.00 06-02-02 FLOOR 4 F16 12.10 2 2

18.00 05-03-08 FLOOR 8 F17 10.33 4 4

18.00 06-10-04 FLOOR 20 F18 14.88 10 10

18.00 22-05-00 FLOOR 36 F19 44.46 18 18

18.00 22-01-04 FLOOR 8 F20 43.71 4 4

18.00 23-08-00 FLOOR 16 F21 46.96 8 8

18.00 23-08-00 FLOOR 12 F22 47.08 6 6

18.00 13-09-12 FLOOR 36 F23 28.81 18 18

18.00 13-09-12 FLOOR 8 F24 28.83 4 4

18.00 12-06-12 FLOOR 16 F25 26.31 8 8

18.00 11-08-00 FLOOR 4 F26 23.08 2 2

18.00 24-00-00 FLOOR 4 F27 47.50 2 2

18.00 23-08-04 FLOOR 6 F28 47.25 3 3

16.00 08-09-08 FLOOR 96 FC01 20.50 48 48

16.00 09-09-08 FLOOR 18 FC02 22.50 9 9

16.00 03-08-00 FLOOR 32 FC03 8.79 16 16

16.00 04-08-00 FLOOR 16 FC04 10.71 8 8

9.25 05-00-00 1.75 x 9.25 GP-LVL 2900F-2.0E 8 FB01 (*2P) 0.00 4 4

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 24 FB02 (*2P) 0.00 12 12

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 8 FB03 (*2P) 0.00 4 4

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 2 FB04 0.00 1 1

16.00 17-00-00 1.75 x 16 GP-LVL 2900F-2.0E 12 FB05 (*2P) 0.00 6 6

18.00 07-00-00 1.75 x 18 GP-LVL 2900F-2.0E 4 FB06 (*2P) 0.00 2 2

16.00 06-00-00 1.75 x 16 GP-LVL 2900F-2.0E 8 FB07 (*2P) 0.00 4 4

0.00 00 Simpson HU416 12 FH11 0.00 6 6

0.00 00 USP JUS410 62 FH1 0.00 31 31










Checker:


Rev

Bldg 300 900

Lvl 2 2

Depth Span Description Total Qty Type FCTR REV 2E 2E

18.00 02-01-08 GABLE 16 C02 4.00 8 8

18.00 03-01-08 GABLE 52 C03 6.00 26 26

18.00 06-01-08 GABLE 24 C06 12.00 12 12

18.00 08-01-08 GABLE 44 C08 16.00 22 22

18.00 10-01-08 GABLE 4 C10 20.00 2 2

18.00 12-01-08 GABLE 20 C12 24.00 10 10

18.00 24-00-00 FLOOR 16 F01 47.50 8 8

18.00 24-00-00 FLOOR 12 F02 47.50 6 6

18.00 24-00-00 FLOOR 4 F03 47.50 2 2

18.00 24-00-00 FLOOR 36 F04 47.50 18 18

18.00 15-00-00 FLOOR 12 F05 29.75 6 6

18.00 30-00-00 FLOOR 20 F07 59.50 10 10

18.00 30-00-00 FLOOR 28 F08 59.50 14 14

18.00 30-00-00 FLOOR 16 F09 59.50 8 8

18.00 17-08-00 FLOOR 12 F10 35.08 6 6

18.00 03-08-00 FLOOR 16 F11 7.08 8 8

18.00 23-03-08 FLOOR 60 F12 46.21 30 30

18.00 11-10-04 FLOOR 32 F13 24.90 16 16

18.00 11-11-00 FLOOR 24 F14 23.58 12 12

18.00 07-03-08 FLOOR 4 F15 14.33 2 2

18.00 06-02-02 FLOOR 4 F16 12.10 2 2

18.00 05-03-08 FLOOR 8 F17 10.33 4 4

18.00 06-10-04 FLOOR 20 F18 14.88 10 10

18.00 22-05-00 FLOOR 36 F19 44.46 18 18

18.00 22-01-04 FLOOR 8 F20 43.71 4 4

18.00 23-08-00 FLOOR 16 F21 46.96 8 8

18.00 23-08-00 FLOOR 12 F22 47.08 6 6

18.00 13-09-12 FLOOR 36 F23 28.81 18 18

18.00 13-09-12 FLOOR 8 F24 28.83 4 4

18.00 12-06-12 FLOOR 16 F25 26.31 8 8

18.00 11-08-00 FLOOR 4 F26 23.08 2 2

16.00 08-09-08 FLOOR 84 FC01 20.50 42 42

16.00 09-09-08 FLOOR 12 FC02 22.50 6 6

9.25 05-00-00 1.75 x 9.25 GP-LVL 2900F-2.0E 8 FB01 (*2P) 0.00 4 4

16.00 10-00-00 1.75 x 16 GP-LVL 2900F-2.0E 16 FB02 (*2P) 0.00 8 8

16.00 11-00-00 1.75 x 16 GP-LVL 2900F-2.0E 8 FB03 (*2P) 0.00 4 4

16.00 06-00-00 1.75 x 16 GP-LVL 2900F-2.0E 4 FB07 (*2P) 0.00 2 2

0.00 00 USP JUS410 8 FH1 0.00 4 4



BASE TRUSS

PIGGYBACK TRUSS

ATTACH EACH PURLIN TO TOPCHORD OF BASE TRUSS WITH

2 NAILS. NAILS TO BE A MINIMUM OF 12d OR 16d (SEE CHART BELOW)

ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - NAILS TOENAILED.

NAILS TO BE A MINIMUM OF 12d OR 16d (SEE CHART BELOW)

3-0-

0 (M

IN)

Trussway Holding, Inc.9411 Alcorn

Houston, TX 77093

1

3-0-

0 (M

IN)

SIMPSON "H3" (OR EQUIVALENT)FRAMING ANCHOR. ONE CONNECTINGPURLIN TO PIGGYBACK TRUSSAND ONE CONNECTING PURLINTO BASE TRUSS.

1

Connection designed to resist anUplift pressure = 150 PLF for SP/DFUplift pressure = 106 PLF for SPF/HF

2 x 4 x 3'-0" ATTACHED TO ONE SIDE OF TOP

CHORD WITH 10d (0.131"X3") NAILS AT 6" O.C. STAGGERED. (SCAB NOT NECESSARY FOR PIGGYBACK SPANS

LESS THAN 16'-0")

MAXIMUM PURLIN SPACING = 36" O.C.OR LESS IF REQUIRED BY DESIGN.SEE INDIVIDUAL TRUSS DESIGN FORTOP CHORD BRACING REQUIREMENTSOF THE BASE TRUSS.

PIGGYBACK TRUSS

BASE TRUSS

6" x 8" x 1/2" PLYWOOD (or 7/16" OSB)GUSSET EACH SIDE AT EACH PURLIN LOCATION. ATTACH WITH 3 - 8d (0.131"X2.5") COMMON WIRE NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS)

ATTACH MITEK 18ga 5H HAMMER-ON PLATES (3-7/16" X 6-1/4") ON EACH SIDE AT EACH PURLIN LOCATION. (OR MAY SUBSTITUTE WITH NAIL-ON TIE PLATES COMMERCIALLY AVAILABLE THRUMOST BUILDING SUPPLY OR LUMBER YARDS)

USE ANY OF THE THESE THREE CONNECTIONOPTIONS AT ALL PURLINLOCATIONS.

OR

6"

8"

2

1 2

Connection designed to resist anUplift pressure = 100 PLF @ 1.33 INCRUplift pressure = 120 PLF @ 1.6 INCR

3

Connection designed to resist anUplift pressure = 120 PLF @ 1.33 INCRUplift pressure = 143 PLF @ 1.6 INCR

3

2 x 4 x 3'-0" ATTACHED TO ONE SIDE OF TOP

(SCAB NOT NECESSARY FOR PIGGYBACK SPANS

LESS THAN 16'-0")

MAXIMUM ALLOWABLE WIND UPLIFTS WITH TOE-NAILED CONNECTION

MAXIMUM PURLIN SPACING = 36" O.C.OR LESS IF REQUIRED BY DESIGN.SEE INDIVIDUAL TRUSS DESIGN FORTOP CHORD BRACING REQUIREMENTSOF THE BASE TRUSS.

ATTACH EACH PURLIN TO TOPCHORD OF BASE TRUSS WITH2 - 16d (0.131"X3.5") NAILS.

OPTION: 2

OPTION: 1

PIGGYBACK TRUSS CONNECTION DETAIL

MAXIMUM ALLOWABLE WIND UPLIFT PRESSURE in PLF1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6

Lumber SpeciesSYP DF HF SPF

NAILS

Load Duration

Load Duration

Load Duration

Load Duration

4341

5250

3432

4138

2422

2826

2221

2625

.131"x 3 1/2".131"x 3 1/4'

16d Common12d Common

TRUSSWAY

APPENDIX: TW001LAST UPDATED ON 04/2012.Appendix 1 of 3.

REFER TO BSCI B3 FOR PERMANENT BRACINGREQUIREMENT OF ROOF SYSTEM.

REFER TO BSCI B3 FOR PERMANENT BRACINGREQUIREMENT OF ROOF SYSTEM.

CHORD WITH 10d (0.131"X3") NAILS AT 6" O.C. STAGGERED.



Houston, TX 77093

MAXIMUM ALLOWABLE WIND UPLIFTS WITH TOE-NAILED CONNECTION

Connection designed to resist anUplift pressure = 155 PLF @ 1.33/1.6 INCR(AT 24"O.C., UPLIFT REACTION = 310 LBS.)

REFER TO INDIVIDUAL TRUSS DESIGN FOR LUMBER GRADES,TRUSS TYPE, ETC.

2 - 16d (0.131"X3.5") NAILS TOENAILED @ 45 DEGREES

( SEE CHART BELOW FOR UPLIFT CAPACITIES)

NOTES:1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES.2) CONNECT BOTTOM CHORD OF VALLEY TRUSS TO EACH BASE TRUSS WITH 2 - 16d (0.131"X3.5") NAILS TOENAILED @ 45 DEGREES AT EACH POINT WHERE VALLEY TRUSS INTERSECTS BASE TRUSS. BASE TRUSS SPACING MUST NOT EXCEED 24" O.C.3) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED.

SIMPSON VTC2 VALLEYTRUSS CLIP

Connection designed to resist anUplift pressure = 270 PLF @ 1.33 INCR(AT 24" O.C., UPLIFT REACTION = 540 LBS.)Uplift pressure = 292 PLF @ 1.6 INCR(AT 24" O.C., UPLIFT REACTION = 584 LBS.)

USP "RT7"FRAMINGANCHOR

NOTES:1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES.

- CONNECT BOTTOM CHORD OF VALLEY TRUSSES TO EACH BASE TRUSS WITH SIMPSON "VTC2" (OR EQUIVALENT) FRAMING ANCHOR.

- CUT HOLE OR SLOT IN DECKING TO ALLOW FRAMING ANCHOR TO PASS THROUGH.- CONNECT BOTTOM CHORD OF VALLEY TRUSSES TO EACH BASE TRUSS WITH USP "RT7" (OR EQUIVALENT) FRAMING ANCHOR.

2) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED.

(REFER TO EACH TDD FOR UPLIFT REACTION. TOTAL UPLIFT REACTION DIVIDED BY THE SPAN <= "ALLOWABLE PLF")

MAXIMUM LOADING: TCLL 40.0 PSFTCDL 10.0 PSFLOAD DURATION INCR: 1.15

DESIGN WIND SPEED:REFER TO EACH TRUSS DESIGN DRAWING FOR APPLICABLE WIND DESIGN PARAMETER.

2 - 16d (0.131"X3.5") TOE-NAILS WILL WORK FOR ALL CONDITIONS THAT MEET THE FOLLOWING SPECIFICATIONS:

( FOR ALL OTHER CONDITIONS EXCEEDING MAXIMUM ALLOWABLE UPLIFT TABLE BELOW OR SEE OPTION 2 OR OPTION 3 )

MAXIMUM ALLOWABLE SLOPE

12

9

OPTION: 1

MAXIMUM ALLOWABLE WIND UPLIFT PRESSURE in PLF1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6

Lumber SpeciesSYP DF HF SPF

NAILS

OPTION: 2

OPTION: 3

16d Common .131"x 3 1/2" 52 62 41 49 28 34 26 31

Load Duration

Load Duration

Load Duration

Load Duration

VALLEY TRUSS CONNECTION DETAIL

OPTION: 1


TRUSSWAY


3x4 =

Trusses @ 24" o.c.

End Wall

Roof Sheathing

1'-3" Max.

12Varies to Common Truss

A

A

* *

- Diagonal Bracing Refer to Section A-A*

24" Max

Vertical Stud

SECTION A-A

2x6 Stud or2x4 No.2 of better

2x4 Stud

DIAGONAL BRACE

Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-10d (0.131"X3") Common Nails

DIAGONAL BRACE 4'-0" O.C. MAX

(4) - 8d (0.131"X2.5") NAILS MINIMUM, PLYWOOD/OSB SHEATHING TO 2x4 STD SPF BLOCK

HORIZONTAL BRACE(SEE SECTION A-A)

(2) - 10d(0.131"X3") (2) - 10d

(0.131"X3") NAILS

Standard Gable End Detail

SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA

NOTE:1. MINIMUM GRADE OF #3 MATERIAL IN THE TOP AND BOTTOM CHORDS.2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM.4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d (0.131"X3") NAILS SPACED 6" O.C.5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C.6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 10d (0.131"X3") NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d (0.131"X3") NAILS THROUGH 2x4. (REFER TO SECTION A-A)7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240.8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES.

TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY.

- L-Bracing Refer to Section B-B**

B B

+

+

+

+

(4) - 10d (0.131"X3") Common Wire Nails

(2) - 10d (0.131"X3") Common Wire Nails into 2x6

10d (0.131"X3") Common Wire NailsSpaced 6" o.c.

Vertical Stud

Typical _x4 L-Brace Nailed To2x_ Verticals W/10d (0.131"X3") Nails, 6" o.c.

SECTION B-B

PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131"X3") NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d (0.131"X3") COMMON WIRE NAILS.

2x6 DIAGONAL BRACE SPACED 48" O.C.ATTACHED TO VERTICAL WITH (4) -16d(0.131"X3") COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (4) - 10d (0.131"X3") COMMONS.

Diagonal braces over 6'-3" require a 2x4 T-Brace attached toone edge. Diagonal braces over 12'-6" require 2x4 I-bracesattached to both edges. Fasten T and I braces to narrow edge of web with 10d (0.131"X3") common wire nails 8in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length.

**

Diag. Braceat 1/3 pointsif needed

STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.CONNECTION OF BRACING IS BASED ON MWFRS.

LAST UPDATED ON 06/2015.Appendix 3 of 3. Page 1 of 2

APPENDIX: TW003


Houston, TX 77093TRUSSWAY


MAX MEAN ROOF HEIGHT = 30 FEETCATEGORY II BUILDINGEXPOSURE B or CASCE 7-98, ASCE 7-02, ASCE 7-05DURATION OF LOAD INCREASE : 1.60ASCE 7-10 (Vasd shown)(V_ult = V_asd x (1.6)^1/2).

90 mph

Standard Gable End Detail

STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.CONNECTION OF BRACING IS BASED ON MWFRS.

Page 2 of 2

MinimumStud SizeSpecies

and Grade

StudSpacing

WithoutBrace

1x4L-Brace

2x4L-Brace

Maximum Stud Length

2x4 SPF Std/Stud 12" O.C. 5-1-15 8-8-716" O.C. 4-8-4 7-6-724" O.C. 4-1-2 6-1-13

DIAGONALBRACE

10-3-139-4-88-2-5

2x4 SPF Std/Stud2x4 SPF Std/Stud

6-1-135-3-154-4-3

2 DIAGONALBRACES AT1/3 POINTS

15-5-1214-0-1212-3-7


9-7-78-8-147-7-4


5-6-74-9-83-11-0

14-5-313-1-511-4-14


9-0-58-2-7

6-10-152x4 SPF Std/Stud2x4 SPF Std/Stud

5-0-74-4-53-6-11

13-6-812-3-1010-4-7


8-6-37-8-146-4-0


4-7-64-0-03-3-2

12-9-611-7-59-6-0


8-0-157-1-155-10-3


4-3-23-8-43-0-2

12-1-610-8-158-9-4


7-8-26-7-135-5-2


3-11-73-5-12-9-8

11-6-49-11-118-1-12

WINDSPEED

100 mph

110 mph

120 mph

130 mph

140 mph

Trusses @ 24" o.c.

Roof Sheathing

1'-3" Max.

2x6 DIAGONAL BRACE SPACED 48" O.C.ATTACHED TO VERTICAL WITH (4) -10d(0.131"X3") COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (4) - 10d (0.131"X3") COMMONS.

PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSESON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131"X3") NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (4) - 10d (0.131"X3") COMMON WIRE NAILS.End Wall

Diag. Braceat 1/3 pointsif needed

2X 4 PURLIN FASTENED TO FOUR TRUSSESWITH TWO 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d NAILS (MIN)

CEILING SHEATHING

IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THECEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS

NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS

ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD

HORIZONTAL BRACE(SEE SECTION A-A)


9411 AlcornHouston, TX 77093

TRUSSWAYTrussway Holding, Inc.


Notes and Instructions: Trussway Holding Inc. Revised 080610

� All truss designs are based only upon the design parameters shown on the Individual truss drawings. Trusses are designed as individual building components to be installed in a plumb position and support loads in the place of the truss only. Applicable of design parameters and proper incorporation of trusses and components into the building system are the responsibility of the Building Designers –NOT the Truss Designers.

� Bracing shown on truss design drawings indicates the location of the lateral bracing required to prevent buckling and is for lateral support of individual truss members only. ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and permanent, IS OUTSIDE TRUSSWAY’S SCOPE OF WORK.

� The design of the truss support structure including headers, beam, walls and columns is the responsibility of the Building Designer.

� Temporary bracing to insure stability during construction is the responsibility of the Contractor.

� Permanent bracing of the roof and floor systems and of the overall structure is the responsibility of the Building Designer.

� Refer to BCSI Booklet and BCSI Summary Sheets supplied with this field pack for general guidance regarding unloading, storage, handling, erection and bracing. For additional information contact Structural Building Component Association (Formerly known as Wood Truss Council of America).

� Copies of the documentation contained in this field pack must be distributed to Building Designer, General Contractor and Erection Contractor.

� Individual truss designs are dimensioned in feet-inches-sixteenths.

� Exercise care in unloading, handling, storage, installation and bracing of trusses.

� Girder trusses may consist of more than one ply. General Contractor/ Erection Contractor are responsible for reviewing truss designs to determine number of plies and proper attachment methods to be used in the field.

� Do not install truss turned end-for-end not up-side-down (Refer to individual truss designs sheets during installation). Some trusses have symmetrical outside shapes but have special conditions such as concentrated loads, interior supports or mechanical chased that require proper placement.

� Truss chords shall be adequately braced in the absence of roof sheathing or rigid ceiling.

� CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load transfers are the RESPONSIBILITY OF OTHERS.

� Do not stack construction material on floor or roof trusses in excess of load depicted on BCSI Summary Sheets.

� Do not cut or alter truss members or plates without prior approval of a Professional Engineer.

� All conventional framing to be designed by others. Reviewed For Code Compliance