COVER PAGE. FOR APPROVAL ONLY Truss Engineering For: Champions Gate Village Apts. Building Types: Type III Level 1: Club Roofs

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COVER PAGE Phone: (407) 857-2777 Fax: (407) 85-7899 Operations Mgr. Brian Freer Design Mgr. Pat Conley Sales Rep. Celtic Engineering, Inc.

3 COVER PAGE Phone: (407) Fax: (407) Operations Mgr. Brian Freer Design Mgr. Pat Conley Sales Rep. Celtic Engineering, Inc. FOR APPROVAL ONLY Engineering For: Champions Gate Village Apts. Building Types: Type III Level : Club Roofs PLEASE RETURN SUBMITTAL BY: way Project ID: Transmitted to: ASAP Landsouth Construction Jobsite Contact: Jason Cromer # Date # Books Issued For Delivered By Tracking Info BCSI Included 22-Dec-5 Approval Electronic Roofs 2 23-Feb-6 Approval Electronic Floors 3 23-Feb-6 Approval Electronic Floors 4 23-Feb-6 Approval Electronic Floors 5 25-Feb-6 Approval Electronic Floors 6 25-Feb-6 Approval Electronic Floors 7 25-Feb-6 Approval Electronic Floors 8 25-Feb-6 Approval Salesman Floors & Roofs 9 5-Apr-6 4 Construction Truck Floors Yes 0 2-Apr-6 Approval Electronic Roofs Notes Roofs and Amenities Type I Floors Type II Floors Type III Floors Type I Floors Type II Floors Type III Floors Floors, Roofs & Amenities Floors Type III Level : Club Roofs ver /2/206

4 TRUSSWAY, LTD. Build Right From The Start! Table of Contents This submittal package should contain the following important information Cover Page Table of Contents (This Page) Approval Letter Individual Design Drawings T- Detail Sheets 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 Jobsite Package Cover Coversheet pdf Info For Information for Framers Framer flyer.pdf TTB B B2 B3 TTB - Checklist for Handling & Installing es Guide for Handling, Installing, Restraining & Bracing of es Installation & Temporary Restraint/Bracing Permanent Restraint/Bracing of Chord & Web Members hecklist%20for%20handling%20and%20installing%20trusses.pdf B4 Construction Loading B7 Guide for Handling, Installing & Bracing of 3x2 & 4x2 Parallel Chord es B Fall Protection & es If applicable for those projects with spans 60' and over TTB - Long Span TTB Installation ong%20span%20truss%20installation.pdf If you would like a specific printed SBCA document seen in the list above please 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. to: kcoats@trussway.com If you have questions regarding any of the information contained herein, please contact your way Designer or Sales Representative. PRELIM ISSUE_ 8.5x_TOC.doc Updated: 02/0/202

5 APPROVAL LETTER Date: 04/2/206 Submit to: Landsouth Construction Attn: Jason Cromer Project Name: Ph. #: Champions Gate Village Apts. Project ID: Order ID: Attention: Jason Cromer This package includes sealed Design Drawings, which generally depict the individual truss products to be manufactured for the Building(s), and unsealed Placement Diagrams which indicate the location of truss products assumed by way based on our review of the Construction Documents and the previously submitted and approved way Project Loading assumptions. The Design Drawings and 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. Approval of the truss submittals package should include but not be limited to the following: Design criteria (loading, building codes, etc.) 2 lengths (dimensions on drawings are in feet inches sixteenths) 3 profiles (shape) including pitch (roof trusses) and depth (floor trusses) 4 Location and on center spacing of each truss on the Placement Diagrams 5 Overhang (length, square, or plumb cut) 6 Compatibility of the trusses (configuration and location): a. b. 7 Other: Remarks: with other trades (such as plumbing, mechanical, sky lights, flues); and with structural aspects of the Building(s) The Design Drawings contain all information required under Chapter 2 of the National Design Standard for Metal Plate Connected Wood Construction ( TPI ). Internal truss web configuration, splicing of truss chord members and other details relating to truss design are subject to change by way at the time of construction issue preparation of the 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 Design Drawings provided in the way construction issue Field Packs at the time of delivery of the truss products. The Design Drawings further depict the maximum axial compression forces in the web members and required Permanent Individual Member Restraint (see TPI ). The size, connections, and anchorage of Lateral Restraint and Permanent Building Stability Bracing (see TPI ) shall be by others. way s design responsibilities shall be limited to the responsibilities of Manufacturer and Designer under TPI. The grades of all lumber used in the truss products shall be equal to or greater than the grade noted in the Design Drawings prior to cutting and way otherwise makes no warranty or representation as to lumber grade and design values. In no case shall way assume design responsibilities of the Registered Design Professional or Contractor for the Building(s). Please return the approved 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. Approved By: Date: Title: ver /2/206

6 way Manufacturing Inc. 94 Alcorn St., (73) , RE: Champions Gate Club RF -JRF Site Information: Project Customer: Project Name: Champions Gate Village Apartments Lot/Block: Address: Champions Gate Boulevard Subdivision: City: Osceola State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Engineering Criteria & Design Loads (Individual Design Drawings Show Special Loading Conditions): Design Code: FBC200/TPI2007 Design Program: MiTek 20/ Wind Code: ASCE 7-0 Wind Speed: 40 mph Floor Load: N/A psf Roof Load: 45.0 psf This package includes 2 individual, dated Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Design Engineer and this index sheet conforms to 6G , section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Job ID# Name Date H RC37 4/20/06 2 H RC37E 4/20/06 3 H RC38E 4/20/06 4 H RC38P 4/20/06 5 H RC39 4/20/06 6 H RC39A 4/20/06 7 H RC39P 4/20/06 8 H RC40 4/20/06 9 H RC40A 4/20/06 0 H RC40B 4/20/06 H RC40P 4/20/06 2 H RC4 4/20/06 3 H RC4A 4/20/06 4 H RC4P 4/20/06 5 H RC42D 4/20/06 6 H RC43E 4/20/06 7 H RC43P 4/20/06 No. Seal# Job ID# Name Date 8 H RC44P 4/20/06 9 H RC45 4/20/06 20 H RC45E 4/20/06 2 H37904 RC45P 4/20/06 The truss drawing(s) referenced above have been prepared by way Manufacturing, Inc. under my direct supervision based on the parameters provided by way-orlando. Design Engineer's Name: Iqbal Gagan My license renewal date for the state of Florida is February 28, 207. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. of Iqbal Gagan April 20,206

7 TRUSSWAY - Roof Spread Sheet Project: Champions Gate Village Apartments Bldg Ht: 0 / 0(Club) Project ID: Order: Loading: =0 psf #S.R. Layers: 0 Customer: LandSouth Construction, LLC Spacing: NA Notes: City: Osceola Bldg Code: State: FL Plant: Orlando USI: 0% Designer: Frank, James Wind: Checker: Snell, Timmy Studs: 0 in (I) / 0 in (E) Sales: Dick Simmons Item Count: 22 (Mfg: 2 Non-Mfg: ) Rev Bldg Pitch / Special Lvl Depth Span Description Conditions Total Qty Type FCTR REV III MONOPITCH 6 RC MONOPITCH SUPPORTED 2 RC37E GABLE 2 RC38E GABLE 2 RC38P Monopitch 6 RC Monopitch 3 RC39A Monopitch 7 RC39P HALF HIP GIRDER 4 RC40 (*2P) HALF HIP GIRDER 2 RC40A (*2P) HALF HIP GIRDER 2x6 4 RC40B (*2P) HALF HIP GIRDER 6 RC40P (*2P) Half Hip 5 RC Half Hip 7 RC4A Half Hip 8 RC4P GABLE RC42D GABLE 2 RC43E Half Hip 2 RC43P Monopitch 2 RC44P MONOPITCH 8 RC GABLE RC45E GABLE RC45P USP MSH222 8 RHCA /2/206 7:3:42 AM CST Production Spreadsheet - 04/2/206 8:3:25 AM - James Frank Page of

8 RC37 way Manufacturing Inc., Houston, TX Type MONOPITCH Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:7: Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-xLCUvsvTvZ6SEdAeEWN7ie82pyxtZs9ChCc4zPC0 A 2x E B 2x4 Scale = :8.6 T W2 W B F C LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 D 2x3 SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr YES Code FBC200/TPI2007 LUMBER- 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. REACTIONS. (lb/size) D = 50/0-6-0 (min. 0--8) C = 50/Mechanical Max Horz D = -23(LC 0) Max Uplift D = -42(LC 8) C = -4(LC 2) FORCES. (lb) Maximum Compression/Maximum Tension A-D = -23/59 A-E = -67/22 B-E = -65/23 B-C = -22/58 D-F = -24/65 C-F = -24/65 CSI. TC 0.26 BC 0.25 WB 0.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) C-D C-D C D 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint D and 4 lb uplift at joint C. 6) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. l/defl L/d x3 PLATES MT20 GRIP 244/90 Weight: 2 lb FT = 20% 8) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 0) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. ) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. NOTES- (8-) ) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. Continued on page 2 April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

9 RC37 way Manufacturing Inc., Houston, TX Type MONOPITCH Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:7: Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-xLCUvsvTvZ6SEdAeEWN7ie82pyxtZs9ChCc4zPC ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

10 RC37E way Manufacturing Inc., Houston, TX A 2x3 Type MONOPITCH SUPPORTED G x4 B Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:7: Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-PXlt7Cv5ftFJsnlqnEuMEEAMaDKmmKR?OsRl8WzPC H C 2x3 Scale = :8.6 T W3 W2 W B LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 F I E J D 2x3 SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr YES Code FBC200/TPI2007 LUMBER- 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. REACTIONS. (lb/size) F = 63/3-7-8 (min. 0--8) D = 63/3-7-8 (min. 0--8) E = 74/3-7-8 (min. 0--8) Max Horz F = -23(LC 0) Max Uplift F = -9(LC 8) D = -7(LC 2) E = -47(LC 2) Max Grav F = 85(LC 32) D = 85(LC 34) E = 74(LC ) FORCES. (lb) Maximum Compression/Maximum Tension A-F = -7/25 A-G = -5/9 B-G = -4/9 B-H = -6/0 C-H = -5/ C-D = -7/25 F-I = -/5 E-I = -/5 E-J = -/5 D-J = -/5 B-E = -4/68 CSI. TC 0.09 BC 0.09 WB 0.02 (Matrix) NOTES- (-4).5x4 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 (loc) - - D ) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at oc. 7) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint F, 7 lb uplift at joint D and 47 lb uplift at joint E. 9) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. l/defl L/d x3 PLATES MT20 GRIP 244/90 Weight: 3 lb FT = 20% ) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 2) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 3) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. 4) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. Continued on page 2 April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

11 RC37E way Manufacturing Inc., Houston, TX Type MONOPITCH SUPPORTED Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:7: Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-PXlt7Cv5ftFJsnlqnEuMEEAMaDKmmKR?OsRl8WzPC ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

12 RC38E way Manufacturing Inc., Houston, TX Type GABLE Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:7:4 206 Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-A3Euox06nKFAp0MMFv2EZwWdER?NeweBE6NAP2zPC?u Scale: 3/6"=' NOTE: PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING BK x4 2x6 BM T3 A B C D E F G H I J K L M N O P Q R S T U V W X Y Z AA AB AC AD AE BL BN BO BP BQ BR BS BT BU BV BW BX BY BZ CA CB CC CD CE CF CG CH CI CJ CK T2 T W ST24 ST25 ST26 ST27 W2 ST8 ST9 ST0 ST ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST20 ST2 ST22 ST23 ST ST2 ST3 ST4 ST5 ST6 ST B B2 B BJ CL BI BHCM BGCN BFCO BE CP BDCQ BCR BB CS BA AZ CT AY AXCU AW CV AV CX CWAU ATCY AS CZ AR DAAQ DB AP AOANDC DD AMDEAL DF AK AJDG AI DI AH DH AG DJ DK AF 2x6 Plate Offsets (X,Y)-- [A:0-2-,Edge] LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr YES Code FBC200/TPI2007 LUMBER- 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. REACTIONS. (lb/size) BJ = 62/ (min ) AF = 47/ (min ) AG = 9/ (min ) AH = 2/ (min ) AI = 20/ (min ) AJ = 20/ (min ) AK = 20/ (min ) AL = 20/ (min ) AM = 20/ (min ) AN = 20/ (min ) AO = 20/ (min ) AP = 20/ (min ) AR = 20/ (min ) AS = 20/ (min ) AT = 20/ (min ) AU = 20/ (min ) AV = 20/ (min ) AW = 20/ (min ) AX = 20/ (min ) AY = 20/ (min ) AZ = 20/ (min ) BB = 20/ (min ) BC = 20/ (min ) BD = 20/ (min ) BE = 20/ (min ) BF = 20/ (min ) BG = 22/ (min ) Continued on page 2 CSI. TC 0.49 BC 0.36 WB 0.07 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) BH = 2/ (min ) BI = 49/ (min ) Max Horz BJ = 5(LC 9) Max Uplift BJ = -36(LC 8) AF = -23(LC 9) AG = -5(LC 8) AH = -50(LC 2) AI = -36(LC 8) AJ = -34(LC 2) AK = -33(LC 8) AL = -33(LC 2) AM = -33(LC 8) AN = -33(LC 2) AO = -33(LC 8) AP = -33(LC 2) AR = -33(LC 8) AS = -33(LC 2) AT = -33(LC 8) AU = -33(LC 8) AV = -33(LC 2) AW = -33(LC 8) AX = -33(LC 2) AY = -33(LC 8) AZ = -33(LC 2) BB = -33(LC 8) BC = -33(LC 2) BD = -33(LC 8) BE = -34(LC 2) BF = -35(LC 8) BG = -42(LC 2) BH = -76(LC 8) BI = -257(LC 9) Max Grav BJ = 87(LC ) AF = 98(LC 0) AG = 84(LC 22) AH = 2(LC ) in (loc) - - AF l/defl L/d PLATES MT20 Max Grav AI = 20(LC ) AJ = 20(LC ) AK = 20(LC ) AL = 20(LC ) AM = 20(LC ) AN = 20(LC ) AO = 20(LC ) AP = 20(LC ) AR = 20(LC ) AS = 20(LC ) AT = 20(LC ) AU = 20(LC ) AV = 20(LC ) AW = 20(LC ) AX = 20(LC ) AY = 20(LC ) AZ = 20(LC ) BB = 20(LC ) BC = 20(LC ) BD = 20(LC ) BE = 20(LC ) GRIP 244/90 Weight: 208 lb FT = 20% April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

13 RC38E way Manufacturing Inc., Houston, TX Type GABLE Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:7: Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-6SMfDdMJyVu2JWlNK4ieLbzjFgr6q8UhQsHUxzPC?s REACTIONS. (lb/size) BH = 2/ (min ) BI = 49/ (min ) Max Horz BJ = 5(LC 9) Max Uplift BJ = -36(LC 8) AF = -23(LC 9) AG = -5(LC 8) AH = -50(LC 2) AI = -36(LC 8) AJ = -34(LC 2) AK = -33(LC 8) AL = -33(LC 2) AM = -33(LC 8) AN = -33(LC 2) AO = -33(LC 8) AP = -33(LC 2) AR = -33(LC 8) AS = -33(LC 2) AT = -33(LC 8) AU = -33(LC 8) AV = -33(LC 2) AW = -33(LC 8) AX = -33(LC 2) AY = -33(LC 8) AZ = -33(LC 2) BB = -33(LC 8) BC = -33(LC 2) BD = -33(LC 8) BE = -34(LC 2) BF = -35(LC 8) BG = -42(LC 2) BH = -76(LC 8) AD-AG = -3/85 AC-AH = -97/53 AB-AI = -94/47 AA-AJ = -94/47 Z-AK = -94/46 Y-AL = -94/46 X-AM = -94/46 V-AN = -94/46 U-AO = -94/46 T-AP = -94/46 S-AR = -94/46 R-AS = -94/46 Q-AT = -94/46 P-AU = -94/46 O-AV = -94/46 N-AW = -94/46 M-AX = -94/46 K-AY = -94/46 J-AZ = -94/46 I-BB = -94/46 H-BC = -94/46 G-BD = -94/46 F-BE = -94/47 E-BF = -94/47 BI D-BG = -97/5-257(LC C-BH 9) = -05/69 B-BI = -67/209 Max Grav BF = 20(LC ) NOTES- (2-5) BG = 22(LC ) ) Wind: ASCE 7-0; Vult=40mph (3-second gust) BH = 34(LC 22) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; BI = 237(LC 2) Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) FORCES. (lb) Maximum Compression/Maximum Tension A-BJ = -/04 A-BK = 0/0 A-BL = -56/24 B-BL = -56/25 B-BM = -57/25 C-BM = -57/26 C-BN = -55/25 D-BN = -55/26 D-BO = -54/26 E-BO = -54/26 E-BP = -53/26 F-BP = -53/26 F-BQ = -5/26 G-BQ = -5/27 G-BR = -50/27 H-BR = -50/27 H-BS = -49/27 I-BS = -49/27 I-BT = -49/28 J-BT = -48/28 J-BU = -48/29 K-BU = -47/29 K-L = -47/30 L-M = -46/30 M-BV = -46/3 N-BV = -45/3 N-BW = -45/32 O-BW = -45/32 O-BX = -44/33 P-BX = -44/33 P-BY = -43/34 Q-BY = -43/34 Q-BZ = -42/35 R-BZ = -42/35 R-CA = -4/36 S-CA = -4/36 S-CB = -4/37 T-CB = -40/37 T-CC = -40/38 U-CC = -39/38 U-CD = -39/39 V-CD = -38/39 V-W = -38/40 W-X = -38/4 X-CE = -37/4 Y-CE = -37/42 Y-CF = -36/43 Z-CF = -36/43 Z-CG = -35/44 AA-CG = -35/44 AA-CH = -34/45 AB-CH = -34/45 AB-CI = -33/46 AC-CI = -33/46 AC-CJ = -33/47 AD-CJ = -32/47 AD-CK = -3/47 AE-CK = -30/47 AE-AF = -64/8 BJ-CL = -48/3 BI-CL = -48/3 BI-CM = -48/3 BH-CM= -48/3 BH-CN = -48/3 BG-CN = -48/3 BG-CO= -48/3 BF-CO = -48/3 BF-CP = -48/3 BE-CP = -48/3 BE-CQ = -48/3 BD-CQ = -48/3 BD-CR = -48/3 BC-CR = -48/3 BC-CS = -48/3 BB-CS = -48/3 BA-BB = -48/3 AZ-BA = -48/3 AZ-CT = -48/3 AY-CT = -48/3 AY-CU = -48/3 AX-CU = -48/3 AX-CV = -48/3 AW-CV= -48/3 AW-CW= -48/3 AV-CW= -48/3 AV-CX = -48/3 AU-CX = -48/3 AU-CY = -48/3 AT-CY = -48/3 AT-CZ = -48/3 AS-CZ = -48/3 AS-DA = -48/3 AR-DA = -48/3 AQ-AR = -48/3 AP-AQ = -48/3 AP-DB = -48/3 AO-DB = -48/3 AO-DC = -48/3 AN-DC = -48/3 AN-DD = -48/3 AM-DD= -48/3 AM-DE = -48/3 AL-DE = -48/3 AL-DF = -48/3 AK-DF = -48/3 AK-DG = -48/3 AJ-DG = -48/3 AJ-DH = -48/3 AI-DH = -48/3 AI-DI = -48/3 AH-DI = -48/3 AH-DJ = -48/3 AG-DJ = -48/3 AG-DK = -48/3 AF-DK = -48/3 gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI. 3) Provide adequate drainage to prevent water ponding. 4) All plates are.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at -4-0 oc. 8) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint BJ, 23 lb uplift at joint AF, 5 lb uplift at joint AG, 50 lb uplift at joint AH, 36 lb uplift at joint AI, 34 lb uplift at joint AJ, 33 lb uplift at joint AK, 33 lb uplift at joint AL, 33 lb uplift at joint AM, 33 lb uplift at joint AN, 33 lb uplift at joint AO, 33 lb uplift at joint AP, 33 lb uplift at joint AR, 33 lb uplift at joint AS, 33 lb uplift at joint AT, 33 lb uplift at joint AU, 33 lb uplift at joint AV, 33 lb uplift at joint AW, 33 lb uplift at joint AX, 33 lb uplift at joint AY, 33 lb uplift at joint AZ, 33 lb uplift at joint BB, 33 lb uplift at joint BC, 33 lb uplift at joint BD, 34 lb uplift at joint BE, 35 lb uplift at joint BF, 42 lb uplift at joint BG, 76 lb uplift at joint BH and 257 lb uplift at joint BI. 0) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 3) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 4) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. 5) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

14 RC38P way Manufacturing Inc., Houston, TX Type GABLE Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8: Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-6ju4nREJAeUbxJ0tPthqxovG6VObXv_bZThaSzPC?b NOTE: PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING. Scale = : BK BMB BN C BO D BP E BQ F BR G BS H I J BT K BU L BV M N BW O BX P Q BY CB BZ R CA S T U CC V W CD X Y CE CF Z CG AA CI CH ABCJ AC CK AD CL A T T2 T3 AE W W ST ST -4-0 ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST BL B B B2 BJ BICM BHCN CO BG BF BE BD BC BB BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM CP CR CQ CS CT CU CV CW CX CY CZ DA DB DC DD DI DE AL DF AKDGDHAJ AI AH DJ AG DK AF DL 2x6 2x6 LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr YES Code FBC200/TPI2007 LUMBER- 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. REACTIONS. (lb/size) BJ = 55/ (min ) AF = 55/ (min ) AU = 20/ (min ) AV = 20/ (min ) AW = 20/ (min ) AX = 20/ (min ) AZ = 20/ (min ) BA = 20/ (min ) BB = 20/ (min ) BC = 20/ (min ) BD = 20/ (min ) BE = 20/ (min ) BF = 20/ (min ) BG = 20/ (min ) BH = 8/ (min ) BI = 32/ (min ) AT = 20/ (min ) AS = 20/ (min ) AR = 20/ (min ) AQ = 20/ (min ) AP = 20/ (min ) AO = 20/ (min ) AM = 20/ (min ) AL = 20/ (min ) AK = 20/ (min ) AJ = 20/ (min ) AI = 20/ (min ) AH = 8/ (min ) Continued on page 2 CSI. TC 0.37 BC 0.26 WB 0.04 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) AG = 32/ (min ) Max Horz BJ = -29(LC 0) Max Uplift BJ = -07(LC 0) AF = -0(LC 9) AU = -33(LC 8) AV = -33(LC 9) AW = -33(LC 8) AX = -33(LC 9) AZ = -33(LC 8) BA = -33(LC 9) BB = -33(LC 8) BC = -33(LC 9) BD = -33(LC 8) BE = -33(LC 9) BF = -34(LC 8) BG = -38(LC 9) BH = -58(LC 8) BI = -42(LC 9) AT = -33(LC 8) AS = -33(LC 9) AR = -33(LC 8) AQ = -33(LC 9) AP = -33(LC 8) AO = -33(LC 9) AM = -33(LC 8) AL = -33(LC 9) AK = -33(LC 8) AJ = -34(LC 9) AI = -37(LC 8) AH = -57(LC 9) AG = -36(LC 8) Max Grav BJ = 80(LC 4) AF = 27(LC 0) AU = 20(LC ) AV = 20(LC ) AW = 20(LC ) AX = 20(LC ) in 0.00 (loc) - - AF l/defl L/d PLATES MT20 GRIP 244/90 Weight: 250 lb FT = 20% Max Grav AZ = 20(LC ) BA = 20(LC ) BB = 20(LC ) BC = 20(LC ) BD = 20(LC ) BE = 20(LC ) BF = 20(LC ) BG = 20(LC ) BH = 8(LC ) BI = 93(LC 2) AT = 20(LC ) AS = 20(LC ) AR = 20(LC ) AQ = 20(LC ) AP = 20(LC ) AO = 20(LC ) AM = 20(LC ) AL = 20(LC ) AK = 20(LC ) AJ = 20(LC ) AI = 20(LC ) AH = 8(LC ) April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

15 RC38P way Manufacturing Inc., Houston, TX Type GABLE Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8: Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-260qC6GHqnuBqETP_qw9vMtFmvAs3RPH3tynfKzPC?Z REACTIONS. (lb/size) AG = 32/ (min ) Max Horz BJ = -29(LC 0) Max Uplift BJ = -07(LC 0) AF = -0(LC 9) AU = -33(LC 8) AV = -33(LC 9) AW = -33(LC 8) AX = -33(LC 9) AZ = -33(LC 8) BA = -33(LC 9) BB = -33(LC 8) BC = -33(LC 9) BD = -33(LC 8) BE = -33(LC 9) BF = -34(LC 8) BG = -38(LC 9) BH = -58(LC 8) BI = -42(LC 9) AT = -33(LC 8) AS = -33(LC 9) AR = -33(LC 8) AQ = -33(LC 9) AP = -33(LC 8) AO = -33(LC 9) AM = -33(LC 8) AL = -33(LC 9) AK = -33(LC 8) AJ = -34(LC 9) AI = -37(LC 8) AH = -57(LC 9) AG = -36(LC 8) Max Grav AG = 32(LC ) FORCES. (lb) Maximum Compression/Maximum Tension A-BJ = -68/59 A-BK = 0/0 A-BM = -38/42 B-BM = -38/42 B-BN = -38/42 C-BN = -38/42 C-BO = -38/42 D-BO = -38/42 D-BP = -38/42 E-BP = -38/42 E-BQ = -38/42 F-BQ = -38/42 F-BR = -38/42 G-BR = -38/42 G-BS = -38/42 H-BS = -38/42 H-I = -38/42 I-J = -38/42 J-BT = -38/42 K-BT = -38/42 K-BU = -38/42 L-BU = -38/42 L-BV = -38/42 M-BV = -38/42 M-BW = -38/42 N-BW = -38/42 N-BX = -38/42 O-BX = -38/42 O-BY = -38/42 P-BY = -38/42 P-BZ = -38/42 Q-BZ = -38/42 Q-CA = -38/42 R-CA = -38/42 R-CB = -38/42 S-CB = -38/42 S-T = -38/42 T-U = -38/42 U-CC = -38/42 V-CC = -38/42 V-CD = -38/42 W-CD = -38/42 W-CE = -38/42 X-CE = -38/42 X-CF = -38/42 Y-CF = -38/42 Y-CG = -38/42 Z-CG = -38/42 Z-CH = -38/42 AA-CH = -38/42 AA-CI = -38/42 AB-CI = -38/42 AB-CJ = -38/42 AC-CJ = -38/42 AC-CK = -38/42 AD-CK = -38/42 AD-CL = -38/42 AE-CL = -38/42 AE-AF = -7/88 AE-BL = 0/0 BJ-CM = -42/38 BI-CM = -42/38 BI-CN = -42/38 BH-CN = -42/38 BH-CO = -42/38 BG-CO= -42/38 BG-CP = -42/38 BF-CP = -42/38 BF-CQ = -42/38 BE-CQ = -42/38 BE-CR = -42/38 BD-CR = -42/38 BD-CS = -42/38 BC-CS = -42/38 BC-CT = -42/38 BB-CT = -42/38 BB-CU = -42/38 BA-CU = -42/38 BA-CV = -42/38 AZ-CV = -42/38 AY-AZ = -42/38 AX-AY = -42/38 AX-CW= -42/38 AW-CW= -42/38 AW-CX= -42/38 AV-CX = -42/38 AV-CY = -42/38 AU-CY = -42/38 AU-CZ = -42/38 AT-CZ = -42/38 AT-DA = -42/38 AS-DA = -42/38 AS-DB = -42/38 AR-DB = -42/38 AR-DC = -42/38 AQ-DC = -42/38 AQ-DD = -42/38 AP-DD = -42/38 AP-DE = -42/38 AO-DE = -42/38 AN-AO = -42/38 AM-AN = -42/38 AM-DF = -42/38 AL-DF = -42/38 AL-DG = -42/38 AK-DG = -42/38 AK-DH = -42/38 AJ-DH = -42/38 AJ-DI = -42/38 AI-DI = -42/38 AI-DJ = -42/38 AH-DJ = -42/38 AH-DK = -42/38 AG-DK = -42/38 AG-DL = -42/38 AF-DL = -42/38 P-AU = -94/46 O-AV = -94/46 N-AW = -94/46 M-AX = -94/46 L-AZ = -94/46 K-BA = -94/46 J-BB = -94/46 H-BC = -94/46 G-BD = -94/46 F-BE = -94/46 E-BF = -94/46 D-BG = -94/47 C-BH = -94/54 B-BI = -0/06 Q-AT = -94/46 R-AS = -94/46 S-AR = -94/46 U-AQ = -94/46 V-AP = -94/46 W-AO = -94/46 X-AM = -94/46 Y-AL = -94/46 Z-AK = -94/46 AA-AJ = -94/46 AB-AI = -94/47 AC-AH = -97/56 AD-AG = -22/05 NOTES- (3-6) ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 3) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI. 4) Provide adequate drainage to prevent water ponding. 5) All plates are.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at -4-0 oc. 9) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 07 lb uplift at joint BJ, 0 lb uplift at joint AF, 33 lb uplift at joint AU, 33 lb uplift at joint AV, 33 lb uplift at joint AW, 33 lb uplift at joint AX, 33 lb uplift at joint AZ, 33 lb uplift at joint BA, 33 lb uplift at joint BB, 33 lb uplift at joint BC, 33 lb uplift at joint BD, 33 lb uplift at joint BE, 34 lb uplift at joint BF, 38 lb uplift at joint BG, 58 lb uplift at joint BH, 42 lb uplift at joint BI, 33 lb uplift at joint AT, 33 lb uplift at joint AS, 33 lb uplift at joint AR, 33 lb uplift at joint AQ, 33 lb uplift at joint AP, 33 lb uplift at joint AO, 33 lb uplift at joint AM, 33 lb uplift at joint AL, 33 lb uplift at joint AK, 34 lb uplift at joint AJ, 37 lb uplift at joint AI, 57 lb uplift at joint AH and 36 lb uplift at joint AG. ) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 2) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss ) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 4) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 5) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

16 way Manufacturing Inc., RC39 Houston, TX Type Monopitch Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8:0 206 Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-peVsurMIyFv3oT4xSV3E2CWL8pMxtjSv7uDxtzPC?R Scale: 3/6"=' x5 4x6 T A B C D T2 E F T G U H S Q R T W P W0 W9 W8 W7 B Plate Offsets (X,Y)-- [H:0-0-8,0--8] LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 B2 W6 W5 W4 W3 W2 V O N W M X L K Y J Z SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr YES Code FBC200/TPI2007 LUMBER- 2x4 SP No.2 *Except* T2: 2x4 SP No. 2x4 SP No.2 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-L REACTIONS. (lb/size) P = 734/0-7-0 (min. 0--8) I = 532/0-6-0 (min. 0--8) L = 205/0-6-0 (min ) Max Horz P = 69(LC 9) Max Uplift P = -20(LC 8) I = -47(LC 8) L = -582(LC 2) FORCES. (lb) Maximum Compression/Maximum Tension A-P = -665/229 A-Q = -486/384 B-Q = -48/385 B-R = -8/79 C-R = -806/79 C-D = -803/80 D-S = -466/53 E-S = -464/522 E-F = -529/94 F-T = -524/94 G-T = -523/95 G-U = -57/4 H-U = -5/6 H-I = -93/94 P-V = -87/29 O-V = -87/29 N-O = -444/530 N-W = -444/530 M-W = -444/530 M-X = -83/5 L-X = -83/5 Continued on page 2 CSI. TC 0.78 BC 0.67 WB 0.72 (Matrix) x5 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in K-L = -679/46 K-Y = -679/46 J-Y = -679/46 J-Z = -225/706 I-Z = -225/706 A-O = -387/436 B-O = -279/86 B-M = -769/258 D-M = -35/547 D-L = -2200/685 E-L = -364/494 E-J = -268/288 G-J = -339/226 G-I = -706/235 (loc) I-J I-J I M-O NOTES- (7-0) ) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint P, 47 lb uplift at joint I and 582 lb uplift at joint L. 5) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss l/defl >637 L/d B3 PLATES MT GRIP 244/90 W I Weight: 83 lb FT = 20% 7) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. 0) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

17 RC39 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8: 206 Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-Ir2E5BNwjYwPdf70DaGnFlh5X9bgKyb7nemTJzPC?Q ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

18 way Manufacturing Inc., RC39A Houston, TX Type Monopitch Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8:2 206 Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-mccJXOYUs9nnEKaw5VJTIqTxUxPoVlMRNJ0lzPC?P Scale: 3/6"=' NOTE: PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING x6 Q T A B C D E F G H R S T U V W T2 T W W6 W W2 W3 W4 W5 W7 W8 W9 W B B2 B P Plate Offsets (X,Y)-- [H:0-0-8,0--8] LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 X O N Y M Z L K AA J AB 4x SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr NO Code FBC200/TPI2007 LUMBER- 2x4 SP No. 2x4 SP No.2 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or 3--3 oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-L REACTIONS. (lb/size) P = 805/0-7-0 (min. 0--8) I = 508/0-6-0 (min. 0--8) L = 2308/0-6-0 (min ) Max Horz P = 5(LC 9) Max Uplift P = -233(LC 8) I = -43(LC 8) L = -648(LC 2) FORCES. (lb) Maximum Compression/Maximum Tension A-P = -752/262 A-Q = 0/0 A-R = -794/497 B-R = -786/498 B-S = -5/276 S-T = -45/276 C-T = -42/275 C-D = -36/275 D-U = -52/73 E-U = -59/722 E-F = -453/78 F-V = -446/79 G-V = -446/80 G-W = -55/3 H-W = -50/5 H-I = -9/94 P-X = -98/4 O-X = -98/4 N-O = -559/852 N-Y = -559/852 M-Y = -559/852 M-Z = -273/855 L-Z = -273/855 Continued on page 2 CSI. TC 0.94 BC 0.72 WB 0.70 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in K-L = -872/98 K-AA = -872/98 J-AA = -872/98 J-AB = -24/646 I-AB = -24/646 A-O = -505/758 B-O = -370/29 B-M = -752/278 D-M = -44/538 D-L = -2792/843 E-L = -377/498 E-J = -297/393 G-J = -384/239 G-I = -644/224 (loc) I-J I-J L M-O NOTES- (8-) ) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint P, 43 lb uplift at joint I and 648 lb uplift at joint L. 5) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "Hanger(s) or other mechanical connection shall be provided to support tie-in load(s). Refer to Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss-to-truss is responsibilty of others. " l/defl >640 L/d PLATES MT GRIP 244/90 I Weight: 86 lb FT = 20% 8) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 0) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. ) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

19 RC39A way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8:2 206 Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-mccJXOYUs9nnEKaw5VJTIqTxUxPoVlMRNJ0lzPC?P LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=.25, ) Plate Increase=.25 Uniform Loads (plf) Vert: A-H=-70, I-P=-20 Concentrated Loads (lb) Vert: C=-25 T= ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

20 way Manufacturing Inc., RC39P Houston, TX Type Monopitch Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8:4 206 Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-iQkNjDPp0TPUG4OihL8zPuNBLlAIthf2pksQ4ezPC?N Scale: 3/6"=' NOTE: PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING x5 3x5 Q T A B C D E F G H R S T U V T2 T W W6 W W2 W3 W4 W5 W7 W8 W9 W B B2 B P Plate Offsets (X,Y)-- [H:0-0-8,0--8] LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL 0.0 W O N X M Y L K Z J AA SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr YES Code FBC200/TPI2007 LUMBER- 2x4 SP No.2 *Except* T2: 2x4 SP No. 2x4 SP No.2 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-L REACTIONS. (lb/size) P = 734/0-7-0 (min. 0--8) I = 532/0-6-0 (min. 0--8) L = 205/0-6-0 (min ) Max Horz P = 5(LC 9) Max Uplift P = -24(LC 8) I = -50(LC 8) L = -592(LC 2) FORCES. (lb) Maximum Compression/Maximum Tension A-P = -672/243 A-Q = 0/0 A-R = -493/427 B-R = -489/427 B-S = -86/97 C-S = -8/97 C-D = -807/98 D-T = -474/54 E-T = -473/522 E-F = -532/00 F-U = -527/0 G-U = -527/02 G-V = -57/4 H-V = -5/6 H-I = -93/94 P-W = -200/52 O-W = -200/52 N-O = -485/537 N-X = -485/537 M-X = -485/537 Continued on page 2 CSI. TC 0.78 BC 0.67 WB 0.72 (Matrix) x5 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in M-Y = -94/55 L-Y = -94/55 K-L = -680/53 K-Z = -680/53 J-Z = -680/53 J-AA = -230/708 I-AA = -230/708 A-O = -430/443 B-O = -280/97 B-M = -772/282 D-M = -47/546 D-L = -2204/706 E-L = -364/495 E-J = -272/289 G-J = -339/228 G-I = -709/ (loc) I-J I-J I M-O NOTES- (7-0) ) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone and C-C Interior() zone; cantilever left exposed ; end vertical left exposed;c-c for members and forces & MWFRS for reactions shown; Lumber DOL=.33 plate grip DOL=.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint P, 50 lb uplift at joint I and 592 lb uplift at joint L. 5) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss l/defl >637 L/d PLATES MT GRIP 244/90 I Weight: 86 lb FT = 20% 7) NOTE: Refer to the attached way Notes, Appendices and T- sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules-writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The truss design accounts for IBC Section and NFPA3, NFPA3R or NFPA3D compliance requirements relating to a 250 LB short term (cd=2.0) installer load to be supported at a hanger point on top chord or by two trusses on bottom chord, non-concurrent with other live loads. 0) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

21 RC39P way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8:4 206 Page 2 ID:Nlv5FakXPSgp4IuKGnuOizRqk2-iQkNjDPp0TPUG4OihL8zPuNBLlAIthf2pksQ4ezPC?N ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)

22 way Manufacturing Inc., RC40 Houston, TX Type HALF HIP GIRDER * Qty Ply Champions Gate Club RF -JRF H s Nov MiTek Industries, Inc. Tue Apr 9 09:8:5 206 Page ID:Nlv5FakXPSgp4IuKGnuOizRqk2-AcIlxZQRmnXLuEyvF2fCx5wNi9WPcA9B2Oczc4zPC?M Scale = : x5 A S B T C D T 5x5.5x4 3x5 4x4 U E V F W G X H Y I T2 T W3 W2 W W0 W9 W8 B B W7 W5 W4 W W2 W3 W3 B2 W6 R 2x4 Q O N P M L K J Z AA AB AC AD AE 3x8 4x6 3x5 LOADING (psf) TCLL 20.0 TCDL 5.0 BCLL 0.0 BCDL SPACING Plate Grip DOL.25 Lumber DOL.25 Rep Stress Incr NO Code FBC200/TPI2007 LUMBER- 2x4 SP No.2 *Except* T3: 2x4 SP No. 2x4 SP No.2 2x4 SP No.3 BRACING- Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. REACTIONS. (lb/size) R = 657/0-7-0 (min. 0--8) J = 3765/0-6-0 (min ) N = 325/0-6-0 (min. 0--5) Max Horz R = 65(LC 5) Max Uplift R = -267(LC 8) J = -95(LC 9) N = -355(LC 9) Max Grav R = 657(LC ) J = 3773(LC 7) N = 325(LC ) FORCES. (lb) Maximum Compression/Maximum Tension A-R = -590/295 A-S = -245/595 B-S = -/596 B-T = -388/60 C-T = -383/603 C-D = -237/2033 D-U = -237/2034 E-U = -237/2039 E-V = -236/203 F-V = -236/2036 F-W = -083/298 G-W = -077/298 G-X = -3686/907 H-X = -3686/907 H-Y = -92/23 I-Y = -92/23 I-J = -472/257 Continued on page 2 CSI. TC 0.74 BC 0.67 WB 0.58 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in R-Z = -47/87 Q-Z = -47/87 Q-AA = -620/ P-AA = -620/ O-P = -620/ O-AB = -620/383 N-AB = -620/383 N-AC = -298/079 M-AC = -298/079 L-M = -298/079 L-AD = -904/3695 K-AD = -904/3695 K-AE = -993/327 J-AE = -993/327 E-N = -438/9 F-N = -3549/625 F-L = -328/509 G-L = -3059/689 G-K = -205/288 H-K = -387/580 H-J = -396/90 A-Q = -607/204 B-Q = -206/25 B-O = -902/85 C-O = -25/495 C-N = -2553/5 (loc) J-K J-K J O-Q NOTES- (-4) ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc. Bottom chords connected as follows: 2x4 - row at oc. Webs connected as follows: 2x4 - row at oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-0; Vult=40mph (3-second gust) Vasd=08mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.8; MWFRS (envelope) gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=.33 plate grip DOL=.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 0.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint R, 95 lb uplift at joint J and 355 lb uplift at joint N. l/defl L/d 360 * PLATES MT GRIP 244/90 Weight: 386 lb FT = 20% 7) Load case(s) 9 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) This truss has been designed for a moving concentrated load of 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) "Hanger(s) or other mechanical connection shall be provided to support tie-in load(s). Refer to Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss-to-truss is responsibilty of others. " April 20,206 ANSI/TPI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Plate Institute, 583 D'Onofrio Drive, Madison, WI Alcorn St. (73)