ROOF TRUSSES ONLY 10/27/2014

Transcription

1 ROOF TRUSSES ONLY

2 OVER PGE 4220 McEver Industrial Dr. cworth, G 300 Phone: (770) Fax: (770) Operations Mgr. Scott Folsom Design Mgr. Donell Watkins Sales Rep. FOR PPROVL ONLY Roof Engineering For: PRKRIDGE TOWNHOMES uilding Types: LG ROOF PLESE RETURN SUMITTL Y: way Project ID: Transmitted to: OKWOOD ONSTRUTION OMPNY Jobsite ontact: # Date # ooks Issued For Delivered y Tracking Info SI Included -Oct-4 pproval FLOOR 2 3-Oct-4 pproval ROOF Notes LG FLOOR GL ROOF ver /03/204

3 UTION! Tags are used on trusses that have Non Symmetrical designs. es with Tags installed, require extra care to orient or position correctly. Do not turn End for End or do not turn Upside Down. Study the Tag/Tags and refer to the truss Shop Drawings for correct orientation of the truss. Position trusses, where required to rest on load bearing supports, as indicated by the Red earing Tag and position trusses to accept concentrated load, from above the truss or attached to the side of the truss when tagged with the Orange, oncentrated Load tag. orientation is critical and must comply with the design layout when tagged with these tags. es set incorrectly may fail and may not be repaired as installed. es that cannot be repaired will need to be replaced. UIDDO Las etiquetas se usan en es que no tienen diseño simétrico. Los es con etiqueta instalada requieren de cuidado extra para su correcta instalación o posición. No gire el final o no devuelta hacia abajo o al revés. Estudie la tarjeta o tarjetas y consulte el dibujo para una correcta orientación. oloque los es, donde se requiere para el descanso de la carga, como lo indican las tarjetas rojas de apoyo y posicione los trusses para aceptar la carga concentrada por la parte superior del o atarlo del lado del cuando la amarre con la tarjeta naranja a la carga. La orientación del es crítica y DEE cumplir con las disposiciones del diseño o planos cuando se etiqueten con estas tarjetas. L OLOION INORRET DE LOS TRUSSES PUEDEN FLLR Y NO SE PUEDEN REPRR Y INSTLDS. LOS TRUSSES QUE NO SE PUEDE REPRR TENDRN QUE SER REMPLZDOS. earing Location Tag This Side Up Tag oncentrated Load Tag NOTE: Load may be applied to this point on truss, from wall above, from hanger or from other connection detail. NOTE: OTHER NON SYMMETRIL TRUSSES MY OUR, REFER TO SHOP DRWINGS OR TRUSS PLEMENT PLNS FOR SSISTNE IN ORRET ORIENTTION OF NON SYMMETRIL TRUSSES. LYOUT NOTE

4 TRUSSWY, LTD. uild Right From The Start! Table of ontents This construction issue package should contain the following important information over Page Table of ontents (This Page) Individual Design Drawings T- Detail Sheets Placement Diagrams Spreadsheets ppendices & dditional Notes Repair Instructions Jobsite Package ( Industry Documents) One each of the following documents is also provided to the field SI ooklet (One complimentary copy per job) If you have questions regarding any of the information contained herein, please contact your way Design or Sales Representative. ONST ISSUE 8.5x TO.doc Updated: 08/5/20

5 PPROVL LETTER Date: 0/03/204 Submit to: ttn: OKWOOD ONSTRUTION LG ROOF Project Name: Ph. #: Parkridge Townhomes Project ID: Order ID: ttention: This package includes sealed Design Drawings, which generally depict the individual truss products to be manufactured for the uilding(s), and unsealed Placement Diagrams which indicate the location of truss products assumed by way based on our review of the onstruction 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 uilding(s) for review and approval, including confirmation of the loading criteria affecting the trusses and compatibility with the building pproval 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 ompatibility 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 uilding(s) The Design Drawings contain all information required under hapter 2 of the National Design for Metal Plate onnected Wood onstruction ( 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. ll 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 uilding Stability racing (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 ontractor for the uilding(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. pproved y: Date: Title: ver /03/204

6 24454R_ HR0 way Manufacturing Inc., Houston, TX Type Diagonal Hip Girder Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-QGt?5NQTbU0c9FWJy06utmbQnPybWaW4h_lyXXQP x5 Scale: /2"=' x4 T F G W W H D.5x4 E 4x4 Plate Offsets (X,Y): [D:Edge,0-3-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or 7-5- oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) D = -60/Mechanical E = 302/0-7-2 (min. 0--8) E = 5(L 6) D = -25(L 23) E = -8(L 8) E = 398(L 8) FORES (lb) - Maximum ompression/maximum Tension - = -50/43 -F = -7/89 F-G = -6/93 -G = -20/73 -D = -72/2 -E = -68/78 E-H = -0/2 D-H = -0/2 -E = -278/6 NOTES (-4) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= SI T W Wind(LL) in (loc) 2 D-E 8 D-E -0 D -2 D-E 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint D and 8 lb uplift at joint E. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 00 lb up at 4-7-7, 00 lb up at 4-7-7, and 89 lb down and 33 lb up at 0-0-0, and 89 lb down and 33 lb up at on top chord, and 86 lb up at 4-7-7, 86 lb up at 4-7-7, and 8 lb down at 0-0-0, and 8 lb down at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). FOR PPROVL ONLY > PLTES 220/95 Weight: 27 lb FT = 20% ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) oncentrated Loads (lb) Vert: =-5(F=-75, =-75) G=97(F=49, =49) H=2(F=56, =56) Trapezoidal Loads (plf) Vert: =0(F=33, =33)-to-=-47(F=9, =9), =-0(F=32, =32)-to-=-74(F=-4, =-4), =0(F=0, =0)-to-E=-4(F=3, =3), E=-0(F=0, =0)-to-D=-23(F=-, =-) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

7 24454R_ HR02 way Manufacturing Inc., Houston, TX Type DIGONL HIP GIRDER Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-uSROJjR6Mn8TnP5VVkd7QzZlhs?KzFjQpEWyXXQO Scale = :.7 3x W T 3x3 D 2x3 Plate Offsets (X,Y): [:0-4-7,Edge] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF 0F 2.0E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 308/0-4-9 (min. 0--8) D = 67/Mechanical = -90/Mechanical = 66(L 0) = -225(L 8) D = -46(L 8) = -95(L 8) = 608(L 8) D = 85(L 24) = 68(L 8) FORES (lb) - Maximum ompression/maximum Tension - = 0/8 - = -49/7 -D = 0/0 -D = 0/0 NOTES (3-6) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= SI T 0.7 W 0 Wind(LL) in (loc) -0 -D - -D -0 -D 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide metal plate or equivalent at bearing(s) to support reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint, 46 lb uplift at joint D and 95 lb uplift at joint. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 2) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). FOR PPROVL ONLY PLTES 220/95 Weight: 3 lb FT = 20% 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65 Trapezoidal Loads (plf) Vert: =0(F=0, =0)-to-D=-69(F=-24, =-24) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

8 24454R_ HR03 way Manufacturing Inc., Houston, TX Type Diagonal Hip Girder Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-uSROJjR6Mn8TnP5VVkd7QzZpPnZKzWjQpEWyXXQO x4 Scale = :8.9 F T W x4 E D Plate Offsets (X,Y): [:0--4,0-0-] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = -30/Mechanical D = -58/Mechanical E = 348/0-7-2 (min. 0--8) E = 23(L 6) = -8(L 6) D = -74(L 24) E = -97(L 8) = 7(L 8) D = 32(L 8) E = 49(L 8) FORES (lb) - Maximum ompression/maximum Tension - = -86/56 -F = -53/3 -F = -52/6 -E = -6/23 D-E = 0/0 -E = -248/95 NOTES (-4) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL= SI T W 5 Wind(LL) in (loc) D-E 2 D-E D-E 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint, 74 lb uplift at joint D and 97 lb uplift at joint E. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 20 lb up at 0-0-0, and 53 lb down and 20 lb up at on top chord, and lb down at 0-0-0, and lb down at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). FOR PPROVL ONLY 360 PLTES 220/95 Weight: 7 lb FT = 20% ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) oncentrated Loads (lb) Vert: =-89(F=-45, =-45) Trapezoidal Loads (plf) Vert: =0(F=32, =32)-to-=-47(F=9, =9), =-5(F=30, =30)-to-=-46(F=0, =0), =0(F=0, =0)-to-E=-4(F=3, =3), E=-2(F=9, =9)-to-D=-4(F=3, =3) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

9 24454R_ J0 way Manufacturing Inc., Houston, TX Type Jack-Open Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-Mf?mW2Rk75GKOZgh3R8My60xb763QetfqZo3dyXXQN Scale: 3/4"=' x4 F T W x3 D E.5x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 6 Wind(LL) in (loc) E D-E D-E 360 PLTES 220/95 Weight: lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = -58/Mechanical D = -79/Mechanical E = 404/0-5-8 (min. 0--8) E = 84(L 6) = -68(L 4) D = -94(L 4) E = -6(L 6) = 2(L 2) D = 8(L 2) E = 477(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -78/95 -F = -77/5 -F = -63/0 -E = -72/84 D-E = 0/0 -E = -290/35 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint, 94 lb uplift at joint D and 6 lb uplift at joint E. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

10 24454R_ J02 way Manufacturing Inc., Houston, TX Type Jack-Open Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-Mf?mW2Rk75GKOZgh3R8My62kb63QXtfqZo3dyXXQN F Scale = : x T W x4 E D Plate Offsets (X,Y): [:0--,0-0-] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 6 in - -4 (loc) D-E D-E PLTES 220/95 Weight: 7 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 66/Mechanical D = 6/Mechanical E = 372/0-5-8 (min. 0--8) E = 33(L 6) = -76(L 6) D = -(L 6) E = -2(L 6) = 0(L 22) D = 37(L 7) E = 445(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -3/33 -F = -92/29 -F = -48/46 -E = -5/33 D-E = 0/0 -E = -325/45 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint, lb uplift at joint D and 2 lb uplift at joint E. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

11 24454R_ J03 way Manufacturing Inc., Houston, TX Type Jack-Open Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-Mf?mW2Rk75GKOZgh3R8My6tsbg3QVtfqZo3dyXXQN Scale = :9.5 E T 2x4 D LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 Wind(LL) in (loc) -D -D -D 360 PLTES 220/95 Weight: 9 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 7/Mechanical = 284/0-3-8 (min. 0--8) D = 2/Mechanical = 64(L 2) = -3(L 22) = -74(L 2) D = -0(L 2) = 6(L 23) = 460(L 22) D = 43(L 7) FORES (lb) - Maximum ompression/maximum Tension - = 0/80 -E = -58/5 -E = -5/4 -D = 0/0 NOTES (0-3) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint, 74 lb uplift at joint and 0 lb uplift at joint D. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

12 24454R_ J04 way Manufacturing Inc., Houston, TX Type JK-OPEN TRUSS Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-rrY8kOSMuPO0iEud9gbVOfFl?YGotl0tUILb4yXXQM Scale = : T x3 Plate Offsets (X,Y): [:0-0-0,0-0-0] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T 5 W 0 Wind(LL) in (loc) - **** 360 PLTES 220/95 Weight: 5 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or -9-7 oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 75/Mechanical = 8/Mechanical = 57/Mechanical = 5(L 6) = -45(L 6) = 88(L 4) = 35(L 7) = 72(L 25) FORES (lb) - Maximum ompression/maximum Tension - = -43/4 - = 0/0 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

13 24454R_ J05 way Manufacturing Inc., Houston, TX Type JK-OPEN TRUSS Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-rrY8kOSMuPO0iEud9gbVOfX?TUotw0tUILb4yXXQM x4 Scale = :8. F T W x3 E.5x4 D Plate Offsets (X,Y): [:0-0-,0-0-2] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 5 Wind(LL) in (loc) D-E D-E D-E 360 PLTES 220/95 Weight: 3 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = -/Mechanical D = -36/Mechanical E = 362/0-5-8 (min. 0--8) E = 00(L 6) = -45(L 6) D = -45(L 4) E = -7(L 6) = 8(L 4) D = (L 2) E = 428(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -95/06 -F = -70/2 -F = -44/5 -E = -86/00 D-E = 0/0 -E = -278/27 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint, 45 lb uplift at joint D and 7 lb uplift at joint E. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

14 24454R_ R0 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-J6WxkT_fiW2esp4sq2cNWPrXK09682v7WyXXQL x4 Scale = : x4 D.5x T ST2 T ST ST E J.5x4 I H G.5x4.5x4 F LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 40/-7-2 (min. 0--8) E = 40/-7-2 (min. 0--8) H = 34/-7-2 (min. 0--8) I = 344/-7-2 (min. 0--8) G = 344/-7-2 (min. 0--8) = 89(L 3) = -4(L 7) E = -6(L 7) H = -3(L 5) I = -39(L 6) G = -38(L 7) = 64(L 4) E = 64(L 4) H = 79(L 7) I = 42(L 22) G = 42(L 23) FORES (lb) - Maximum ompression/maximum Tension - = -02/03 - = -99/85 -D = -99/79 D-E = -78/77 -J = 0/0 -I = -40/6 H-I = -40/6 G-H = -40/6 E-G = -40/6 E-F = 0/0 -H = -74/32 -I = -32/55 D-G = -32/55 SI T W H = -74/32 -I = -32/55 D-G = -32/55 in (loc) E NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 4) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 5) Unbalanced snow loads have been considered for this 6) Gable studs spaced at oc. 7) This truss has been designed for a psf bottom 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint, 6 lb uplift at joint E, 3 lb uplift at joint H, 39 lb uplift at joint I and 38 lb uplift at joint G. 9) 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 45 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

15 24454R_ R02 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-FQEHMQUEKnmtzSIHDI7Hk3Yx?mSZSX?PyXXQJ x4 ST x4 ST2.5x4 T D V ST3.5x4 E ST4 4x6 F ST5 ST4.5x4 G.5x4 W H ST3 T ST2.5x4 I ST.5x4 J Scale = :46.2 K FOR PPROVL ONLY U T S R Q P O N M L.5x4.5x4.5x4.5x4.5x4 3x5.5x4.5x4.5x4.5x Plate Offsets (X,Y): [:0--,0-0-3], [K:0--,0-0-3] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) Q = 257/6-5-8 (min ) R = 79/6-5-8 (min ) S = 73/6-5-8 (min ) T = 45/6-5-8 (min ) U = 232/6-5-8 (min ) O = 79/6-5-8 (min ) N = 73/6-5-8 (min ) M = 45/6-5-8 (min ) L = 232/6-5-8 (min ) U = -60(L 2) R = -73(L 6) S = -59(L 6) T = -5(L 6) U = -8(L 7) O = -72(L 7) N = -60(L 7) M = -(L 7) L = -75(L 6) Q = 302(L 4) R = 278(L 22) S = 226(L 22) T = (L 25) U = 307(L 22) O = 278(L 23) N = 226(L 23) M = 235(L 26) L = 307(L 23) ontinued on page 2 SI T W Q = 302(L 4) R = 278(L 22) S = 226(L 22) T = (L 25) U = 307(L 22) O = 278(L 23) N = 226(L 23) M = 235(L 26) L = 307(L 23) FORES (lb) Maximum ompression/maximum Tension - = -97/93 - = -7/8 -D = -22/82 D-V = -63/37 E-V = -53/96 E-F = -08/94 F-G = -08/98 G-W = -53/93 H-W = -63/34 H-I = -9/79 I-J = -64/75 J-K = -97/97 -U = -44/95 T-U = -40/95 S-T = -40/95 R-S = -40/95 Q-R = -40/95 P-Q = -40/95 O-P = -40/95 N-O = -40/95 M-N = -40/95 L-M = -40/95 K-L = -40/95 F-Q = -26/0 E-R = -/9 D-S = -78/86 -T = -77/09 -U = -24/90 G-O = -/9 H-N = -78/86 I-M = -75/07 J-L = -24/90 in (loc) L NOTES (2-5) ) Unbalanced roof live loads have been considered for this PLTES 220/95 Weight: 99 lb FT = 20% 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 4) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 5) Unbalanced snow loads have been considered for this 6) Gable studs spaced at oc. 7) This truss has been designed for a psf bottom 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint R, 59 lb uplift at joint S, 5 lb uplift at joint T, 8 lb uplift at joint U, 72 lb uplift at joint O, 60 lb uplift at joint N, lb uplift at joint M and 75 lb uplift at joint L. 9) 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

16 24454R_ R02 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-FQEHMQUEKnmtzSIHDI7Hk3Yx?mSZSX?PyXXQJ NOTES (2-5) 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-lb) 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. FOR PPROVL ONLY LOD SE(S) WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

17 24454R_ R03 way Manufacturing Inc., Houston, TX Type QUEENPOST Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-jcofZmVsydvdVKYfs_kXfEponckkfpco6GZkryXXQI FOR PPROVL ONLY T.5x4 W2 S.5x T 4x6 U W R.5x4.5x4 D ST2 E.5x4 4x4 G ST F T2.5x4 5x6 ST3 Q.5x4 H V ST4 I T J ST5 2 ST6.5x4.5x4 P O N 6x6.5x4.5x4.5x4 K Scale = :42.5 L M Plate Offsets (X,Y): [:0-2-2,0-2-0], [Q:0-0-0,0-2-8] LODING (psf) TLL(roof) 3 Snow (Pf) 3 TDL 5.0 LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. JOINTS race at Jt(s): F, E RETIONS (lb/size) Q = 97/9-0-0 (min. 0-2-) P = /9-0-0 (min. 0-2-) O = 28/9-0-0 (min. 0-2-) N = 452/9-0-0 (min. 0-2-) S = 726/0-3-8 (min. 0--8) S = -46(L 2) Q = -99(L 6) P = -95(L 7) O = -26(L 7) N = -4(L 6) S = -36(L 6) Q = 8(L 3) P = 93(L 39) O = 92(L 32) N = 526(L 3) S = 876(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -579/34 - = -79/3 -U = -36/09 D-U = -248/5 D-G = -272/28 G-H = -369/9 H-V = -09/86 I-V = -2/83 I-J = -28/55 J-K = -26/48 K-L = -93/42 SI T W 0.9 Wind(LL) E = -470/38 E-F = -546/64 F-Q = -590/56 -T = 0/0 -S = -28/576 R-S = -7/584 Q-R = -7/584 P-Q = -37/92 O-P = -38/90 N-O = -38/90 L-N = -38/90 L-M = 0/0 F-G = -47/44 H-Q = -52/93 D-E = -99/39 -R = -4/5 I-P = -8/04 J-O = -25/22 K-N = -334/62 -S = -595/7 in (loc) -5 Q-R -0.3 Q-R N 2 Q-R NOTES (-4) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=3 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint Q, 95 lb uplift at joint P, 26 lb uplift at joint O, 4 lb uplift at joint N and 36 lb uplift at joint S. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. > PLTES 220/95 Weight: 93 lb FT = 20% 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss T w/ 2-0d nails. 0) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-75, M-T=-20 Trapezoidal Loads (plf) Vert: =-75-to-G=-8(F=-43), G=-8(F=-43)-to-L=-77(F=-2), =0-to-F=-43(F), F=-43(F)-to-Q=-34(F) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

18 24454R_ R04 way Manufacturing Inc., Houston, TX Type ommon * Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-pMn6WVjxU6U7rQiFmSM2u03qTxMlm06GHyXXQH x6 Scale = : x5 L M 3x5 D T T x6 W3 W2 W W2 W3 5x6 E -7-8 W5 W4 W4 W K 6x7 N J O I H P G Q R 8x9 5x6 0x2 8x9 6x7 F FOR PPROVL ONLY Plate Offsets (X,Y): [F:Edge,0-3-0], [G:0-4-8,0-3-8], [J:0-4-8,0-3-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x6 DF No.2 2x4 DF No.3 or 2x4 DF Stud *Except* W5: 2x6 DF No.2 RING Structural wood sheathing directly applied or 5--8 oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) K = 6087/0-5-8 (min ) F = 4899/0-5-8 (min. 0-3-) K = 22(L 9) K = -33(L 2) F = -0(L 3) K = 7069(L 4) F = 5687(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -6364/77 -L = -500/977 -L = -5033/992 -M = -5033/992 D-M = -50/978 D-E = -638/05 -K = -489/99 E-F = -4695/86 K-N = -207/59 J-N = -207/59 J-O = -039/542 I-O = -039/542 H-I = -039/542 H-P = -905/528 G-P = -905/528 G-Q = -5/585 Q-R = -5/585 F-R = -5/585 -H = -907/4752 D-H = -32/307 D-G = -223/92 -H = -595/397 -J = -345/53 -J = -94/529 E-G = -843/ SI T W 0.87 NOTES (2-5) Wind(LL) in (loc) -6 H-J -0.4 H-J 2 F 5 H-J ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc, 2x6-2 rows staggered at oc. ottom chords connected as follows: 2x6-2 rows staggered at oc. Webs connected as follows: 2x4 - row at oc. 2) ll loads are considered equally applied to all plies, except if noted as front (F) or back () face in the LOD SE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this 4) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 5) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 6) Unbalanced snow loads have been considered for this 7) This truss has been designed for a psf bottom 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint K and 0 lb uplift at joint F. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss PLTES 220/95 Weight: 25 lb FT = 20% ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 453 lb down and 302 lb up at 0-2-2, 453 lb down and 302 lb up at 2-6-4, 453 lb down and 302 lb up at 4-6-4, 453 lb down and 302 lb up at 6-6-4, 453 lb down and 302 lb up at 8-6-4, 296 lb down and lb up at 0-6-4, and 296 lb down and lb up at 2-6-4, and 296 lb down and lb up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65, -E=-65, F-K=-20 oncentrated Loads (lb) Vert: K=-253(F) H=-253(F) J=-253(F) N=-253(F) O=-253(F) P=-20() Q=-20() R=-20() October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

19 24454R_ R05 way Manufacturing Inc., Houston, TX Type QUEENPOST Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43:4 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-f?wP_SX7UF9LkdizPn?lfu5WQRiaLuGPlfojyXXQG FOR PPROVL ONLY U.5x4 W2 T.5x T 4x6 W S.5x4.5x4 D ST2 E.5x4 4x4 F ST G T2.5x4 R 3x5 4x7 ST3.5x4 H Q V ST4 I.5x4 T 2 ST5.5x4.5x4.5x4 P O N J Scale = :4.4.5x4 K L ST6 2x M Plate Offsets (X,Y): [Q:0-2-8,0-0-8] LODING (psf) TLL(roof) 3 Snow (Pf) 3 TDL 5.0 LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 *Except* : 2x4 DF 200F.8E 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. JOINTS race at Jt(s): G RETIONS (lb/size) P = 866/7-5-8 (min. 0--2) O = -370/7-5-8 (min. 0--2) N = 80/7-5-8 (min. 0--2) T = 903/0-3-8 (min. 0--8) T = 42(L 3) P = -5(L 7) O = -465(L 22) N = -45(L 6) T = -49(L 6) P = 00(L 3) O = 4(L 3) N = 927(L 3) T = 067(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -794/39 - = -08/50 -D = -76/25 D-F = -704/39 F-H = -706/38 H-V = -68/23 I-V = -778/20 I-J = -595/77 J-K = -72/55 K-L = -534/23 -E = -306/22 E-G = -404/48 G-Q = -308/3 -U = 0/0 SI T W 0.2 Wind(LL) T = -33/785 S-T = -29/787 R-S = -29/787 Q-R = -29/787 P-Q = -6/59 O-P = -6/59 N-O = -6/59 L-N = -6/59 L-M = 0/0 F-G = -5/294 H-Q = -43/7 D-E = -36/39 -S = -22/38 I-P = -563/24 J-O = -23/33 K-N = -504/66 -T = -78/8 in (loc) -9 Q-S Q-S 2 N 4 Q-S NOTES (-4) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=3 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint P, 465 lb uplift at joint O, 45 lb uplift at joint N and 49 lb uplift at joint T. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss T w/ 2-0d nails. > PLTES 220/95 Weight: 90 lb FT = 20% 0) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-75, M-U=-20 Trapezoidal Loads (plf) Vert: =-75-to-F=-5(F=-40), F=-5(F=-40)-to-L=-77(F=-2), =0-to-G=-40(F), G=-40(F)-to-Q=-30(F) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

20 24454R_ R06 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H * s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-7UnoXlFYHMnHEX7IEHtROtplxpR2U3VDLyXXQF x6 D Scale = : x5 M N 3x5 E x7 W6 W4 T W3 W2 W W2 W3 T2 2 W4 5x6 F W x8 L 3x8 FOR PPROVL ONLY O K P Q J R I S H T 8x2 2x2 7x8 8x2 G 6x2 H Plate Offsets (X,Y): [:0-4-0,0--], [G:Edge,0-5-8], [H:0-6-0,0-3-8], [I:0-3-3,0-3-8], [J:0-6-0,0-6-4], [K:0-6-0,0-3-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x8 DF No.2 2x4 DF No.3 or 2x4 DF Stud *Except* W5: 2x6 DF No.2 RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) L = 5038/0-5-8 (min ) G = 6438/0-5-8 (min. 0-4-) L = 48(L 9) L = -368(L 2) G = -25(L 3) L = 604(L 4) G = 7665(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -794/256 - = -6756/492 -M = -5960/099 D-M = -5908/3 D-N = -5908/ E-N = -5960/094 E-F = -7074/25 F-G = -5482/888 -L = -202/67 L-O = -36/67 K-O = -36/67 K-P = -33/5756 P-Q = -33/5756 J-Q = -33/5756 J-R = -922/6030 I-R = -922/6030 I-S = -922/6030 H-S = -922/6030 H-T = -07/654 G-T = -07/654 -L = -5056/095 -K = -088/5407 -K = -589/796 -J = -93/595 D-J = -09/5602 E-J = -33/65 E-H = -2/87 ontinued on page 2 SI T W 0.96 F-H = -870/5664 Wind(LL) in (loc) -8 J-K -0.4 J-K 2 G 4 J-K NOTES (3-6) ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc, 2x6-2 rows staggered at oc. ottom chords connected as follows: 2x8-2 rows staggered at oc. Webs connected as follows: 2x4 - row at oc, Except member K- 2x4 - row at oc, member -K 2x4 - row at oc, member J- 2x4 - row at oc, member J-D 2x4 - row at oc, member J-E 2x4 - row at oc, member E-H 2x4 - row at oc, member H-F 2x4 - row at oc. 2) ll loads are considered equally applied to all plies, except if noted as front (F) or back () face in the LOD SE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this 4) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=.60 plate grip DOL=.60 5) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 6) Unbalanced snow loads have been considered for this 7) ll plates are plates unless otherwise indicated. 8) This truss has been designed for a psf bottom 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint L and 25 lb uplift at joint G PLTES H 220/95 65/46 Weight: 24 lb FT = 20% 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 650 lb down and 843 lb up at 5-5-0, 964 lb down and 336 lb up at 7-4-4, 960 lb down and 333 lb up at 9-4-4, 543 lb down and 95 lb up at -4-4, 708 lb down and 23 lb up at 3-4-4, and 82 lb down and 228 lb up at 5-4-4, and 296 lb down and lb up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -D=-65, D-F=-65, -G=-20 oncentrated Loads (lb) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

21 24454R_ R06 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-7UnoXlFYHMnHEX7IEHtROtplxpR2U3VDLyXXQF LOD SE(S) oncentrated Loads (lb) Vert: G=-20() O=-373() P=-69() Q=-68() R=-305() S=-429() T=-53() FOR PPROVL ONLY WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

22 24454R_ R07 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-cOP7YN?sP3zxsQ5qpTq4_bDGRgV_jjEmtcyXXQE x4 4x4 Scale: 3/8"=' D.5x4.5x4 E M N.5x4 T T F ST3 ST2 ST ST ST G x4 L K J I H.5x4.5x4.5x4.5x4 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.2 OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 25/5-8-2 (min. 0--9) G = 25/5-8-2 (min. 0--9) J = 6/5-8-2 (min. 0--9) K = 30/5-8-2 (min. 0--9) L = 288/5-8-2 (min. 0--9) I = 30/5-8-2 (min. 0--9) H = 288/5-8-2 (min. 0--9) = -2(L 2) = -5(L 7) G = -3(L 7) K = -56(L 6) L = -7(L 6) I = -55(L 7) H = -8(L 7) = 47(L 4) G = 47(L 4) J = 88(L 4) K = 97(L 22) L = 339(L 4) I = 97(L 23) H = 339(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -20/95 -M = -95/67 -M = -48/76 -D = -0/03 D-E = -0/93 E-N = -48/49 F-N = -8/40 SI T W F-G = -93/65 -L = -42/75 K-L = -42/75 J-K = -42/75 I-J = -42/75 H-I = -42/75 G-H = -42/75 D-J = -36/0 -K = -79/79 -L = -254/32 E-I = -79/78 F-H = -254/32 in (loc) G NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 4) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 5) Unbalanced snow loads have been considered for this 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at oc. 8) This truss has been designed for a psf bottom 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint, 3 lb uplift at joint G, 56 lb uplift at joint K, 7 lb uplift at joint L, 55 lb uplift at joint I and 8 lb uplift at joint H. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. FOR PPROVL ONLY PLTES 220/95 Weight: 62 lb FT = 20% ) "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, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

23 24454R_ R08 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-cOP7YN?sP3zxsQ5qpTq4_TD7pgU4jjEmtcyXXQE x4 Scale = : J I x4 T W T.5x4 D W2 W2 E H.5x4 G.5x4 F.5x Plate Offsets (X,Y): [:0-0-0,0-0-], [E:0-0-0,0-0-] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) H = 669/0-5-8 (min. 0--8) F = 669/0-5-8 (min. 0--8) H = -26(L 2) H = -24(L 6) F = -24(L 7) H = 787(L 4) F = 788(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -304/23 -I = -476/87 -I = -359/3 -J = -359/3 D-J = -476/87 D-E = -304/23 -H = -3/297 G-H = -3/297 F-G = -3/297 E-F = -3/297 -G = -6/53 -H = -558/230 D-F = -558/230 NOTES (9-2) ) Unbalanced roof live loads have been considered for this SI T W 0. Wind(LL) in (loc) -9 G -0.9 G F 4 G 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint H and 24 lb uplift at joint F. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 56 lb FT = 20% 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

24 24454R_ R09 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H * s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-4abYdTZ?mXvb5QcfYKiMIWgYdXPoxLyN_KP2yXXQD x6 Scale = : I H T T x7 W W 5x W3 W2 W2 W3-7-8 G 6x6 J K F L M E N O 8x9 8x9 D 6x6 FOR PPROVL ONLY Plate Offsets (X,Y): [:Edge,0-2-0], [E:0-5-2,0-4-0], [F:0-5-2,0-4-0] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x8 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) G = 437/0-5-8 (min. 0--4) D = 4278/0-5-8 (min. 0--4) G = -89(L 0) G = -682(L 2) D = -822(L 3) G = 4895(L 4) D = 4987(L 4) FORES (lb) - Maximum ompression/maximum Tension -H = -4658/68 -H = -4505/697 -I = -458/706 -I = -43/690 -G = -376/564 -D = -3455/570 G-J = -57/362 J-K = -57/362 F-K = -57/362 F-L = -435/2866 L-M = -435/2866 E-M = -435/2866 E-N = -99/39 N-O = -99/39 D-O = -99/39 -E = -347/83 -F = -329/2546 -F = -535/378 -E = -542/35 SI T W 0.64 NOTES (3-6) Wind(LL) in (loc) -4 E-F -8 E-F D 2 E-F ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc. ottom chords connected as follows: 2x8-2 rows staggered at oc. Webs connected as follows: 2x4 - row at oc. 2) ll loads are considered equally applied to all plies, except if noted as front (F) or back () face in the LOD SE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this 4) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 5) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 6) Unbalanced snow loads have been considered for this 7) This truss has been designed for a psf bottom 8) earing at joint(s) G, D considers parallel to grain value using NSI/TPI angle to grain formula. uilding designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb uplift at joint G and 822 lb uplift at joint D. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss PLTES 220/95 Weight: 56 lb FT = 20% 2) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 708 lb down and 23 lb up at -5-2, 82 lb down and 228 lb up at 3-5-2, 296 lb down and lb up at 5-5-2, 296 lb down and lb up at 7-5-2, and 294 lb down and 24 lb up at 9-5-2, and 296 lb down and lb up at -5-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65, -=-65, D-G=-20 oncentrated Loads (lb) Vert: J=-429(F) K=-53(F) L=-20(F) M=-20(F) N=-8(F) O=-20(F) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

25 24454R_ R0 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-Ym9wqpadXTfmDF?pFrxvV3ywxs8OmUjtxVyXXQ FOR PPROVL ONLY x6 W 4x4 Scale = :42.6 D x4.5x4.5x4 ST T ST2 ST3 ST2 E T ST.5x4 F 2x6 G W N M L K J I H 2x4.5x4.5x4.5x4.5x4.5x4 2x4 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) N = 69/2-0-0 (min. 0--8) H = 69/2-0-0 (min. 0--8) K = 55/2-0-0 (min. 0--8) L = 76/2-0-0 (min. 0--8) M = 75/2-0-0 (min. 0--8) J = 76/2-0-0 (min. 0--8) I = 75/2-0-0 (min. 0--8) N = 89(L 3) N = -88(L 2) H = -87(L 3) L = -57(L 6) M = -4(L 6) J = -57(L 7) I = -40(L 7) N = 40(L 26) H = 39(L 25) K = 8(L 4) L = 23(L 22) M = 280(L 25) J = 23(L 23) I = 279(L 26) FORES (lb) - Maximum ompression/maximum Tension -N = -93/59 - = -78/79 - = -77/83 -D = -22/7 D-E = -22/7 SI T W E-F = -77/83 F-G = -78/79 G-H = -92/59 M-N = -44/46 L-M = -44/46 K-L = -44/46 J-K = -44/46 I-J = -44/46 H-I = -44/46 D-K = -4/ -L = -9/84 -M = -99/26 E-J = -9/85 F-I = -99/26 in (loc) H NOTES (3-6) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 4) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 5) Unbalanced snow loads have been considered for this 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 oc. 9) This truss has been designed for a psf bottom 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint N, 87 lb uplift at joint H, 57 lb uplift at joint L, 4 lb uplift at joint M, 57 lb uplift at joint J and 40 lb uplift at PLTES 220/95 Weight: 72 lb FT = 20% ) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 2) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

26 24454R_ R way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-0zjI9bFInndqPa?myMSjcqRGjtqwePhTQUxyXXQ x5 Scale = : I J x6 T W T 4x6 D E W3 W2 W2 W H G F.5x4 3x8.5x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W Wind(LL) in (loc) F-G F-G F G 360 PLTES 220/95 Weight: 75 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) H = 629/0-5-8 (min. 0--8) F = 629/0-5-8 (min. 0--8) H = 20(L 5) H = -20(L 6) F = -20(L 7) H = 747(L 4) F = 747(L 4) FORES (lb) - Maximum ompression/maximum Tension - = 0/43 -I = -432/93 -I = -330/ -J = -330/ D-J = -432/93 D-E = 0/43 -H = -696/206 D-F = -696/206 G-H = -2/42 F-G = -30/52 -G = -27/00 -G = -2/292 D-G = -2/292 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint H and 20 lb uplift at joint F. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

27 24454R_ R2 way Manufacturing Inc., Houston, TX Type ommon Qty Ply * Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-U9HgFVbu35vUSZ9KgtP_w89EqWUcsneL_0NyXXQ x4 Scale = : H G x6 T W T 4x W3 W2 W2 W I J K L F E M D 5x6 0x2 5x6 Plate Offsets (X,Y): [D:Edge,0-3-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x6 DF 0F 2.0E 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 330/0-5-8 (min. 0--5) D = 4403/0-5-8 (min ) F = -89(L 8) F = -650(L 2) D = -875(L 3) F = 3840(L 4) D = 506(L 4) FORES (lb) - Maximum ompression/maximum Tension -G = -2898/57 -G = -2745/533 -H = -2745/533 -H = -2898/57 -F = -2845/503 -D = -2833/500 F-I = -4/27 I-J = -4/27 E-J = -4/27 E-K = -4/52 K-L = -4/52 L-M = -4/52 D-M = -4/52 -E = -442/237 -E = -44/2583 -E = -436/ SI T W 0.44 NOTES (2-5) Wind(LL) in (loc) -6 D-E -0.5 D-E 0 D 5 D-E ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc. ottom chords connected as follows: 2x6-2 rows staggered at oc. Webs connected as follows: 2x4 - row at oc. 2) ll loads are considered equally applied to all plies, except if noted as front (F) or back () face in the LOD SE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this 4) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 5) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 6) Unbalanced snow loads have been considered for this 7) This truss has been designed for a psf bottom 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 650 lb uplift at joint F and 875 lb uplift at joint D. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 55 lb FT = 20% ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 296 lb down and lb up at 2-0-2, 296 lb down and lb up at 4-0-2, 296 lb down and lb up at 6-0-2, 294 lb down and 24 lb up at 8-0-2, and 296 lb down and lb up at 0-0-2, and 296 lb down and lb up at -5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65, -=-65, D-F=-20 oncentrated Loads (lb) Vert: E=-20(F) I=-20(F) J=-20(F) K=-8(F) L=-20(F) M=-20(F) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

28 24454R_ R3 way Manufacturing Inc., Houston, TX x W2 W.5x Type QUEENPOST T.5x4 5x6 W V.5x4 D ST4 E.5x4.5x4 F ST2 G T2.5x x6 H ST U I.5x4 3x5 Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-yLr2SrcWqOL4ikNuNPeX8hHJEmLeEwt?yXYpyXXQ FOR PPROVL ONLY ST3 6x7 T.5x4 J ST5 *.5x4 K NOTE: DO NOT TURN END FOR END ST6.5x4 L T 2 ST7.5x4 M ST8.5x4.5x4.5x4.5x4 S R Q P.5x4 N O Scale = : Plate Offsets (X,Y): [T:0-0-0,0-2-8] LODING (psf) TLL(roof) 3 Snow (Pf) 3 TDL 5.0 LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 *Except* : 2x4 DF 200F.8E 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. JOINTS race at Jt(s): I, G RETIONS (lb/size) T = 5/0--0 (min ) S = -280/0--0 (min ) R = 453/0--0 (min ) Q = -24/0--0 (min ) P = 68/0--0 (min ) W = 857/0-3-8 (min. 0--8) W = -9(L 4) T = -34(L 6) S = -430(L 22) R = -56(L 7) Q = -29(L 28) P = -52(L 6) W = -79(L 6) T = 744(L 3) S = 34(L 3) R = 524(L 3) Q = 92(L 3) P = 793(L 3) W = 057(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -825/59 - = -088/9 -D = -340/63 ontinued on page 2 SI T W 0.50 Wind(LL) D-F = -295/72 F-H = -244/88 H-J = -43/78 J-K = -63/39 K-L = -248/08 L-M = -88/76 M-N = -277/56 N-O = -74/48 -E = -74/96 E-G = -792/209 G-I = -893/246 I-T = -950/224 -W = -6/86 V-W = -80/86 U-V = -80/86 T-U = -80/86 S-T = -44/67 R-S = -44/67 Q-R = -44/67 P-Q = -44/67 O-P = -44/67 H-I = -85/66 J-T = -744/8 F-G = -3/55 -V = 0/224 K-S = -74/23 L-R = -373/93 M-Q = -97/20 N-P = -486/00 D-E = -55/6 -W = -733/ in (loc) -9 T-V T-V 2 P 3 T-V NOTES (-4) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=3 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom > PLTES 220/95 Weight: 3 lb FT = 20% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint T, 430 lb uplift at joint S, 56 lb uplift at joint R, 29 lb uplift at joint Q, 52 lb uplift at joint P and 79 lb uplift at joint W. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss T w/ 2-0d nails. 0) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-75, -O=-20 Trapezoidal Loads (plf) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

29 24454R_ R3 way Manufacturing Inc., Houston, TX Type QUEENPOST Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-yLr2SrcWqOL4ikNuNPeX8hHJEmLeEwt?yXYpyXXQ9 LOD SE(S) Trapezoidal Loads (plf) Vert: =-75-to-H=-27(F=-52), H=-27(F=-52)-to-O=-77(F=-2), =0-to-I=-52(F), I=-52(F)-to-T=-43(F) FOR PPROVL ONLY WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

30 24454R_ R4 way Manufacturing Inc., Houston, TX Type OMMON TRUSS Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-yLr2SrcWqOL4ikNuNPeX8hGPEuELWgwt?yXYpyXXQ x5 Scale = : L K x5 T W W 4x4 D T x6 W5 W4 W2 W2 2 W3 E J 3x5 I H G 3x5 F 2x6 5x Plate Offsets (X,Y): [E:0-0-0,0--3] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing, Except: oc bracing: E-F. RETIONS (lb/size) J = 939/0-5-8 (min. 0--8) F = 7/0-5-8 (min. 0--8) J = -20(L 2) J = -59(L 6) F = -99(L 7) J = 05(L 4) F = 34(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -37/68 -K = -232/232 -K = -09/254 -L = -09/260 D-L = -232/24 D-E = -30/297 -J = -63/6 I-J = -22/045 H-I = -47/790 G-H = -47/790 F-G = -93/046 E-F = -28/56 -I = -248/29 SI T W 0.98 Wind(LL) in (loc) -5 I-J -0.5 G-I 4 F 3 G-I -I = -0/405 -G = -9/385 D-G = -248/230 -J = -332/92 D-F = -559/309 NOTES (9-2) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint J and 99 lb uplift at joint F. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY 360 PLTES 220/95 Weight: 24 lb FT = 20% 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

31 24454R_ R5 way Manufacturing Inc., Houston, TX Type OMMON TRUSS Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-QXPRgd8bi9hsJaR5wt3LER9eET4zw45fh54GyXXQ x5 Scale = : L K x5 T W W 4x4 D T x6 W5 W4 W2 W2 2 W3 E J 3x5 I H G 3x5 F 2x6 5x Plate Offsets (X,Y): [E:0-0-0,0--3] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing, Except: oc bracing: E-F. RETIONS (lb/size) J = 939/0-5-8 (min. 0--8) F = 7/0-5-8 (min. 0--8) J = -20(L 2) J = -59(L 6) F = -99(L 7) J = 05(L 4) F = 34(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -37/68 -K = -232/232 -K = -09/254 -L = -09/260 D-L = -232/24 D-E = -30/297 -J = -63/6 I-J = -22/045 H-I = -47/790 G-H = -47/790 F-G = -93/046 E-F = -28/56 -I = -248/29 SI T W 0.98 Wind(LL) in (loc) -5 I-J -0.5 G-I 4 F 3 G-I -I = -0/405 -G = -9/385 D-G = -248/230 -J = -332/92 D-F = -559/309 NOTES (9-2) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint J and 99 lb uplift at joint F. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY 360 PLTES 220/95 Weight: 24 lb FT = 20% 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

32 24454R_ R6 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H * s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-ukyptXemM0H3J0um?oR6cZmiK2ZapT7DKJRediyXXQ x7 Scale = :57.0 D x6 P 4x7 E x5 T W T2 5x2 F 7x0 W3 W2 W2 W3-7-8 FOR PPROVL ONLY W8 W6 W5 W4 O N M L 8x9 8x9 6x0 0x2 K 5x2 H W4 W5 2 W7 J I H 3x8 6x8 G 4x x Plate Offsets (X,Y): [E:0-3-0,0-2-0], [G:0-0-5,0-0-], [H:0-5-8,0--0], [N:0-4-8,0-3-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x6 DF 0F 2.0E 2x4 DF No.3 or 2x4 DF Stud *Except* W,W6,W7: 2x4 DF No.2, W8: 2x8 DF No.2 RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) O = 7670/0-5-8 (min. 0-4-) H = 6897/0-5-8 (min ) O = -99(L 8) O = -806(L 2) H = -65(L 3) O = 945(L 2) H = 829(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -9248/785 - = -9805/926 -D = -802/627 D-P = -7967/627 E-P = -8009/609 E-F = -0094/993 F-G = -222/256 -O = -807/565 N-O = -270/727 M-N = -576/8052 L-M = -625/8546 K-L = -594/8679 J-K = -594/8679 I-J = -547/8276 H-I = -547/8276 G-H = -64/950 -N = -967/207 -M = -36/743 -M = -506/2579 -L = -2538/594 D-L = -522/769 E-L = -2898/677 E-J = -60/309 F-J = -243/60 F-I = -349/885 -N = -50/8028 F-H = -0/952 SI T W Wind(LL) in (loc) -0.3 J-L J-L 7 H 9 L-M -N = -967/207 -M = -36/743 -M = -506/2579 -L = -2538/594 D-L = -522/769 E-L = -2898/677 E-J = -60/309 F-J = -243/60 F-I = -349/885 -N = -50/8028 F-H = -0/952 NOTES (3-6) ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc, 2x8-2 rows staggered at oc. ottom chords connected as follows: 2x6-2 rows staggered at oc. Webs connected as follows: 2x4 - row at oc. 2) ll loads are considered equally applied to all plies, except if noted as front (F) or back () face in the LOD SE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this 4) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 5) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 6) Unbalanced snow loads have been considered for this 7) ll plates are plates unless otherwise indicated. 8) This truss has been designed for a psf bottom 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 806 lb uplift at joint O and 65 lb uplift at joint H PLTES H 220/95 65/46 Weight: 328 lb FT = 20% 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 373 lb down and 286 lb up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -D=-65, D-G=-65, I-O=-627(F=-607), G-I=-20 oncentrated Loads (lb) Vert: I=-67(F) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

33 24454R_ R7 way Manufacturing Inc., Houston, TX Type Half Hip * Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-nVKjuhHQEoVodXEeV2mPxOgfvtlGtpFxPsmTyXXQ Scale = :57.2 5x5 3x6 3x8 4x4 P Q R S T U D E V W X Y F Z G T2 T T W3 W2 W W2 W W2 W W2 W W x5 O 2x4 N 2 L K I M D E F G H I J J K L M N O 3x6.5x4 3x6 2 H 3x Plate Offsets (X,Y): [:0--3,0-0-4] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) H = 33/Mechanical O = 457/0-5-8 (min. 0--8) O = 36(L 2) H = -824(L 9) O = -734(L 9) H = 2(L 32) O = 938(L 32) FORES (lb) - Maximum ompression/maximum Tension - = -5/502 -P = -829/808 P-Q = -829/808 Q-R = -829/808 R-S = -829/808 -S = -828/808 -T = -4402/784 T-U = -4402/784 D-U = -4402/784 D-E = -4402/784 E-V = -353/387 V-W = -353/387 W-X = -353/387 X-Y = -353/387 F-Y = -353/387 F-Z = -7/28 Z- = -7/28 - = -7/28 G- = -7/28 G-H = -36/53 -O = -277/7 ontinued on page 2 SI T W 0.87 Wind(LL) in (loc) -0.2 K-L K-L H 0.6 K-L N-O = -786/772 N- = -784/4402 M- = -784/4402 M-D = -784/4402 D-E = -784/4402 L-E = -784/4402 L-F = -942/494 F-G = -942/494 G-H = -942/494 K-H = -942/494 K-I = -942/494 J-I = -942/494 J-J = -942/494 J-K = -942/494 K-L = -942/494 I-L = -942/494 I-M = -387/353 M-N = -387/353 N-O = -387/353 H-O = -387/353 -O = -2536/05 -N = -525/300 -N = -2866/5 -L = -88/368 E-L = -57/94 E-K = -5/253 E-I = -560/68 F-I = -27/800 F-H = -3835/53 NOTES (3-6) ) 2-ply truss to be connected together with 0d (0.3"x3") nails as follows: Top chords connected as follows: 2x4 - row at oc. ottom chords connected as follows: 2x4 - row at oc. Webs connected as follows: 2x4 - row at oc. 2) ll loads are considered equally applied to all plies, except if noted as front (F) or back () face in the LOD SE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (), unless otherwise indicated. 3) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 FOR PPROVL ONLY 360 PLTES 220/95 Weight: 3 lb FT = 20% 4) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 5) Unbalanced snow loads have been considered for this 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a psf bottom 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint H and 734 lb uplift at joint O. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

34 24454R_ R7 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-nVKjuhHQEoVodXEeV2mPxOgfvtlGtpFxPsmTyXXQ3 NOTES (3-6) 2) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 lb down and 85 lb up at 5-3-8, 44 lb down and 85 lb up at 7-4-4, 44 lb down and 85 lb up at 9-4-4, 44 lb down and 85 lb up at -4-4, 44 lb down and 85 lb up at 3-4-4, 44 lb down and 85 lb up at 5-4-4, 44 lb down and 85 lb up at 7-4-4, 44 lb down and 85 lb up at 9-4-4, 44 lb down and 85 lb up at 2-4-4, 44 lb down and 85 lb up at , 44 lb down and 85 lb up at , 44 lb down and 85 lb up at , and 44 lb down and 85 lb up at , and 44 lb down and 85 lb up at on top chord, and 05 lb up at 5-3-8, 32 lb up at 7-4-4, 32 lb up at 9-4-4, 32 lb up at -4-4, 32 lb up at 3-4-4, 32 lb up at 5-4-4, 32 lb up at 7-4-4, 32 lb up at 9-4-4, 32 lb up at 2-4-4, 32 lb up at , 32 lb up at , 32 lb up at , and 32 lb up at , and 32 lb up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-lb) 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. FOR PPROVL ONLY LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65, -G=-65, -H=-20 oncentrated Loads (lb) Vert: =-8(F) D=-8(F) N=43(F) P=-8(F) R=-8(F) S=-8(F) T=-8(F) U=-8(F) V=-8(F) W=-8(F) X=-8(F) Y=-8(F) Z=-8(F) =-8(F) =-8(F) =5(F) D=5(F) E=5(F) F=5(F) G=5(F) H=5(F) I=5(F) J=5(F) K=5(F) L=5(F) M=5(F) N=5(F) O=5(F) WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

35 24454R_ R8 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-FhmiwEivYwMPnmkoLHJcUW39HUheyUb8PIvyXXQ Scale = :58.3 4x6 3x6 3x9 4x6 3x5 P D T2 E F T3 G H x6 T W W2 W5 W6 W6 W5 W2 W W4 O 2x4 W3 N 5x2 2 M L K J 3x0 H 5x2 H W 4x5 2 I 4x Plate Offsets (X,Y): [:0-0-0,0-0-7] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF 200F.8E *Except* T: 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or 3--7 oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-N, G-I RETIONS (lb/size) I = 288/Mechanical O = 480/0-5-8 (min ) O = 79(L 6) I = -36(L 3) O = -233(L 3) I = 2366(L 38) O = 2064(L 38) FORES (lb) - Maximum ompression/maximum Tension - = -63/75 - = -2468/39 -P = -2075/297 D-P = -2080/296 D-E = -3949/56 E-F = -3949/56 F-G = -3278/45 G-H = -39/0 H-I = -327/7 -O = -25/50 N-O = -78/34 M-N = -534/3750 L-M = -534/3750 K-L = -570/4085 J-K = -570/4085 I-J = -37/2630 -O = -969/309 -N = -220/284 -N = -67/804 D-N = -200/339 D-L = 0/ SI T W 0.96 Wind(LL) in (loc) J-L L-N 0.4 I 9 J-L F-L = -95/08 F-J = -64/224 G-J = -82/204 G-I = -3249/465 NOTES (3-6) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) ll plates are plates unless otherwise indicated. 7) This truss has been designed for a psf bottom 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) I to support reaction shown. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint I and 233 lb uplift at joint O. ) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 2) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES H 220/95 65/46 Weight: 58 lb FT = 20% 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

36 24454R_ R9 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-juK48aiXxs2DxLwM3YWrq0fQTXcD8M6iFuyqMyXXQ Scale = :56.6 4x7 3x6 4x6 3x5 O D T2 E F G T3 H x6 W4 3x6 T W3 W W2 W5 W7 W7 W5 W2 W W6 N 3x6 M 3x8 L K J 4x7 4x5 I 3x8 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or 9-4- oc bracing. Row at midpt D-M, G-I RETIONS (lb/size) I = 298/Mechanical N = 298/Mechanical N = 50(L 6) I = -34(L 3) N = -93(L 3) I = 2335(L 38) N = 777(L 38) FORES (lb) - Maximum ompression/maximum Tension - = -4/6 - = -243/35 -O = -2065/293 D-O = -2069/292 D-E = -3099/44 E-F = -264/339 F-G = -264/339 G-H = -36/ H-I = -365/80 -N = -80/46 M-N = -37/572 L-M = -444/3087 K-L = -444/3087 J-K = -47/304 I-J = -303/28 -M = -0/633 -M = -4/729 D-M = -379/262 D-K = -56/34 E-K = -5/209 E-J = -934/72 G-J = -80/02 G-I = -2808/407 -N = -2204/ SI T W.00 NOTES (2-5) Wind(LL) in (loc) -0.7 I-J I-J 0.2 I 7 K ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; end vertical left exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) I to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint I and 93 lb uplift at joint N. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 67 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

37 24454R_ R9 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-4uSLwj9i93f5w6vm3lOZq8stvybdFxvdWNoyXXQ Scale = :58.3 4x7 7x8 3x5 4x6 P D E F G T2 T x6 T W W2 W5 W6 W6 W5 W2 W O W4 W x5 N 3x5 M 3x8 2 L K J I 4x7 4x6 4x5 3 H 3x Plate Offsets (X,Y): [:0-0-0,0--7] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-M, F-H RETIONS (lb/size) H = 295/Mechanical N = 473/0-5-8 (min ) N = 226(L 6) H = -34(L 3) N = -200(L 3) H = 2334(L 38) N = 895(L 38) FORES (lb) - Maximum ompression/maximum Tension -O = -24/53 -O = -23/487 - = -2428/36 -P = -2060/294 D-P = -2065/293 D-E = -3098/44 E-F = -263/339 F-G = -36/ G-H = -365/80 -N = -259/37 M-N = -30/490 L-M = -444/3086 K-L = -444/3086 J-K = -48/3040 SI T W.00 Wind(LL) in (loc) -0.7 H-I H-I 0.2 H 7 K I-J = -48/3040 H-I = -303/27 -M = -6/69 -M = -42/735 D-M = -383/26 D-K = -45/38 E-K = -5/20 E-I = -934/72 F-I = -80/0 F-H = -2807/408 -N = -2305/384 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) H to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint H and 200 lb uplift at joint N. FOR PPROVL ONLY > PLTES 220/95 Weight: 7 lb FT = 20% 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "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, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

38 24454R_ R20 way Manufacturing Inc., Houston, TX Type Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-gGRqZGknTTIwHFVITUa_xF6_cGHLh3NPZN3vEyXXQ? Scale = :58.3 5x6.5x4 5x6 P D Q E T O W6 4x5 T W3 W2 W W2 W3 T3 4x4 F 2x4 G R x5 N 4x5 W4 M L 3x6 K 3x8 2 J 3x6 I W4 3 W5 W7 H 3x Plate Offsets (X,Y): [:0-0-0,0--3] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T3: 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing, Except: oc bracing: -N. Row at midpt -N RETIONS (lb/size) N = 472/0-5-8 (min ) H = 296/Mechanical N = 72(L 3) N = -26(L 6) H = -75(L 7) N = 244(L 46) H = 83(L 46) FORES (lb) - Maximum ompression/maximum Tension -O = -27/29 -O = -02/506 - = -202/30 -P = -222/350 D-P = -2222/349 D-Q = -2222/349 E-Q = -227/350 E-F = -2034/304 F-R = -73/04 G-R = -23/4 G-H = -47/25 -N = -247/44 SI T W 0.90 Wind(LL) in (loc) - K K-M 8 H 5 K-M M-N = -269/624 L-M = -26/692 K-L = -26/692 J-K = -40/695 I-J = -40/695 H-I = -98/636 -M = -66/374 -M = -92/263 -K = -7/789 D-K = -00/222 E-K = -72/784 E-I = -92/272 F-I = -58/385 -N = -2636/40 F-H = -2249/297 NOTES (-4) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint N and 75 lb uplift at joint H. FOR PPROVL ONLY 360 PLTES 220/95 Weight: 7 lb FT = 20% 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "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, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

39 24454R_ R2 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:43: Page ID:m?eTHTQoa8r96nHM745?yvVr6-8T?DmclPEnQnuP4V5DTSeYgaVQVJYOD6cRhyXXQ_ Scale = :57.6 5x6 4x5.5x4 3x6 2x4 P D E F G H T2 T3 3x x5 W6 O W5 T W3 W W2 W4 W2 W7 W7 W2 W4 6-- N 3x6 M L 4x8 K 3x6 J 4x5 I 4x6 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.25 Lumber Increase.25 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt G-I, -N RETIONS (lb/size) I = 298/Mechanical N = 298/Mechanical N = 27(L 6) I = -309(L 3) N = -63(L 3) I = 2236(L 38) N = 652(L 39) FORES (lb) - Maximum ompression/maximum Tension -O = -277/5 -O = -45/68 - = -252/293 -P = -/343 D-P = -24/342 D-E = -6/34 E-F = -935/253 F-G = -935/253 G-H = -3/0 H-I = -236/52 -N = -334/85 M-N = -345/644 L-M = -282/856 K-L = -345/2374 J-K = -345/2374 I-J = -208/404 -M = -264/329 -M = -2/359 -L = -79/946 D-L = -677/55 E-L = -49/272 E-J = -965/203 G-J = -98/70 G-I = -2378/358 -N = -2085/ SI T W 0.98 Wind(LL) in (loc) -0.2 J-L I-J 9 I 5 L -M = -264/329 -M = -2/359 -L = -79/946 D-L = -677/55 E-L = -49/272 E-J = -965/203 G-J = -98/70 G-I = -2378/358 -N = -2085/ NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.25 Plate DOL=.25); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) I to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint I and 63 lb uplift at joint N. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 80 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

40 24454R_ R22 way Manufacturing Inc., Houston, TX Type Hip Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44:0 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-4r7zHmgmOgV8iEt8c7hYtjXJUGwuUfrsXbjVZyXXPy Scale = :58.5 5x5 5x5 M T2 N D L 4x5 T W2 W W W2 4x5 E T O 8-- 3x7 W4 W3 W3 W4 3x7 F -7-8 W5 W5-7-8 K 3x7 J I H 6x6 G 3x7 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T2: 2x6 DF 0F 2.0E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -I, D-I, -K, E-G RETIONS (lb/size) K = 298/Mechanical G = 298/Mechanical K = 72(L 5) K = -93(L 6) G = -93(L 7) K = 209(L 46) G = 209(L 46) FORES (lb) - Maximum ompression/maximum Tension -L = -383/7 -L = -60/87 - = -2228/32 -M = -639/302 M-N = -639/302 D-N = -639/302 D-E = -2228/32 E-O = -60/87 F-O = -383/7 -K = -438/07 F-G = -438/07 J-K = -275/966 I-J = -43/66 H-I = -0/66 G-H = -93/966 -J = -379/26 -J = -78/478 -I = -34/232 D-I = -34/232 D-H = -78/478 E-H = -379/27 -K = -2320/ SI T W 0.67 E-G = -2320/25 Wind(LL) in (loc) -0.7 J-K J-K 9 G 4 H-I NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) K, G to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint K and 93 lb uplift at joint G. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 77 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

41 24454R_ R23 way Manufacturing Inc., Houston, TX Type Hip Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-Y2hLOdnIXioMlsp4iJfw55Gjbteedt_5LH0yXXPx M 5x6 Scale: 3/6"=' 5x6 T2 D N x7 L T W2 W W W2 5x7 E O T x7 W5 K 3x7 W4 W3 J I H 3x5 6x8 3x5 W3 W4 4x7 F W5 G 3x7-7-8 Plate Offsets (X,Y): [F:0-4-,0-0-0] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF 200F.8E *Except* T2: 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -I, D-I, -K, E-G RETIONS (lb/size) K = 298/Mechanical G = 298/Mechanical K = 20(L 3) K = -208(L 6) G = -208(L 7) K = 222(L 46) G = 222(L 46) FORES (lb) - Maximum ompression/maximum Tension -L = -457/20 -L = -62/39 -M = -2845/438 -M = -2530/453 -D = -747/299 D-N = -2530/453 E-N = -2845/439 E-O = -62/39 F-O = -457/20 -K = -523/46 F-G = -523/46 J-K = -285/2268 I-J = -2/726 H-I = -76/726 G-H = -64/2268 -J = -577/305 -J = -270/882 -I = -35/39 D-I = -35/39 D-H = -270/ SI T W 0.9 Wind(LL) in (loc) -0.3 I-J I-J G 4 I-J E-H = -577/305 -K = -263/76 E-G = -263/76 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) K, G to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint K and 208 lb uplift at joint G. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 8 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

42 24454R_ R24 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-0EFjczowI?wDN0NGG9eIpuH?kMR?8Jr4qZSyXXPw x5 3x7 M 4x6 Scale = : D T2 T2 3x7 N E 3x5 F x6 W5 T W3 W2 W W2 W3 T 5x6 G W W4 W4-7-8 L K J I H 4x6 6x7 4x6 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt F-J, -J RETIONS (lb/size) L = 298/Mechanical H = 298/Mechanical L = 233(L 3) L = -220(L 6) H = -220(L 7) L = 527(L 4) H = 527(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -978/289 - = -57/275 -M = -400/286 D-M = -35/30 D-N = -35/30 E-N = -400/286 E-F = -57/275 F-G = -978/289 -L = -455/252 G-H = -455/252 K-L = -24/337 J-K = -3/594 I-J = -54/594 H-I = -50/7 D-J = -29/857 F-J = -633/27 F-I = -07/68 -J = -633/27 -K = -07/68 -K = -28/449 G-I = -30/ SI T W 0.49 NOTES (0-3) Wind(LL) in (loc) -7 K-L K-L 5 H 4 J-K ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint L and 220 lb uplift at joint H. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 67 lb FT = 20% 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

43 24454R_ R25 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-UQp6pJpY3J24?ySqkhOWL6?hKM5smHYVqN5uyXXPv x6 4x6 Scale = : E D T2 T2 F 3x6 G x5 T W2 W W2 4x4 H x6 W8 P 3x6 W7 W4 O W3 N 3x6 2 M 3x8 L 3x6 W3 K W5 3 T3 W6 J 3x5 I 5x Plate Offsets (X,Y): [I:0-0-0,0--3] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing, Except: oc bracing: I-J. Row at midpt D-M, F-M, -P, H-J RETIONS (lb/size) P = 297/Mechanical J = 47/0-5-8 (min. 0--4) P = -265(L 2) P = -22(L 6) J = -262(L 7) P = 526(L 4) J = 730(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -200/72 - = -834/3 -D = -63/326 D-E = -443/320 E-F = -442/320 F-G = -640/334 G-H = -839/308 H-I = -20/246 -P = -223/87 O-P = -39/487 SI T W 0.52 Wind(LL) in (loc) -8 K-M -0.2 K-M 8 J 5 K-M N-O = -204/434 M-N = -204/434 L-M = -03/428 K-L = -03/428 J-K = -52/504 I-J = -00/5 -O = -48/62 D-O = -46/247 D-M = -623/255 E-M = -202/036 F-M = -605/254 F-K = -60/244 H-K = -83/80 -P = -859/25 H-J = -222/372 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint P and 262 lb uplift at joint J. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. FOR PPROVL ONLY 360 PLTES 220/95 Weight: 84 lb FT = 20% 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

44 24454R_ R26 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-ycNUfpqdxcKXfNSdjjuF55kKqQlRn8ZxeKyXXPu Scale = :25.0 4x4.5x4 3x5 I J K D L M E T T W 4x4.5x4 H W N O P Q G.5x4 W F 2x6 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 39/Mechanical = 37/0-3-8 (min. 0--8) G = 44/0-5-8 (min. 0--8) = 49(L 9) F = -53(L 8) = -2(L 8) G = -7(L 9) F = 2(L 33) = 606(L 34) G = 642(L 33) FORES (lb) - Maximum ompression/maximum Tension - = 0/80 - = -237/57 -I = -20/57 I-J = -20/57 J-K = -200/57 D-K = -200/57 D-L = -20/57 L-M = -20/57 E-M = -20/57 E-F = -97/46 -H = -67/203 H-N = -66/20 N-O = -66/20 G-O = -66/20 G-P = -66/20 P-Q = -66/20 F-Q = -66/20 -H = -66/56 D-G = -49/ SI T W 9 NOTES (3-6) Wind(LL) in (loc) 6 H -8 G-H 0 F 5 G-H ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical right exposed; porch left exposed; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint F, 2 lb uplift at joint and 7 lb uplift at joint G. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 92 lb up at 2-4-0, 9 lb down and 92 lb up at 4-4-2, 9 lb down and 92 lb up at 6-4-2, 9 lb down and 92 lb up at 8-4-2, and 9 lb down and 92 lb up at 0-4-2, and 9 lb down and 92 lb up at on top chord, and 22 lb down and 64 lb up at 2-4-0, 3 lb down and 30 lb up at 4-4-2, 3 lb down and 30 lb up at 6-4-2, 3 lb down and 30 lb up at 8-4-2, and 3 lb down and 30 lb up at 0-4-2, and 3 lb down and 30 lb up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). FOR PPROVL ONLY PLTES 220/95 Weight: 39 lb FT = 20% 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65, -E=-65, -F=-20 oncentrated Loads (lb) Vert: =46(F) E=46(F) F=-(F) H=-(F) I=46(F) K=46(F) L=46(F) M=46(F) N=-(F) O=-(F) P=-(F) Q=-(F) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

45 24454R_ R27 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-RpwsE?qobwIoET6rx9jsFxRSjV3_ZrDa?oJUnyXXPt Scale = :25.7 4x6 2x6.5x4 D E T H x4 T W G W2 W3 F.5x4-7- Plate Offsets (X,Y): [:0-2-0,Edge] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 57/Mechanical = 353/0-3-8 (min. 0--8) G = 674/0-5-8 (min. 0--8) = 87(L 2) F = -9(L 2) = -96(L 2) G = -260(L 2) F = 256(L 39) = 677(L 40) G = 070(L 39) FORES (lb) - Maximum ompression/maximum Tension -H = 0/29 -H = 0/80 - = -34/30 -D = -93/72 D-E = -73/0 E-F = -206/5 -G = -96/209 F-G = 0/73 -G = -72/249 D-G = -973/237 NOTES (2-5) ) Unbalanced roof live loads have been considered for this SI T W 0.2 Wind(LL) in (loc) 4 -G -8 -G 0 F 0.2 -G 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a psf bottom 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint F, 96 lb uplift at joint and 260 lb uplift at joint G. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 46 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

46 24454R_ R28 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-RpwsE?qobwIoET6rx9jsFxROaV2Zt?a?oJUnyXXPt Scale = :26. 4x6 5x2 H J D E T I T W W x5 H.5x4 G F 2x6 Plate Offsets (X,Y): [D:0-3-8,Edge] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 *Except* W: 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) G = 268/Mechanical = 439/0-3-8 (min. 0--8) H = 488/0-5-8 (min. 0--8) = 5(L 2) G = -65(L 3) = -226(L 2) H = -88(L 2) G = 492(L 39) = 744(L 40) H = 66(L 40) FORES (lb) - Maximum ompression/maximum Tension - = 0/80 -I = -33/24 -I = -245/37 -J = -82/25 D-J = -86/25 D-E = 0/0 D-G = -435/03 -H = -60/266 G-H = -24/82 F-G = 0/0 -H = -45/8 NOTES (3-6) ) Unbalanced roof live loads have been considered for this SI T W 9 Wind(LL) in (loc) 5 -H H 0 G 0.5 -H 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 6) Provide adequate drainage to prevent water ponding. 7) ll plates are plates unless otherwise indicated. 8) This truss has been designed for a psf bottom 9) Refer to girder(s) for truss to truss connections. 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint G, 226 lb uplift at joint and 88 lb uplift at joint H. ) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 2) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY >673 > PLTES H 220/95 65/46 Weight: 43 lb FT = 20% 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

47 24454R_ R29 way Manufacturing Inc., Houston, TX Type Half Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-v?UERLrQMEQfsdhVtE5o8zcruPFIJxjES22iDyXXPs x4 J 0--9 Scale = :25.4 4x6 D E F T T W W W H 4x5 I 2x4 G LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) H = 20/Mechanical = 378/0-3-8 (min. 0--8) I = 67/0-5-8 (min. 0--8) = 42(L 2) H = -34(L 3) = -89(L 2) I = -256(L 2) H = 349(L 39) = 702(L 40) I = 856(L 40) FORES (lb) - Maximum ompression/maximum Tension - = 0/80 - = -530/40 -J = -34/24 D-J = -27/30 D-E = -57/2 E-F = 0/0 E-H = -293/68 -I = -/427 H-I = -/53 G-H = 0/0 -I = -726/28 D-I = -476/94 NOTES (2-5) ) Unbalanced roof live loads have been considered for this SI T W 0.8 Wind(LL) in (loc) 4 -I -7 -I 0 H 0. -I 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a psf bottom 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint H, 89 lb uplift at joint and 256 lb uplift at joint I. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 49 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

48 24454R_ R30 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-N2cfhs37YYWTnGD3amKLMWq3Il4nUtT6obEfyXXPr x4 Scale = :8.4 D x G T ST W x4 F.5x4 E LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 72/7-- (min. 0--8) D = 4/7-- (min. 0--8) E = -45/7-- (min. 0--8) F = 457/7-- (min. 0--8) = 97(L 2) = -9(L 2) D = -62(L 2) E = -76(L 4) F = -40(L 2) = 203(L 22) D = 40(L 4) E = 7(L 2) F = 579(L 22) FORES (lb) - Maximum ompression/maximum Tension -G = -78/36 -G = -65/83 - = -68/3 -D = -20/44 -E = -75/69 -F = 0/0 E-F = 0/0 -F = -474/92 SI T W 9 NOTES (2-5) in (loc) D ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at oc. 7) This truss has been designed for a psf bottom 8) earing at joint(s) D considers parallel to grain value using NSI/TPI angle to grain formula. uilding designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint, 62 lb uplift at joint D, 76 lb uplift at joint E and 40 lb uplift at joint F. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 26 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

49 24454R_ R3 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-N2cfhs37YYWTnGD3amKLMWnZIoLowtT6obEfyXXPr x6 Scale = :20. D x3 H T 3--5 W W2 G 2x4 F 2x4 E LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 Wind(LL) in (loc) F-G F-G F F-G 360 PLTES 220/95 Weight: 9 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 38/Mechanical G = 32/0-5-8 (min. 0--8) G = 89(L 2) F = -96(L 2) G = -43(L 2) F = 85(L 23) G = 434(L 22) FORES (lb) - Maximum ompression/maximum Tension - = 0/89 -H = -73/4 -H = -7/29 -D = -7/0 -F = -47/7 -G = -38/80 F-G = -33/20 E-F = 0/0 NOTES (0-3) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint F and 43 lb uplift at joint G. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

50 24454R_ R32 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-N2cfhs37YYWTnGD3amKLMWnMImnOtT6obEfyXXPr x I T Scale = :30. D W W5 W4 W3 W2 H.5x4 G F E LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W Wind(LL) in (loc) F-G F-G F F-G >90 > PLTES 220/95 Weight: 44 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 230/Mechanical G = 452/0-5-8 (min. 0--8) G = 08(L 3) F = -55(L 2) G = -62(L 2) F = 32(L 22) G = 552(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -37/56 -I = -94/0 -I = -36/53 -D = -7/0 -F = -247/89 -H = -8/20 G-H = -29/3 F-G = -4/94 E-F = 0/0 -G = -476/28 -G = -44/70 -F = -0/52 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint F and 62 lb uplift at joint G. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

51 24454R_ R33 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-rOc?s0shurhM5xrQcIHZtZ33Si8hmFf0imX8n6yXXPq Scale = :20. 2x3.5x4 T 2x W ST -9-5 W2 F E D 2x3.5x4 2x3 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 70/4-0-0 (min. 0--8) D = 70/4-0-0 (min. 0--8) E = 75/4-0-0 (min. 0--8) F = 50(L 2) D = -27(L 2) E = -82(L 2) F = 83(L 4) D = 83(L 4) E = 206(L 4) FORES (lb) - Maximum ompression/maximum Tension -F = -67/0 - = -4/26 - = -33/4 -D = -64/29 E-F = -/0 D-E = -/0 -E = -66/89 NOTES (2-5) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 SI T 8 8 W 3 in (loc) D 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 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 oc. 8) This truss has been designed for a psf bottom 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint D and 82 lb uplift at joint E. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 9 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

52 24454R_ R34 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44: Page ID:m?eTHTQoa8r96nHM745?yvVr6-rOc?s0shurhM5xrQcIHZtZ3wYi5WmD00imX8n6yXXPq x6 D Scale = : x T G W W x5.5x4 F.5x4 E LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) E = 90/Mechanical = 382/0-3-8 (min. 0--8) F = 62/0-5-8 (min. 0--8) = 204(L 2) E = -58(L 6) = -72(L 2) F = -254(L 2) E = 305(L 23) = 458(L 4) F = 823(L 23) FORES (lb) - Maximum ompression/maximum Tension - = 0/80 -G = -5/8 -G = -2/86 -D = -45/57 D-E = -259/8 -F = -5/27 E-F = -5/27 -F = -67/ SI T W 0.4 NOTES (0-3) Wind(LL) in (loc) 5 -F -9 -F 0 E 0.4 -F ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint E, 72 lb uplift at joint and 254 lb uplift at joint F. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY >833 > PLTES 220/95 Weight: 46 lb FT = 20% 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

53 24454R_ R35 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44:0 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-JaN4MtJe9pDj5Qc?ooQnbEk6VYVipwQHiJYyXXPp x4.5x4 4x4 Scale = :22.3 D x4.5x4 E P O T ST2 ST3 ST2 T.5x4 F.5x4 G W ST ST W -4-2 N M L K J I H.5x4.5x4.5x4.5x4.5x4.5x4.5x4 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) N = 43/0--0 (min. 0--8) H = 43/0--0 (min. 0--8) K = 53/0--0 (min. 0--8) L = 82/0--0 (min. 0--8) M = 50/0--0 (min. 0--8) J = 82/0--0 (min. 0--8) I = 50/0--0 (min. 0--8) N = -3(L 7) N = -23(L 7) H = -2(L 6) L = -54(L 2) M = -65(L 6) J = -54(L 3) I = -63(L 7) N = 5(L 4) H = 5(L 4) K = 80(L 4) L = 236(L 22) M = 76(L 4) J = 236(L 23) I = 76(L 4) FORES (lb) - Maximum ompression/maximum Tension -N = -4/20 - = -25/29 -O = -29/34 -O = -0/38 -D = -42/57 SI T 0. 4 W D-E = -42/56 E-P = -0/36 F-P = -29/33 F-G = -24/28 G-H = -4/9 M-N = -4/6 L-M = -4/6 K-L = -4/6 J-K = -4/6 I-J = -4/6 H-I = -4/6 D-K = -40/2 -L = -95/76 -M = -4/72 E-J = -95/76 F-I = -4/72 in (loc) H NOTES (3-6) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 4) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 5) Unbalanced snow loads have been considered for this 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 oc. 9) This truss has been designed for a psf bottom FOR PPROVL ONLY PLTES 220/95 Weight: 45 lb FT = 20% 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint N, 2 lb uplift at joint H, 54 lb uplift at joint L, 65 lb uplift at joint M, 54 lb uplift at joint J and 63 lb uplift at joint I. ) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 2) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 4) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 5) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 6) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

54 24454R_ R36 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44: 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-nmklHiuxPTx4KF?okiJy_8?WjLE9?J940Fr_yXXPo x5 Scale = : x2 H I T W J T 5x2 H D E W2 W2-9-5 G FOR PPROVL ONLY 5x6 H.5x4 5x6 F Plate Offsets (X,Y): [:0-3-,Edge], [D:0-3-,0-0-0], [F:Edge,0-3-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) H = 583/0-3-8 (min. 0--8) F = 583/0-3-8 (min. 0--8) H = -45(L 3) H = -284(L 2) F = -284(L 3) H = 693(L 4) F = 693(L 4) FORES (lb) - Maximum ompression/maximum Tension - = 0/89 -I = -422/287 -I = -326/30 -J = -326/30 D-J = -422/287 D-E = 0/89 -H = -572/336 D-F = -572/336 G-H = -22/30 F-G = -22/30 -G = -65/4 NOTES (-4) ) Unbalanced roof live loads have been considered for this SI T W 4 Wind(LL) in (loc) -0.5 G G F 0.23 G 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 6) ll plates are plates unless otherwise indicated. 7) This truss has been designed for a psf bottom 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint H and 284 lb uplift at joint F. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss >855 >40 > PLTES H 220/95 65/46 Weight: 44 lb FT = 20% ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

55 24454R_ R37 way Manufacturing Inc., Houston, TX Type ommon Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44:2 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-FzI7V2vZm3xyOZ?IQqGVhNIvpzcKSOkmoOQyXXPn x4 Scale = : H G x2 H T W T 5x2 H -9-5 W2 W2-9-5 E 5x7 F.5x4 5x7 D Plate Offsets (X,Y): [:0-3-,0-0-0], [D:0-3-8,Edge] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 4 Wind(LL) in (loc) E E D E >660 >36 > PLTES H 220/95 65/46 Weight: 38 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 452/0-3-8 (min. 0--8) D = 452/0-3-8 (min. 0--8) F = 3(L 6) F = -9(L 2) D = -9(L 3) F = 53(L 4) D = 53(L 4) FORES (lb) - Maximum ompression/maximum Tension -G = -45/280 -G = -366/294 -H = -366/294 -H = -45/280 -F = -386/9 -D = -386/9 E-F = -230/347 D-E = -230/347 -E = -34/8 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) ll plates are plates unless otherwise indicated. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint F and 9 lb uplift at joint D. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

56 24454R_ R38 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44:2 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-FzI7V2vZm3xyOZ?IQqGVhXHv8RzcvSOkmoOQyXXPn Scale = :0.2 2x D T -4-2 W x3 2x3 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or 3-- oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 25/3-- (min. 0--8) = 25/3-- (min. 0--8) = 4(L 2) = -24(L 2) = -38(L 2) = 48(L 22) = 50(L 22) FORES (lb) - Maximum ompression/maximum Tension -D = -36/2 -D = -9/3 - = -20/52 - = 0/0 NOTES (-4) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at oc. 7) This truss has been designed for a psf bottom 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint and 38 lb uplift at joint. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "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, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

57 24454R_ R39 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44:2 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-FzI7V2vZm3xyOZ?IQqGVhP?v4JzcvSOkmoOQyXXPn Scale = :7.6.5x E T W D.5x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 Wind(LL) in (loc) -D -D -D >956 >382 > PLTES 220/95 Weight: 23 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) D = 242/Mechanical = 47/0-3-8 (min. 0--8) = 20(L 2) D = -24(L 2) = -25(L 2) D = 335(L 23) = 52(L 23) FORES (lb) - Maximum ompression/maximum Tension - = 0/80 -E = -97/9 -E = -42/69 -D = -273/02 -D = 0/0 NOTES (0-3) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ; porch left and right exposed;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 2.0 psf or 2.00 times flat roof load of 3 psf on overhangs non-concurrent 5) This truss has been designed for a psf bottom 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint D and 25 lb uplift at joint. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

58 24454R_ R40 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:44:3 204 Page ID:lQXRNzpjPFzvgk8GDV4lyj372-j9rViOvx4oaY8r7LV2PDgaJU7i28ccOVMwtyXXPm.5x4 Scale: 3/4"=' D x4 H 2-3- T ST W x4 G F E.5x4 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 36/6-0-0 (min. 0--8) F = 33/6-0-0 (min. 0--8) G = 343/6-0-0 (min. 0--8) = 82(L 2) = -4(L 2) F = -8(L 2) G = -02(L 2) = 6(L 4) F = 53(L 22) G = 428(L 22) FORES (lb) - Maximum ompression/maximum Tension -H = -67/32 -H = -57/62 - = -47/8 -D = -7/0 -F = -45/2 -G = 0/0 F-G = 0/0 E-F = 0/0 -G = -347/42 SI T W 7 NOTES (-4) in (loc) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable studs spaced at oc. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint, 8 lb uplift at joint F and 02 lb uplift at joint G. 8) 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY n/r n/r PLTES 220/95 Weight: 22 lb FT = 20% ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

59 24454R_ R4 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:44:3 204 Page ID:lQXRNzpjPFzvgk8GDV4lyj372-j9rViOvx4oaY8r7LV2PDh0JUZi2yccOVMwtyXXPm Scale = :8.9 F x4 T W E.5x4 D LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 8 Wind(LL) in (loc) D-E D-E D-E 360 PLTES 220/95 Weight: 20 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 23/Mechanical D = 37/Mechanical E = 49/0-5-8 (min. 0--8) E = 0(L 2) = -76(L 6) E = -26(L 2) = 83(L 22) D = 76(L 7) E = 50(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -03/78 -F = -77/8 -F = -3/44 -E = -52/0 D-E = 0/0 -E = -46/66 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint and 26 lb uplift at joint E. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

60 24454R_2 R42 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:46: Page ID:lQXRNzpjPFzvgk8GDV4lyj372-ao6S38O6FkazQzYQ09vW?rcVnpfi0EnLwdpu0yXjh x6 D Scale = :23.7 H x4 T W 0--0 W F G.5x4 2x6 E Plate Offsets (X,Y): [:0-3-6,0-0-9] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W Wind(LL) in (loc) F-G F-G F F-G > PLTES 220/95 Weight: 30 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) F = 269/Mechanical G = 485/0-5-8 (min. 0--8) G = 28(L 2) F = -95(L 6) G = -35(L 2) F = 377(L 22) G = 595(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -9/23 -H = -92/0 -H = -98/0 -D = -7/0 -F = -298/3 -G = -3/3 F-G = -36/93 E-F = 0/0 -G = -532/223 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for a psf bottom 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint F and 35 lb uplift at joint G. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

61 24454R_2 R43 way Manufacturing Inc., Houston, TX Type Monopitch Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:46: Page ID:m?eTHTQoa8r96nHM745?yvVr6-WDUqPMmMqhgGip7ax_4Ghym0SrxR3pE6wyvyXjh x4 D.5x4 E.5x4 F G Scale = : x4.5x4 T ST ST2 W 0--0 W3 W x4 L K J I H.5x4.5x4.5x4.5x4.5x4 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) G = -0/7-0-0 (min. 0--8) H = 87/7-0-0 (min. 0--8) I = 69/7-0-0 (min. 0--8) J = 94/7-0-0 (min. 0--8) L = 45/7-0-0 (min. 0--8) K = -06/7-0-0 (min. 0--8) L = 29(L 2) G = -5(L 22) H = -32(L 2) I = -53(L 6) J = -50(L 2) L = -33(L 2) K = -57(L 27) G = 5(L 2) H = 25(L 22) I = 243(L 22) J = 249(L 22) L = 490(L 22) FORES (lb) - Maximum ompression/maximum Tension - = -24/77 - = -04/36 -D = -75/44 D-E = -46/32 E-F = -33/23 F-G = -2/2 F-H = -/39 -L = -6/29 SI T W K-L = 0/0 J-K = 0/0 I-J = 0/0 H-I = 0/0 E-I = -204/72 D-J = -95/73 -L = -288/88 -K = -23/83 in (loc) G NOTES (-4) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Industry Gable End Details as applicable, or consult qualified building designer as per NSI/TPI. 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable studs spaced at oc. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint G, 32 lb uplift at joint H, 53 lb uplift at joint I, 50 lb uplift at joint J, 33 lb uplift at joint L and 57 lb uplift at joint K. 8) 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 36 lb FT = 20% ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

62 24454R_2 R44 way Manufacturing Inc., Houston, TX Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:47: Page ID:m?eTHTQoa8r96nHM745?yvVr6-a0U2eZ2bV9Mqhbb095VnWWc?GMdxVjW5n8g6gyXXN x5 D T3 V 5x5 Scale = :78.4 E T4 W F X 3x6 G x5 R T Q 3x5 6x6 W2 Y T2 S T W0 Z 5x6 W9 P 5x8 W6 O U 5x2 H W W5 N W2 2 W W3 W4 M 3x8 L 4x6 K W7 3 T5 3x6 H W8 2x6 I W J 3x Plate Offsets (X,Y): [:0-0-0,0--3], [P:0-3-8,0-2-8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 Rep Stress Incr NO ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T3: 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud *Except* W0: 2x4 DF No.2 RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -N, D-M, F-M, F-K, H-J RETIONS (lb/size) Q = 463/0-5-8 (min ) J = 456/Mechanical Q = 265(L 9) Q = -427(L 2) J = -252(L 3) Q = 286(L 44) J = 74(L 4) FORES (lb) - Maximum ompression/maximum Tension -R = 0/355 -R = 0/478 -S = -380/662 S-T = -380/662 -T = -380/662 -U = -3245/438 D-U = -2834/457 D-V = -2065/334 E-V = -797/365 E-W = -749/387 F-W = -842/362 ontinued on page 2 SI T W 0.64 Wind(LL) in (loc) N-P K-M 0.3 J 0. N-P F-X = -869/379 G-X = -893/377 G-H = -25/363 H-I = -37/59 I-J = -63/64 -Q = -299/5 Q-Y = -428/237 Y-Z = -428/237 P-Z = -428/237 O-P = -789/389 N-O = -789/389 M-N = -424/2644 L-M = -97/704 K-L = -97/704 J-K = -224/65 -Q = -2538/439 -P = -407/306 -P = -529/25 -N = -330/389 D-N = -69/604 D-M = -508/376 E-M = -236/39 F-M = -60/263 F-K = -89/8 H-K = -9/286 H-J = -296/298 NOTES (4-7) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) ll plates are plates unless otherwise indicated. 7) This truss has been designed for a psf bottom FOR PPROVL ONLY > PLTES H 220/95 65/46 Weight: 200 lb FT = 20% 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint Q and 252 lb uplift at joint J. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb up at 3-0-8, and 7 lb up at 5--4 on top chord, and 02 lb up at 3-0-8, and 54 lb up at 5--4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) In the LOD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (). October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

63 24454R_2 R44 way Manufacturing Inc., Houston, TX Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:47: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-a0U2eZ2bV9Mqhbb095VnWWc?GMdxVjW5n8g6gyXXN0 NOTES (4-7) 4) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 5) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 6) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-lb) non-concurrent with other live loads. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. FOR PPROVL ONLY LOD SE(S) Snow: Lumber Increase=.5, Plate Increase=.5 ) Uniform Loads (plf) Vert: -=-65, -=-65, -E=-65, E-I=-65, -J=-20 oncentrated Loads (lb) Vert: =55(F) T=55(F) Y=6(F) Z=3(F) WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

64 24454R_2 R45 way Manufacturing Inc., Houston, TX Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:48: Page ID:m?eTHTQoa8r96nHM745?yvVr6-X0mMT7Iq?6T3aY?FxNOSpPEtxJU8q?yKleyXXLO T 3x5 D U T3 5x5 Scale = :77. E V T4 FW 3x6 G x8 Q 4x5 R W2 T 6x6 T2 S W0 5x W8 P 5x6 W6 O 4x7 W5 N 3x5 W2 W W3 W4 2 M 3x8 L 3x6 K 2 W7 T5 3x6 H W9 2x6 I W J 3x Plate Offsets (X,Y): [:Edge,0--2], [:0-3-8,0-2-4] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -Q, D-M, F-M, F-K, H-J RETIONS (lb/size) Q = 648/0-5-8 (min ) J = 474/Mechanical Q = 265(L 3) Q = -37(L 6) J = -239(L 7) Q = 235(L 50) J = 734(L 4) FORES (lb) - Maximum ompression/maximum Tension -R = -29/255 -R = -04/434 -S = -3346/484 -S = -3346/484 -T = -2990/398 D-T = -264/45 D-U = -2009/320 E-U = -780/347 E-V = -736/37 F-V = -828/347 F-W = -898/362 G-W = -923/360 G-H = -243/346 H-I = -40/60 I-J = -66/66 ontinued on page 2 SI T W 0.92 Wind(LL) in (loc) -0.9 N-P K-M 0.2 J N-P -R = -29/255 -R = -04/434 -S = -3346/484 -S = -3346/484 -T = -2990/398 D-T = -264/45 D-U = -2009/320 E-U = -780/347 E-V = -736/37 F-V = -828/347 F-W = -898/362 G-W = -923/360 G-H = -243/346 H-I = -40/60 I-J = -66/66 -Q = -28/56 P-Q = -45/86 O-P = -560/3395 N-O = -560/3395 M-N = -354/2435 L-M = -85/732 K-L = -85/732 J-K = -2/675 -Q = -28/448 -P = -83/989 -P = -207/203 -N = -39/246 D-N = -90/7 D-M = -395/336 E-M = -237/354 F-M = -609/265 F-K = -92/77 H-K = -5/287 H-J = -2223/279 NOTES (-4) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. FOR PPROVL ONLY > PLTES 220/95 Weight: 205 lb FT = 20% 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint Q and 239 lb uplift at joint J. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "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, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

65 24454R_2 R45 way Manufacturing Inc., Houston, TX LOD SE(S) Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:48: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-X0mMT7Iq?6T3aY?FxNOSpPEtxJU8q?yKleyXXLO FOR PPROVL ONLY WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

66 24454R_2 R46 way Manufacturing Inc., Houston, TX Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:49: Page ID:m?eTHTQoa8r96nHM745?yvVr6-3eoGzEvDTmz9GNcRGuQ?uzpL_l6lVkRqVlyXXKc x x4 W Q 3x W9 T R 6x6 T2 W7 5x D S W5 P 4x9 W3 O 3x6 3x7 T U E T3 5x5 Scale = :79.6 F T4 W2 W W2 W4 2 N 3x8 M 3x6 V G 3x6 W H 3 L W6 3x6 I T5 W8 2x6 J W0 K 3x Plate Offsets (X,Y): [:0-0-0,0-0-7], [D:0-3-8,0-2-0] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -Q, E-N, G-N, G-L, I-K RETIONS (lb/size) Q = 652/0-5-8 (min ) K = 470/0-5-8 (min. 0--4) Q = 265(L 3) Q = -37(L 6) K = -239(L 7) Q = 2380(L 50) K = 730(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -235/0 -R = -46/30 -R = -27/42 -S = -2885/437 D-S = -2883/437 D-E = -3360/553 E-T = -938/32 T-U = -887/325 F-U = -733/345 F-V = -689/368 G-V = -808/344 G-W = -89/364 H-W = -95/36 H-I = -235/348 I-J = -45/6 J-K = -70/67 -Q = 0/22 P-Q = -399/953 O-P = -334/2250 N-O = -334/2250 M-N = -84/726 L-M = -84/726 K-L = -2/672 -Q = -223/288 FOR PPROVL ONLY SI T W Wind(LL) in (loc) -0.8 P-Q P-Q 0. K N-P -P = -04/374 D-P = -882/372 E-P = -236/203 E-N = -259/332 F-N = -238/32 G-N = -606/266 G-L = -90/68 I-L = -6/278 I-K = -222/278 -Q = -789/269 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint Q and 239 lb uplift at joint K. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. > PLTES 220/95 Weight: 205 lb FT = 20% 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

67 24454R_2 way Manufacturing Inc., R Houston, TX Type Special Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:46:5 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-2GFrIcP?GrPakwu3xDkkeMZ_SsrwzfQUk_mWzyXjgo FOR PPROVL ONLY x5 R 4x x7 W T W0 S 5x5 T D W9 W6 W4 Q 3x x6 E T T3 2 U W 5x6 F W W2 G W T4 P O N M L K 4x6.5x x V 3x5 3x W5 H W7 3x6 I 4x W8 4x4 J 5x Scale = : Plate Offsets (X,Y): [:0-0-2,0--2], [D:0-3-0,0-2-4], [J:0-0-0,0--3] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied. Rigid ceiling directly applied or oc bracing, Except: oc bracing: -R,J-K. Row at midpt G-L, I-K RETIONS (lb/size) R = 648/0-5-8 (min ) K = 646/0-5-8 (min. 0-2-) R = -269(L 2) R = -38(L 6) K = -28(L 7) R = 2399(L 50) K = 936(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -29/443 -S = -2462/363 -S = -22/375 -D = -948/37 D-E = -2366/379 E-T = -2378/423 T-U = -258/436 F-U = -2067/449 F-V = -865/40 G-V = -985/386 G-W = -872/376 H-W = -998/374 H-I = -223/347 I-J = -03/269 -R = -22/39 SI T W 0.87 Wind(LL) in (loc) -0.3 O-Q O-Q K 8 O-Q Q-R = -383/702 P-Q = -369/243 O-P = -369/243 N-O = -4/452 M-N = -5/733 L-M = -5/733 K-L = -74/654 J-K = -26/29 -Q = -34/446 -Q = -5/680 D-Q = -843/55 D-O = -788/72 E-O = -643/22 F-O = -278/332 F-N = -222/723 G-N = -586/282 G-L = -30/2 I-L = -4/269 -R = -2883/47 I-K = -244/389 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint R and 28 lb uplift at joint K. 360 PLTES 220/95 Weight: 223 lb FT = 20% 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

68 24454R_2 R48 way Manufacturing Inc., Houston, TX Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:49: Page ID:m?eTHTQoa8r96nHM745?yvVr6-7Xw6M5bh4frTZ0VZ5PW90VRO7M2uwOyZa6XNyXXKN FOR PPROVL ONLY x5 R W2 T 0--2 W0 T2 D 0--2 W8 W5 W4 Q P O 4x x9 S 5x6 3x6 5x7 T N 5x8 2 T3 W 5x6 E W2 Scale = :78.4 U T4 F 3x6 W3 W6 3 M L K 3x6 3x5 G W7 4x5 H T5 W9 3x5 I W J 3x Plate Offsets (X,Y): [:Edge,0-0-4], [D:0-3-8,0-2-4] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T3: 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -Q, D-N, F-L, H-J RETIONS (lb/size) Q = 659/0-5-8 (min ) J = 463/0-5-8 (min. 0--3) Q = 265(L 3) Q = -39(L 6) J = -238(L 7) Q = 2438(L 50) J = 72(L 4) FORES (lb) - Maximum ompression/maximum Tension -R = -36/335 -R = -08/558 -S = -2362/379 -S = -2062/392 -D = -202/393 D-T = -2589/53 E-T = -5/537 E-U = -702/373 F-U = -857/358 F-G = -939/350 G-H = -29/327 H-I = -235/84 I-J = -257/0 ontinued on page 2 SI T W 0.87 Wind(LL) in (loc) -0.3 N-P L-N J 8 N -R = -36/335 -R = -08/558 -S = -2362/379 -S = -2062/392 -D = -202/393 D-T = -2589/53 E-T = -5/537 E-U = -702/373 F-U = -857/358 F-G = -939/350 G-H = -29/327 H-I = -235/84 I-J = -257/0 -Q = -285/55 P-Q = -48/849 O-P = -307/804 N-O = -307/804 M-N = -42/43 L-M = -42/43 K-L = -74/727 J-K = -207/706 -Q = -30/465 -P = -63/272 -P = -58/84 -N = -06/673 D-N = -660/43 E-N = -368/468 E-L = -56/642 F-L = -592/246 F-K = -38/84 H-K = -8/26 H-J = -22/26 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 360 PLTES 220/95 Weight: 26 lb FT = 20% 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint Q and 238 lb uplift at joint J. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

69 24454R_2 R48 way Manufacturing Inc., Houston, TX LOD SE(S) Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:49: Page 2 ID:m?eTHTQoa8r96nHM745?yvVr6-7Xw6M5bh4frTZ0VZ5PW90VRO7M2uwOyZa6XNyXXKN FOR PPROVL ONLY WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

70 24454R_2 R49 way Manufacturing Inc., Houston, TX Type Special Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:50:0 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-mrwTdSE7tm98vPxoGcFD0hWcqDFSrPp9iRUlygyXXK FOR PPROVL ONLY x7 W0 W8 T 3x5 3x7 W N W2 T2 4x6 Scale = :7.0 O D 5x5 4x6 T3 E W M L K J I 4x6 7x8 3x8 3x5 W T4 P W4 F W5 Q W6 T x5 G W9.5x4 H W Plate Offsets (X,Y): [:0-4-2,0-2-0], [E:0-2-8,0-2-4] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T2,T: 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or 3--2 oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -K, E-K, E-J, G-I RETIONS (lb/size) M = 298/Mechanical I = 298/Mechanical M = 225(L 3) M = -26(L 6) I = -229(L 7) M = 527(L 4) I = 73(L 50) FORES (lb) - Maximum ompression/maximum Tension - = -980/28 - = -54/260 -N = -390/272 N-O = -337/293 D-O = -29/295 D-E = -387/33 E-P = -087/275 F-P = -087/275 F-Q = -223/264 G-Q = -428/253 G-H = -74/27 -M = -456/247 H-I = -9/3 L-M = -26/35 K-L = -36/597 J-K = -6/37 I-J = -9/837 -L = -05/72 -K = -625/272 D-K = -92/ SI T W 0.49 Wind(LL) in (loc) - I-J I-J 5 I 4 K-L E-K = -63/23 E-J = -539/44 F-J = -34/302 G-J = -44/525 -L = -2/454 G-I = -745/264 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) I to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint M and 229 lb uplift at joint I. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss PLTES 220/95 Weight: 93 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

71 24454R_2 R50 way Manufacturing Inc., Houston, TX Type Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:50:8 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-XNPUJK8_D0seYLkHO5KNr_eSzdjz?KYgQEDyXXK x5 3x6 P D 0--2 T2 4x7 Scale = :70.4 5x6 E Q T3 W4 W2 W F W x6 G T4 W7 R 3x5 H x6 O W N 3x7 W9 W8 M W6 L K 3x6 J W5 W0 I 3x x8 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T3: 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-L, F-J, -N, G-I RETIONS (lb/size) N = 298/Mechanical I = 298/Mechanical N = 209(L 3) N = -20(L 6) I = -80(L 7) N = 206(L 46) I = 2035(L 46) FORES (lb) - Maximum ompression/maximum Tension -O = -297/63 -O = -75/82 - = -2448/286 -P = -2286/295 D-P = -249/308 D-E = -922/309 E-Q = -508/299 F-Q = -508/299 F-G = -725/283 G-R = -69/56 H-R = -8/59 -N = -33/99 H-I = -298/9 M-N = -379/2029 L-M = -275/920 K-L = -96/35 J-K = -96/35 I-J = -22/266 -M = -23/66 D-M = -49/245 D-L = -740/ SI T W 0.74 Wind(LL) in (loc) - J-L J-L 8 I 4 L-M E-L = -42/47 F-L = -09/423 F-J = -84/89 G-J = -75/390 -N = -250/228 G-I = -2074/204 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) N, I to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint N and 80 lb uplift at joint I. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 92 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

72 24454R_2 R5 way Manufacturing Inc., Houston, TX Type Hip Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:50: Page ID:m?eTHTQoa8r96nHM745?yvVr6-n6SuGRos_IkRk3mg3HjSX4EKz3fda592yXXJw FOR PPROVL ONLY x6 W N 4x6 O W9 3x7 4x6 W8 M P W6 D T Q 4x6 E W4 W2 L 3x6 K 3x8 T3 W 5x6 F W3 J 0--2 W5 R Scale = :76.9 4x5 G S T4 W7 3x6 H W0 I 3x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt D-K, F-K, F-J, -N, G-I RETIONS (lb/size) N = 298/Mechanical I = 298/Mechanical N = (L 3) N = -22(L 6) I = -95(L 7) N = 226(L 46) I = 2249(L 46) FORES (lb) - Maximum ompression/maximum Tension -O = -29/96 -O = -79/2 - = -2690/326 -P = -2657/329 D-P = -2340/355 D-Q = -976/282 E-Q = -782/304 E-F = -539/297 F-R = -755/305 G-R = -993/278 G-S = -64/77 H-S = -232/7 -N = -32/25 H-I = -367/0 M-N = -402/2245 L-M = -276/2008 K-L = -276/2008 J-K = -0/478 I-J = -26/520 -M = -29/20 D-M = -97/402 D-K = -887/273 E-K = -08/59 F-K = -28/425 SI T W Wind(LL) in (loc) -0.6 I-J -0.4 I-J 9 I 4 K-M F-J = -24/234 G-J = -76/237 -N = -279/20 G-I = -239/98 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) N, I to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint N and 95 lb uplift at joint I. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. > PLTES 220/95 Weight: 203 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

73 24454R_2 R52 way Manufacturing Inc., Houston, TX Type Hip Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:50: Page ID:m?eTHTQoa8r96nHM745?yvVr6-0rVI5LYRllRS0Pwon3jJ3b0Ui68x5b_hUn7syXXJn FOR PPROVL ONLY x5 W M 3x7 N W9 4x6 T 3x7 W8 L O W6 D T x6 P E W4 W2 K 6x6 T3 W 5x6 F W3 Q J 0--2 W5 Scale = :69.8 3x6 G T4 R W7 2x6 H W0 I 4x Plate Offsets (X,Y): [K:0-6-4,0-3-0] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 9--3 oc bracing. Row at midpt D-K, F-K, F-J, -M, G-I RETIONS (lb/size) M = 298/Mechanical I = 298/Mechanical M = 224(L 3) M = -26(L 6) I = -87(L 7) M = 209(L 46) I = 239(L 46) FORES (lb) - Maximum ompression/maximum Tension -N = -235/68 -N = -3/82 - = -2588/35 -O = -2397/39 D-O = -2234/333 D-P = -94/285 E-P = -684/306 E-F = -59/294 F-Q = -597/292 G-Q = -853/279 G-R = -40/70 H-R = -67/52 -M = -260/95 H-I = -274/83 L-M = -396/226 K-L = -279/962 J-K = -02/395 I-J = -24/354 -L = -40/73 D-L = -70/30 D-K = -824/260 E-K = -76/548 F-K = -06/ SI T W 0.79 Wind(LL) in (loc) -0. K-L K-L 9 I 4 K-L F-J = -47/76 G-J = -62/326 -M = -2670/228 G-I = -2228/2 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) M, I to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint M and 87 lb uplift at joint I. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss PLTES 220/95 Weight: 95 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

74 24454R_2 way Manufacturing Inc., R53 Houston, TX Type Hip Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:47:3 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-PVWaSptqdID6c6MZdvdHGHPKMy4_rfY9JxHiyXjgS x7 5x6 D O E T Scale = : N 3x5 T W3 W2 W W W2 T3 3x5 F W5.5x4 P G x7 W9 W7 W6 M L K 4x4 3x8 3x8 J 3x6 I 3x8 W4 W8 H 4x Plate Offsets (X,Y): [L:0-3-8,0--8] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 *Except* T: 2x4 DF 200F.8E 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -K, D-K, D-I, F-H RETIONS (lb/size) M = 298/Mechanical H = 298/Mechanical M = 93(L 3) M = -204(L 6) H = -70(L 7) M = 2030(L 46) H = 92(L 46) FORES (lb) - Maximum ompression/maximum Tension -N = -2554/266 -N = -2090/269 - = -978/304 -D = -489/300 D-O = -248/265 E-O = -247/265 E-F = -674/260 F-P = -8/55 G-P = -43/25 -M = -959/233 G-H = -48/3 L-M = -23/323 K-L = -332/203 J-K = -40/393 I-J = -40/393 H-I = -6/937 -L = -248/97 -K = -703/229 -K = -35/ SI T W Wind(LL) in (loc) -0.4 H-I H-I 6 H 4 K-L D-K = -96/30 D-I = -546/87 E-I = -2/297 F-I = -83/603 -L = -36/852 F-H = -208/27 NOTES (2-5) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) M, H to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint M and 70 lb uplift at joint H. 0) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. ) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 90 lb FT = 20% 2) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 3) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 4) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 5) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

75 24454R_2 way Manufacturing Inc., R Houston, TX Type HIP TRUSS Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:47:7 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-HGm4IwitG7jijwubPhrn7Q_axjK0lpFTnH8QTyXjgO x6.5x4 O D P E T2 5x Scale = :56.6 4x4 T W2 W3 T3 3x6 F.5x4 G x7 W8 M 3x7 W5 N W4 L W3 K 3x6 W J 4x8 W2 I 4x4 W4 W6 W7 H 4x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. Row at midpt -J, D-J, E-I, -M RETIONS (lb/size) M = 298/Mechanical H = 298/Mechanical M = 7(L 6) M = -88(L 6) H = -50(L 7) M = 86(L 46) H = 700(L 46) FORES (lb) - Maximum ompression/maximum Tension -N = -380/76 -N = -60/92 - = -2000/37 -O = -829/38 D-O = -834/38 D-P = -834/38 E-P = -829/38 E-F = -30/224 F-G = -33/75 -M = -436/ G-H = -6/6 L-M = -323/790 K-L = -23/543 J-K = -23/543 I-J = -26/229 H-I = -80/559 -L = -40/224 -L = -80/53 -J = -64/470 D-J = -995/225 E-J = -78/985 E-I = -636/58 F-I = -0/970 SI T W Wind(LL) in (loc) -0.6 L-M L-M 7 H 4 J-L -M = -2088/242 F-H = -907/28 NOTES (-4) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 4) Unbalanced snow loads have been considered for this 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a psf bottom 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint M and 50 lb uplift at joint H. 9) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 0) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY > PLTES 220/95 Weight: 83 lb FT = 20% ) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 2) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 3) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 4) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

76 24454R_2 V0 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:50: Page ID:m?eTHTQoa8r96nHM745?yvVr6-7Lnpoibhl4c4PQI2ISN5wdP_xfEU9ug?QJpwyXXJa 2x3 Scale = : T W x3 2x3 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: 9 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 98/3-0-0 (min. 0--8) = 98/3-0-0 (min. 0--8) = 55(L 6) = -8(L 6) = -40(L 6) = 6(L 4) = 6(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -47/44 - = -99/52 - = 0/0 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 3) Unbalanced snow loads have been considered for this 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint and 40 lb uplift at joint. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

77 24454R_2 V02 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:50: Page ID:m?eTHTQoa8r96nHM745?yvVr6-rGN_wDqsKqLHxDeOdjV2?z0qqhgN_ZrrLyXXJQ 2x3 Scale = : D 2--0 T W x3 2x3 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: 7 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 83/5-0-0 (min. 0--8) = 83/5-0-0 (min. 0--8) = 03(L 6) = -5(L 6) = -75(L 6) = 27(L 22) = 226(L 22) FORES (lb) - Maximum ompression/maximum Tension -D = -88/5 -D = -55/82 - = -84/96 - = 0/0 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t=. 3) Unbalanced snow loads have been considered for this 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint and 75 lb uplift at joint. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

78 24454R_2 V08 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:5:8 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-nwvj3nsfkV3s8tFuTmKKIeYQnHc9L0yLLkyXXJ Scale = : E F T ST T x4.5x4 D 2x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 5 in 0 (loc) PLTES 220/95 Weight: 25 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 60/8-2-2 (min. 0--8) = 60/8-2-2 (min. 0--8) D = 289/8-2-2 (min. 0--8) = 55(L 3) = -45(L 6) = -53(L 7) D = -6(L 6) = 9(L 4) = 9(L 4) D = 335(L 4) FORES (lb) - Maximum ompression/maximum Tension -E = -02/44 -E = -34/5 -F = -34/37 -F = -99/29 -D = -/42 -D = -/42 -D = -245/64 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint, 53 lb uplift at joint and 6 lb uplift at joint D. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

79 24454R_2 V09 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:5: Page ID:m?eTHTQoa8r96nHM745?yvVr6-4GypN68pcVPxD9s5pYV6b?SxFwR6yc9D5qyXXJ x3 Scale = : T T x3 2x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 35/4-2-2 (min. 0--8) = 35/4-2-2 (min. 0--8) = -24(L 4) = -24(L 6) = -24(L 7) = 58(L 4) = 58(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -5/48 - = -5/48 - = -23/08 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint and 24 lb uplift at joint. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

80 24454R_2 V0 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:47: Page ID:m?eTHTQoa8r96nHM745?yvVr6-6hfn728TK0SzGJRkcEDzt5DiZvK9elsLsldyXjg x5 Scale = : I J x4 T ST2 T.5x4 D ST ST E x4 H G F.5x4.5x4 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 LUMER 2x4 DF No.2 2x4 DF No.2 OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 92/4-5-2 (min. 0--8) E = 92/4-5-2 (min. 0--8) G = 286/4-5-2 (min. 0--8) H = 332/4-5-2 (min. 0--8) F = 332/4-5-2 (min. 0--8) = -02(L 2) = -6(L 7) E = -3(L 6) H = -44(L 6) F = -44(L 7) = 3(L 26) E = 09(L 4) G = 333(L 4) H = 49(L 22) F = 49(L 23) FORES (lb) - Maximum ompression/maximum Tension - = -/79 -I = -37/84 -I = -83/96 -J = -83/77 D-J = -37/65 D-E = -83/45 -H = -25/64 G-H = -25/64 F-G = -25/64 E-F = -25/64 -G = -25/32 -H = -343/77 D-F = -343/77 SI T 0.22 W 8 NOTES (0-3) in (loc) E ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint, 3 lb uplift at joint E, 44 lb uplift at joint H and 44 lb uplift at joint F. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FOR PPROVL ONLY PLTES 220/95 Weight: 49 lb FT = 20% 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

81 24454R_2 V way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:5: Page ID:m?eTHTQoa8r96nHM745?yvVr6-FN7_hsH4c?xDdWKIgoOVq4P7uey?PipUpJIzhyXXIr x7 Scale = : F E T ST T x5 D.5x4 3x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 7 in 0 (loc) PLTES 220/95 Weight: 32 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 85/0-4-5 (min. 0--8) = 85/0-4-5 (min. 0--8) D = 423/0-4-5 (min. 0--8) = -7(L 2) = -45(L 6) = -55(L 7) D = -49(L 6) = 225(L 22) = 225(L 23) D = 495(L 4) FORES (lb) - Maximum ompression/maximum Tension -E = -48/55 -E = -47/68 -F = -47/53 -F = -48/37 -D = -3/56 -D = -3/56 -D = -326/76 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint, 55 lb uplift at joint and 49 lb uplift at joint D. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

82 24454R_2 V2 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:5: Page ID:m?eTHTQoa8r96nHM745?yvVr6-Yk2d9GMTzLtyZiYgDeQHIsezj_w8aZr5PWjnyXXIk x4 Scale = :5.0 E D -0-8 T T x4 2x Plate Offsets (X,Y): [:0-2-0,Edge] LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: 7 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 227/6-4-5 (min. 0--8) = 227/6-4-5 (min. 0--8) = 4(L 3) = -40(L 6) = -40(L 7) = 267(L 4) = 267(L 4) FORES (lb) - Maximum ompression/maximum Tension -D = -255/73 -D = -78/79 -E = -78/79 -E = -255/73 - = -39/83 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint and 40 lb uplift at joint. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

83 24454R_2 V3 way Manufacturing Inc., Houston, TX Type GLE Qty Ply Parkridge Townhomes mej I s Sep MiTek Industries, Inc. Wed Oct 0 6:47: Page ID:m?eTHTQoa8r96nHM745?yvVr6-TfSgmFGHsfl33GEHPw0btWEHDaaxNv73dPryXjfy x7 Scale = : E F T ST T x4.5x4 D 4x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0. in 0 (loc) PLTES 220/95 Weight: 40 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 23/2-8-8 (min. 0--8) = 23/2-8-8 (min. 0--8) D = 527/2-8-8 (min. 0--8) = -89(L 2) = -56(L 6) = -69(L 7) D = -6(L 6) = 282(L 22) = 282(L 23) D = 66(L 4) FORES (lb) - Maximum ompression/maximum Tension -E = -84/68 -E = -59/85 -F = -59/58 -F = -84/44 -D = -6/70 -D = -6/70 -D = -406/95 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint, 69 lb uplift at joint and 6 lb uplift at joint D. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

84 24454R_2 V4 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:5:5 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-JGXeq?SU4oupWx9hJZvc_zLxnm0j0xeSb?KyXXIc E Scale = :9.2 F T ST T x4 D.5x4 2x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 5 in 0 (loc) PLTES 220/95 Weight: 26 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud OTHERS 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 70/8-7-0 (min. 0--8) = 70/8-7-0 (min. 0--8) D = 307/8-7-0 (min. 0--8) = -58(L 2) = -48(L 6) = -56(L 7) D = -7(L 6) = 203(L 4) = 203(L 4) D = 356(L 4) FORES (lb) - Maximum ompression/maximum Tension -E = -08/47 -E = -37/54 -F = -37/39 -F = -05/3 -D = -/44 -D = -/44 -D = -26/68 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint, 56 lb uplift at joint and 7 lb uplift at joint D. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

85 24454R_2 V5 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:5: Page ID:m?eTHTQoa8r96nHM745?yvVr6-4p0gVkYVFugUml9?inwgXP9WJupWnuO0HsyXXIU x3 Scale = : T T x3 2x LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: 2 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 54/4-7-0 (min. 0--8) = 54/4-7-0 (min. 0--8) = 28(L 5) = -27(L 6) = -27(L 7) = 8(L 4) = 8(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -73/55 - = -73/55 - = -27/24 NOTES (0-3) ) Unbalanced roof live loads have been considered for this 2) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 3) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 4) Unbalanced snow loads have been considered for this 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a psf bottom 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint and 27 lb uplift at joint. 8) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. ) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading 2) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 3) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

86 24454R_2 V6 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej s Sep MiTek Industries, Inc. Thu Oct 02 07:52: Page ID:m?eTHTQoa8r96nHM745?yvVr6-N9xJ_7euYPnhpEp53zKQi9JWy_u_FEOUauyyXXIN Scale = :7.8 2x D T W x3 2x3 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: 6 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.2 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 7/4-8-8 (min. 0--8) = 7/4-8-8 (min. 0--8) = 96(L 6) = -4(L 6) = -70(L 6) = 203(L 22) = 22(L 22) FORES (lb) - Maximum ompression/maximum Tension -D = -82/48 -D = -5/76 - = -72/90 - = 0/0 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint and 70 lb uplift at joint. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

87 24454R_2 V7 way Manufacturing Inc., Houston, TX Type Valley Qty Ply Parkridge Townhomes mej H s Sep MiTek Industries, Inc. Thu Oct 02 07:52:2 204 Page ID:m?eTHTQoa8r96nHM745?yvVr6-JIbEif8FXqY9GFPERqyQZblP?zRik6mQEcyXXIH 2x3 Scale = : T W x3 2x3 LODING (psf) TLL(roof) 2 Snow (Pf) 3 TDL LL DL SPING Plates Increase.5 Lumber Increase.5 ode IR202/TPI2007 SI T W 0 in 0 (loc) PLTES 220/95 Weight: 8 lb FT = 20% FOR PPROVL ONLY LUMER 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud 2x4 DF No.3 or 2x4 DF Stud RING Structural wood sheathing directly applied or oc purlins, except end verticals. Rigid ceiling directly applied or oc bracing. RETIONS (lb/size) = 86/2-8-8 (min. 0--8) = 86/2-8-8 (min. 0--8) = 48(L 6) = -7(L 6) = -35(L 6) = 0(L 4) = 0(L 4) FORES (lb) - Maximum ompression/maximum Tension - = -4/38 - = -86/45 - = 0/0 NOTES (9-2) ) Wind: SE 7-0; Vult=5mph (3-second gust) V(IR202)=9mph; TDL=5.0psf; DL=5.0psf; h=25ft; at. II; Exp ; enclosed; MWFRS (envelope) gable end zone and - Interior() zone; cantilever left and right exposed ;- for members and forces & MWFRS for reactions shown; Lumber DOL=.60 plate grip DOL=.60 2) TLL: SE 7-0; Pr=2 psf (roof live load: Lumber DOL=.5 Plate DOL=.5); Pf=3 psf (flat roof snow: Lumber DOL=.5 Plate DOL=.5); ategory II; Exp ; Partially Exp.; t= 3) Unbalanced snow loads have been considered for this 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a psf bottom 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint and 35 lb uplift at joint. 7) This truss is designed in accordance with the 202 International Residential ode sections R502.. and R and referenced standard NSI/TPI. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached way Notes, ppendices and T- sheet for more information. 0) NOTE: ll truss and component designs utilize requirements and the applicable edition of NSI/TPI. Where Southern Pine lumber is specified, Supplement No. 3 to the 2002 Grading ) NOTE: The design of this truss has accounted for the Section (International uilding ode (I)) and NFP 3, NFP 3R or NFP 3D code 2) NOTE: The seal on this drawing indicates LOD SE(S) October 2,204 WRNING - Verify design parameters and read notes on this Design Drawing (TDD) and the DrJ Reference Sheet (rev. 0-4) before use.unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. s a Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single depicted on the TDD only, under TPI. The design assumptions, loading conditions, suitability and use of this for any uilding is the responsibility of the Owner, the Owner's authorized agent or the uilding Designer, in the context of the IR, the I, the local building code and TPI. The approval of the TDD and any field use of the, including handling, storage, installation and bracing, shall be the responsibility of the uilding Designer and ontractor. ll notes set out in the TDD and the practices and guidelines of uilding omponent Safety Information (SI) published by TPI and S are referenced for general guidance. TPI defines the responsibilities and duties of the Designer, Design Engineer and Manufacturer, unless otherwise defined by a ontract agreed upon in writing by all parties involved. The Design Engineer is NOT the uilding Designer or System Engineer for any building. ll capitalized terms are as defined in TPI. opyright 204 DrJ Engineering, LL, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ.

88 0- * edge of truss. plates 0- / 6" from outside For 4 x 2 orientation, locate JOINTS RE GENERLLY NUMERED/LETTERED LOKWISE ROUND THE TRUSS STRTING T THE JOINT FRTHEST TO THE LEFT. HORDS ND RE IDENTIFIED Y END JOINT NUMERS/LETTERS. ONNETOR PLTE ODE PPROVLS O IO SI 96-3, 95-43, , 96-67, , 5243, 5363, , 9730, 9604, 95, 9432 W W-7 W2-7 W3-7 W Symbols Numbering System PLTE LOTION ND ORIENTTION 3 / 4 " * enter plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. pply plates to both sides of truss and securely seat dimensions shown in ft-in-sixteenths /6" -2 2 S * This symbol indicates the required direction of slots in connector plates. OTTOM HORDS * Plate location details available in MiTek 20/20 software or upon request. PLTE SIZE 4 x 4 LTERL RING The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. ERING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry s: NSI/TPI: National Design Specification for Metal Plate onnected Wood onstruction. DS-89: Design for racing. SI: uilding omponent Safety Information, Guide to Good Practice for Handling, Installing & racing of Metal Plate onnected Wood es. MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow ould ause Property Damage or Personal Injury. dditional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SI. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. ut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by NSI/TPI. 6. Design assumes trusses will be suitably protected from the environment in accord with NSI/TPI. 7. Unless otherwise noted, moisture content of lumber shall not exceed 9% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. amber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 0. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements.. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 2. Top chords must be sheathed or purlins provided at spacing shown on 3. ottom chords require lateral bracing at 0 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 4. onnections not shown are the responsibility of others. 5. Do not cut or alter truss member or plate without prior approval of a professional engineer. 6. Install and load vertically unless indicated otherwise MiTek

89 : : : : 7'-0" 2'-0" 30'-0" Overhang Extensions by Others 8'-2" 4'-6" PREUIÓN! LGUNOS DISEÑO NO SON SIMÉTRIOS NO INSTLE L VUELT FINL PR EL FINL, O HI JO ONSULTE EL DIUJO PR UN ORIENTIÓN ORRET. 76'-0" '-6 2 " 0'-" '-" 0'-" '-" 0'-" '-" 0'-" '-" 0'-" '-" 0'-" '-" 0'-" '-" 0'-5 2 " 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 6'-0" 6'-5 2" 5'-6 2" 9'-0" 7'-5 2" 5'-6 2" 9'-0" 7'-5 2" 5'-6 2" 9'-0" 7'-5 2" 5'-6 2" 9'-0" 7'-5 2" 5'-6 2" 9'-0" 7'-5 2" 5'-6 2" 9'-0" 7'-5 2" 5'-6 2" 9'-0" 7'-0" 22'-5 2 " 22'-0" 22'-0" 22'-0" 22'-0" 22'-0" 22'-0" 2'-6 2 " Lower Roof Upper Roof 2'-0" 2'-0" 4'-0" RH9 3'-5" 24" O.. SPING STRT 24" O.. SPING STRT 24" O.. SPING STRT 24" O.. SPING STRT 24" O.. SPING STRT 24" O.. SPING STRT 24" O.. SPING STRT 24" O.. SPING STRT 8 RH3 7 RH3 7 RH3 7 RH3 7 RH3 7 RH3 7 RH3 6 RH3 RH9 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 5 RH 4 RH 9 RH3 5 RH3 5 RH3 5 RH3 5 RH3 5 RH3 5 RH3 RH 3'-5" 5'-0" 2'-0" 2'-0" 30'-0" 6'-2" 6'-6" DRWN Y HEK Y PROJET ID ORDER # : SLE REVISIONS : :\MiTek73\jobs\24454\Design\Roof\Roof\24454 RF_LO_SU.dwg reate date : 09/25/4-0:3 Print Date : 0/03/4-9:53 (VER :.2) ISSUED FOR PPROVL ONLY

90 3'-5" 7'-0" SPING Lower Roof Upper Roof 9'-0" 5'-6 2 " 2'-0" 4'-0" 2'-0" 2'-0" SPING 7'-5 2 " 9'-0" 5'-6 2 " SPING 7'-5 2 " 7'-0" 32'-0" 6'-2" 6'-6" RH9 0'-5 2" 0'-0" 4 RH '-" 2'-0" 5 RH 5 RH3 5 RH 0'-" 0'-0" 6 RH3 7 RH3 7 RH3 '-" 2'-0" 5 RH 5 RH3 0'-" 0'-0" 5 RH : : : : PREUIÓN! LGUNOS DISEÑO NO SON SIMÉTRIOS NO INSTLE L VUELT FINL PR EL FINL, O HI JO ONSULTE EL DIUJO PR UN ORIENTIÓN ORRET. 9'-0" '-" 2'-0" 5 RH 5 RH3 5'-6 2 " 54'-0" 0'-" '-" 0'-" '-" 0'-" '-" 0'-" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 2'-0" 0'-0" 5 RH 5 RH 5 RH 5 RH 5 RH3 5 RH 5 RH 5 RH3 5 RH3 SPING SPING SPING 7 RH3 7 RH3 7 RH3 8 RH3 RH 7'-5 2 " 9'-0" 5'-6 2 " 7'-5 2 " 9'-0" 5'-6 2 " 7'-5 2 " 9'-0" 5'-6 2 " 6'-5 2 " 9 RH3 '-6 2" 2'-0" SPING RH9 6'-0" 7'-0" 2'-0" 3'-" 7'-" 4'-6" Overhang extensions by Others DRWN Y HEK Y PROJET ID ORDER # : SLE REVISIONS : :\MiTek73\jobs\24454\Design\Roof\Roof\24454 RF_LO_SU.dwg reate date : 09/02/4 - :36 Print Date : 09/29/4-8:03 (VER :.2) ISSUED FOR PPROVL ONLY

91 PREUIÓN! LGUNOS DISEÑO NO SON SIMÉTRIOS NO INSTLE L VUELT FINL PR EL FINL, O HI JO ONSULTE EL DIUJO PR UN ORIENTIÓN ORRET.

92

93 PREUIÓN! LGUNOS DISEÑO NO SON SIMÉTRIOS NO INSTLE L VUELT FINL PR EL FINL, O HI JO ONSULTE EL DIUJO PR UN ORIENTIÓN ORRET.

94 JOSITE PKGE IMPORTNT DOUMENTS ENLOSED PLESE REVIEW WRNING: The handling, storing, installing, restraining and diagonal bracing of structural building components requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation, the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements. es with clear spans of 60 feet or greater in length are very dangerous to install and may require complex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building, the building s structural framing system, bearing locations and related installation conditions. egin component installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufacturer. DVERTENI!: El manejo, almacenamiento, instalación, restricción y arriostre diagonal de componentes estructurales de construcción requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicación clara entre el contratista, operador de grúa, y los obreros de instalación. El manejar e instalar los componentes sin entrenamiento suficiente, planificación y comunicación adecuadas aumenta la probabilidad de un accidente que resulta en dareo a propiedad, herida seria o muerte. ntes de la instalación de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apropiado, además del entrenamiento pertinente y un claro entendimiento del plan de instalación, de todo requisito aplicable de la protección contra la caída y de los requisitos previstos de arriostre y restricción. La instalación de trusses con tramos despejados y más de 60 pies de largo es muy peligrosa y puede requiere el arriostre temporal y permanente complejo. Por favor, consulte a un Profesional de Diseño Registrado. Examine la estructura, el sistema armazón estructural de edificio, ubicaciones de soporte e las condiciones de instalación correspondientes y comenzar con la instalación de los componentes sólo después de haber corregido toda condición insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier daño descubierto antes de proceder a la instalación. Los documentos adjuntos se ofrecen solamente como directrices mínimas. Nada de lo incluido en este paquete debe interpretarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre éste. To view a non-printing PDF of this document, visit FOR DESIGN RESPONSIILITIES SEE REVERSE

95 The text appearing below has been paraphrased and reproduced from NSI/TPI -2007, hapter 2, with permission from the publisher, the Plate Institute (TPI) ( For reference, the numbers in parentheses refer to specific NSI/TPI sections. Refer to NSI/TPI hapter 2 for complete text and definitions. For information on design responsibilities contact your omponent Manufacturer or S at 608/ or ONSTRUTION RELTED ITEMS The ontractor shall not proceed with the truss installation until the Submittal Package has been reviewed by the uilding Designer ( / ). The uilding Designer shall review the Submittal Package for compatibility with the building ll such submittals shall include a notation indicating that they have been reviewed and whether or not they have been found to be in general conformance with the design of the building ( / ). The method of Permanent Individual Member Restraint/racing and the method of anchoring or restraining to prevent lateral movement of all truss members acting together as a system shall be accomplished by: (a) standard industry Lateral Restraint and Diagonal racing details in accordance with SI-3 and/or SI-7 ( / ), (b) Permanent Individual Member Restraint shall be permitted to be replaced with reinforcement designed to prevent buckling (e.g., buckling reinforcement by T-reinforcement or L-reinforcement, proprietary reinforcement, etc.) ( / ), or a project specific truss member permanent lateral restraint/bracing design for the roof or floor Framing Structural System shall be permitted to be specified by any uilding Designer ( / ). The method of Permanent Individual Member Restraint and Diagonal racing for the truss top chord, bottom chord, and web members shall be permitted to be specified by any uilding Designer ( / ). If a specific truss member permanent bracing design for the roof or floor Framing Structural System is not provided by the Owner or any uilding Designer, the method of Permanent Individual Member Restraint and Diagonal racing for the truss top chord, bottom chord, and web members shall be in accordance with SI-3 or SI-7 ( / ). The ontractor is responsible for the construction means, methods, techniques, sequences, procedures, programs, and safety in connection with the receipt, storage, handling, installation, restraining, and bracing of the trusses ( / ). The ontractor shall ensure that the building support conditions are of sufficient strength and stability to accommodate the loads applied during the truss installation process. installation shall comply with installation tolerances shown in SI-. Temporary Installation Restraint/racing for the truss system and the permanent truss system Lateral Restraint and Diagonal racing for the completed building and any other construction work related directly or indirectly to the trusses shall be installed by the ontactor in accordance with the onstruction Documents and/or the Submittal Package ( / ). The ontractor shall examine the trusses delivered to the job site and after the trusses are erected and installed for dislodged or missing connectors, cracked, dislodged or broken members, or any other damage that may impair the structural integrity of the truss ( / ). In the event that damage to a truss is discovered that would likely impair the structural integrity of the truss, the ontractor shall ensure that the truss not be erected or that any area within the building supported by any such truss already erected shall be appropriately shored or supported to prevent further damage from occurring and shall remain clear and free of any load imposed by people, plumbing, electrical, mechanical, bridging, bracing, etc. until field repairs have been properly completed ( / ). In the event of damage, the ontractor shall contact the Manufacturer to determine an adequate field repair and construct the field repair in accordance with the written instructions and details provided by any Registered Design Professional ( / ). TRUSS MNUFTURER RESPONSIILITIES Where required by the onstruction Documents or ontract, Legal Requirements or the uilding Official, the Manufacturer shall provide the appropriate Submittal Package, including the Design Drawings, a Placement Diagram, and the required Permanent Individual Member Restraint and the method to be used ( / ) to one or more of the following: uilding Official; uilding Designer and/or ontractor for review and/or approval ( / ). The Manufacturer shall also be allowed to provide detail drawings to the ontractor to document special application conditions ( / ). The Placement Diagram identifies the assumed location for each individually designated truss and references the corresponding Design Drawing. The Placement Diagram shall be permitted to include identifying marks for other products including Structural Elements, so that they may be more easily identified by the ontractor during field erection ( / ). When the Placement Diagram serves only as a guide for truss installation, it does not require the seal of the Design Engineer ( / / ). In preparing the Submittal Package, the Manufacturer shall be permitted to rely on the accuracy and completeness of information furnished in the onstruction Documents or otherwise furnished in writing by the uilding Designer and/or ontractor ( / ). The Manufacturer shall determine the fabrication tolerance to be used in the truss design ( / ) and manufacture the trusses in accordance with the final Design Drawings, using the quality criteria required by NSI/TPI ( / ). Structural uilding omponents ssociation 608/ sbcindustry.com opyright JobsiteS 3038

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99 W R N I N G! GENERL NOTES es are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to SI Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es*** for more detailed information. Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the SI- 3*** for more information. ll other permanent bracing design is the responsibility of the building designer. WRNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. DVERTENI! El resultado de un manejo, levantamiento, instalación, restricción y arrisotre incorrecto puede ser la caída de la estructura o aún peor, heridos o muertos. UTION Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. UTEL! Utilice cautela al quitar las ataduras o los pedazos de metal de sujetar para evitar daño a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. HNDLING MNEJO void lateral bending. Evite la flexión lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el daño. es may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8 (2.4 m) to 0 (3 m) on-center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo después de entrega. Si los trusses estarán guardados para más de una semana, ponga bloqueando de altura suficiente detrás de la pila de los trusses a 8 hasta 0 pies en centro (o.c.). For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por más de una semana, cubra los paquetes para protegerlos del ambiente. Refer to SI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto SI*** para información más detallada sobre el manejo y almacenado de los trusses en área de trabajo. DVERTENI! SI- SUMMRY SHEET - GUIDE FOR HNDLING, INSTLLING, RESTRINING ND RING OF TRUSSES Spans over 60 may require complex permanent bracing. Please always consult a Registered Design Professional. NOTS GENERLES Los trusses no están marcados de ningún modo que identifique la frecuencia o localización de restricción lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalación, restricción y arriostre temporal de los trusses. Vea el folleto SI Guía de uena Práctica para el Manejo, Instalación, Restricción y rriostre de los es de Madera onectados con Placas de Metal*** para información más detallada. Los dibujos de diseño de los trusses pueden especificar las localizaciones de restricción lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen SI-3*** para más información. El resto de los diseños de arriostres permanentes son la responsabilidad del diseñador del edificio. UTION Use special care in windy weather or near power lines and airports. Spreader bar for truss Use proper rigging and hoisting equipment. DO NOT store unbraced bundles upright. DO NOT store on uneven ground. UTEL! Utilice cuidado especial en días ventosos o cerca de cables eléctricos o de aeropuertos. Use equipo apropiado para levantar e improvisar. NO almacene verticalmente los trusses sueltos. NO almacene en tierra desigual. HOISTING ND PLEMENT OF TRUSS UNDLES REOMENDIONES PR LEVNTR PQUETES DE TRUSSES DON T overload the crane. NO sobrecargue la grúa. NEVER use banding to lift a bundle. NUN use las ataduras para levantar un paquete. single lift point may be used for bundles of top chord pitch trusses up to 45ꞌ (3.7 m) and parallel chord trusses up to 30ꞌ (9. m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (8.3 m) and parallel chord trusses up to 45' (3.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (8.3m) and parallel chord trusses >45' (3.7 m). Puede usar un solo lugar de levantar para paquetes de trusses de la cuerda superior hasta 45 y trusses de cuerdas paralelas de 30 o menos. Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60 y trusses de cuerdas paralelas hasta 45. MEHNIL HOISTING REOMMENDTIONS FOR SINGLE TRUSSES REOMENDIONES PR LEVNTR TRUSSES INDIVIDULES Using a single pick-point at the peak can damage the truss. El uso de un solo lugar en el pico para levantar puede hacer daño al truss. Refer to SI-2*** for more information. Vea el resumen SI-2*** para más información. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). oloque los arriostres de tierra para el primer truss directamente en línea con cada una de las filas de restricción lateral temporal de la cuerda superior (vea la tabla en la próxima columna). DO NOT walk on unbraced trusses. NO camine en trusses sueltos. WRNING Do not over load supporting structure with truss bundle. DVERTENI! No sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una posición estable. Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60 y trusses de cuerdas paralelas mas de 45. TRUSSES UP TO 60' (8.3 m) TRUSSES HST 60 PIES TRUSSES UP TO ND OVER 60' (8.3 m) TRUSSES HST Y SORE 60 PIES Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posición con equipo de grúa hasta que la restricción lateral temporal de la cuerda superior esté instalado y el truss está asegurado en los soportes. es 20' (6. m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies o menos. es up to 20' (6. m) es hasta 20 pies es 30' (9. m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. TRUSSES UP TO 30' (9. m) TRUSSES HST 30 PIES INSTLLTION OF SINGLE TRUSSES Y HND REOMMENDIONES DE LEVNTMIENTO DE TRUSSES INDIVIDULES POR L MNO es up to 30' (9. m) es hasta 30 pies TEMPORRY RESTRINT & RING RESTRIIÓN Y RRIOSTRE TEMPORL 90 Top hord Temporary Lateral Restraint (TTLR) 2x4 min. race first truss securely before erection of additional trusses. STEPS TO SETTING TRUSSES LS MEDIDS DE L INSTLIÓN DE LOS TRUSSES ) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. ) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los próximos 4 trusses con restricción lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los planos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restricción lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita éste procedimiento en grupos de cuatro trusses hasta que todos los trusses estén instalados. Refer to SI-2*** for more information. Vea el resùmen SI-2*** para más información. RESTRINT/RING FOR LL PLNES OF TRUSSES RESTRIIÓN/RRIOSTRE PR TODOS PLNOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PTs). See top of next column for temporary restraint and bracing of PTs. Este método de restricción y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PTs) 3x2 y 4x2. Vea la parte superior de la columna para la restricción y arriostre temporal de PTs. ) UERD SUPERIOR Span Top Top hord hord Temporary Lateral Restraint (TTLR) Spacing Longitud de Tramo Espaciamiento del rriostre Temporal de de la la uerda Superior Up to 30' (9. m) 0' (3 m) o.c. max. 30' (9. m) 45' (3.7 m) 8' (2.4 m) o.c. max. 45' (3.7 m) 60' (8.3 m) 6' (.8 m) o.c. max. 60' (8.3 m) 80' (24.4 m)* 4' (.2 m) o.c. max. *onsult a Registered Design Professional for trusses longer than 60' (8.3 m). *onsulte a un Professional Registrado de Diseño para trusses más de 60 pies. See SI-2*** for TTLR options. Vea el SI-2*** para las opciones de TTLR. Refer to SI-3*** for Gable End Frame restraint/bracing/ reinforcement information. 45 typ. Para información sobre restricción/ TTLR arriostre/refuerzo para rmazones Hastiales vea el resumen SI-3*** 0 or > Note: Ground bracing not shown for clarity. attachment Repeat diagonal braces for each set of 4 trusses. required at support(s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section - 2) WE MEMER PLNE PLNO DE LOS MIEMROS SEUNDRIOS LTERL RESTRINT & DIGONL RING RE VERY IMPORTNT L RESTRIIÓN LTERL Y EL RRIOSTRE DIGONL SON MUY IMPORTNTES! Web members 0' (3 m) - 5' (4.6 m) max. Same spacing as bottom chord lateral restraint 3) OTTOM HORD UERD INFERIOR Lateral Restraints - 2x4x2' or greater lapped over two trusses or LR splice reinforcement. ottom chords 0' (3 m) - 5' (4.6 m) max. Diagonal braces every 0 truss spaces 20' (6. m) max. Note: Some chord and web members not shown for clarity. Diagonal LR splice reinforcement bracing Member 2x_ LR Minimum 2' 2x_ Scab block centered over splice. ttach to LR with minimum 8-6d (0.35x3.5") nails each side of splice or as specified by the uilding Designer. SETION - WRNx HOJ RESUMEN DE L GUÍ DE UEN PRÁTI PR EL MNEJO, INSTLIÓN, RESTRIIÓN Y RRIOSTRE DE LOS TRUSSES Vanos más de 60 pies pueden requerir arriostre permanente complejo. Por favor, siempre consulte a un Profesional Registrado de Diseño. 45 typ. ottom chords 45 typ. Member Note: Some chord and web members not shown for clarity. Diagonal braces every 0 truss spaces 20' (6. m) max. RESTRINT & RING FOR 3x2 ND 4x2 PRLLEL HORD TRUSSES RESTRIIÓN Y RRIOSTRE PR TRUSSES DE UERDS PRLELS 3X2 Y 4X2 Refer to SI-7*** for more information. Vea el resumen SI-7*** para más información. INSTLLING INSTLIÓN Tolerances for Out-of-Plane. Tolerancias para Fuera-de-Plano. Tolerances for Out-of-Plumb. Tolerancias para Fuera-de-Plomada. ONSTRUTION LODING RG DE ONSTRUIÓN 0' (3 m) or 5' (4.6 m)* pply diagonal brace to vertical webs at end of cantilever and at bearing locations. DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construcción hasta que todas las restricciones laterales y los arriostres estén colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to SI-4*** for more information. NO exceda las alturas máximas de montón. Vea el resumen SI-4*** para más información. NEVER stack materials near a peak or at mid-span. NUN amontone los materiales cerca de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequeños grupos o trusses individuales. Place loads over as many trusses as possible. oloque las cargas sobre tantos trusses como sea posible. Position loads over load bearing walls. oloque las cargas sobre las paredes soportantes. LTERTIONS LTERIONES bracing not shown for clarity. Refer to SI-5.*** Vea el resumen SI-5.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningún miembro estructural de un truss, a menos que esté específicamente permitido en el dibujo del diseño del truss. Maximum Stack Height for Material on es Material Gypsum oard Plywood or OS sphalt Shingles Height 2" (305 mm) 6" (406 mm) 2 bundles oncrete lock 8" (203 mm) lay Tile 3-4 tiles high es that have been overloaded during construction or altered without the Manufacturer s prior approval may render the Manufacturer s limited warranty null and void. es que se han sobrecargado durante la construcción o han sido alterados sin la autorización previa del Fabricante de es, pueden hacer nulo y sin efecto la garantía limitada del Fabricante de es. *** ontact the omponent Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non-printing PDF of this document, visit sbcindustry.com/b. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer s design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, S and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein Enterprise Lane Madison, WI / sbcindustry.com Diagonal bracing 45 typ. ll lateral restraints lapped at least two trusses. Repeat diagonal bracing every 5 truss spaces 30' (9. m) max. *Top chord temporary lateral restraint spacing shall be 0' (3 m) o.c. max. for 3x2 chords and 5' (4.6 m) o.c. for 4x2 chords. Out-of-Plumb Max. ow Length D/50 D (ft.) /4" (6 mm) /2" (3 mm) 3/4" (9 mm) " (25 mm) -/4" (32 mm) -/2" (38 mm) -3/4" (45 mm) 2" (5 mm) ' (0.3 m) 2' (0.6 m) 3' (0.9 m) 4' (.2 m) 5' (.5 m) 6' (.8 m) 7' (2. m) 8' ( 2.4 m) 3/4" (9 mm) 7/8" (22 mm) " (25 mm) -/8" (29 mm) -/4" (32 mm) -3/8" (35 mm) -/2" (38 mm) -3/4" (45 mm) 2" (5 mm) Out-of-Plane 2.5' (3.8 m) 4.6' (4.5 m) 6.7' (5. m) 8.8' (5.7 m) 20.8' (6.3 m) 22.9' (7.0 m) 25.0' (7.6 m) 29.2' (8.9 m) 33.3' (0. m) TRUSS PLTE INSTITUTE 28 N. Lee St., Ste. 32 lexandria, V / tpinst.org This document summarizes the information provided in Section of the 203 Edition of uilding omponent Safety Information SI Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es. opyright Structural uilding omponents ssociation and Plate Institute. ll rights reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. This document should appear in more than one color. Printed in the United States of merica.

100 2 Installation & Temporary Restraint/racing Instalación de es & Restricción/rriostre Temporal For trusses up to 2'-0" on-center and 80'-0" in length Para trusses hasta 2 pies EN ENTRO y hasta 80 pies de longitud Warning! Spans over 60' require more complex temporary installation restraint/bracing. onsult a registered design professional. Los tramos más de 60 pies requieren restricciórriostre de instalación temporal más complejo. onsulte a un profesional registrado de diseño. DNGER! Disregarding handling, installing, restraining and bracing safety recommendations is the principal cause of truss erection/installation accidents. El no seguir las recomendaciones de manejo, instalación, restricción y arriostre es la causa principal de los accidentes durante la erección/instalación de trusses. Lateral restraint is NOT adequate without diagonal bracing. La Restricción Lateral NO es adecuada sin el rriostre Diagonal. lways diagonally brace for safety! Siempre arriostre diagonalmente para seguridad! Diagonal bracing Lateral restraint Maximum SPING FOR Top hord Temporary Lateral RESTRINT (TTLR) el ESPIMIENTO MÁXIMO PR la restricción LTERL TEMPORL DE L UERD SUPERIOR (TTLR) The graphic at left shows the maximum on-center spacing (see * at left) of TTLR based on truss span from the table in Step 2 on page 2. Diagonal bracing shown in red. rriostre diagonal es mostrado en rojo. 45 Typical Ground bracing not shown for clarity. pply diagonal bracing or structural sheathing immediately. For spans over 60' applying structural sheathing immediately is the preferred method. El dibujo a la izquierda muestra el espaciamiento máximo en el centro (vea * a la izquierda) del TTLR basado en los tramos de trusses de la tabla en el Paso 2 en la página 2. 0' o.c. max.* spans up to 30' 8' o.c. max.* up to 45' 6' o.c. max.* TTLR shown in green. TTLR es mostrado en verde. 4' o.c. max.* up to 60' Top hord Temporary Lateral Restraint up to 80' No se muestra el arriostre de tierra para claridad. plique inmediatamente el rriostre Diagonal o el Entablado Estructural (structural sheathing). Para tramos más de 60 pies el método preferido es entablarlos inmediatamente. heck these items before starting erection/installation and correct as needed REVISE ESTOS PUNTOs NTES DE EMPEZR L EREIÓN/INSTLIÓN Y ORRÍJlos UNDO ES NEESRIO uilding dimensions match the construction documents. Las dimensiones del edificio concuerdan con los documentos de construcción. earing supports (e.g., walls, columns, headers, beams, etc.) are accurately and securely installed, plumb and properly braced. Los soportes que sostienen cargas (ej., paredes, columnas, vigas de cabezera, vigas, etcétera) son instalados seguramente y con precisión, y son nivelados y arriostrados apropiadamente. Hangers, tie-downs, restraint and bracing materials are on site and accessible. Los colgadores (hangers), soportes de anclaje (tie-downs) y materiales de restricción y arriostre están accesibles en la obra. Erection/installation crew is aware of installation plan and lateral restraint/diagonal bracing requirements. El personal de erección/instalación es consciente del plan de instalación y los requisitos de restricciórriostre. Multi-ply trusses, including girders, are correctly fastened together prior to lifting into place. Los trusses de varias capas, incluyendo travesaños, son fijados juntos correctamente antes de levantarlos en lugar. ny truss damage is reported to truss manufacturer. Refer to SI-5. *** Do not install damaged trusses unless instructed to do so by the building designer, truss designer or truss manufacturer. lgún daño a los trusses ha sido reportado al fabricante de trusses. Vea el resumen SI-5. *** No instale trusses dañados a menos que se dijeren el diseñador del edificio, el diseñador del truss o el fabricante del truss. es are the correct dimension. Los trusses son la dimensión correcta. Tops of bearing supports are flat, level and at the correct elevation. La parte superior de los soportes de cojinete son planas, niveladas y a la elevación correcta. Jobsite is clean and neat, and free of obstructions. La obra está limpia, ordenada y sin obstrucciones. Ground bracing procedure for first truss is based on site and building configuration. El procedimiento de rriostre de Tierra para el primer truss es basado en el terreno y la configuración del edificio. Exterior Interior If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si el nivel del terreno es demasiado lejos para usar rriostre de Tierra exterior, use rriostre de Tierra interior. 2Temp 32 SI-2 SUMMRY SHEET RESUMEN SI-2

101 TRUSS INSTLLTION & TEMPORRY RESTRINT/RING Steps to Setting es PSOS PR EL MONTJE DE TRUSSES Establish Ground racing Procedure: Exterior or Interior Establezca el Procedimiento de rriostre de Tierra: Exterior o Interior. Ground brace diagonal Ground brace vertical Driven ground stake ackup ground stake Ground lateral restraint Horizontal tie member with multiple stakes First truss (or gable end frame) of braced group of trusses ttach ground brace vertical to end wall by nailing to 2x_ blocking typ. Strut End diagonal brace End diagonal brace Second floor First floor Ground lateral restraint Horizontal tie member attached to floor. Note: Second floor system shall have adequate capacity to support forces from ground braces. First truss of braced group of trusses Ground brace vertical Ground brace diagonal 2x_ bracing (or end jacks in a hip set application) ttach members to wall raced truss (or girder truss in hip application) Properly brace wall with adequate diagonals and floor anchorage, perpendicular walls, etc. 2. Determine the locations for TTLR and Ground races Determine las ubicaciones para TTLR y los rriostres de Tierra Use truss span to determine spacing for top chord temporary lateral restraint (TTLR) from table at right. Use el tramo del truss para determinar el espaciamiento para restricción lateral temporal de la cuerda superior (TTLR) en la tabla a la derecha. * = Pitch break * 8' EXTERIOR GROUND RING RRIOSTRE DE TIERR EXTERIOR > 8' (add attlr) INTERIOR GROUND RING RRIOSTRE DE TIERR INTERIOR Maximum Top hord Temporary Lateral Restraint Spacing** Span TTLR TTLR Spacing Up to 30' 0' on-center maximum 30' - 45' 8' on-center maximum 45' - 60' 6' on-center maximum 60' - 80'* 4' on-center maximum *onsult a registered design professional for trusses longer than 60'. **For trusses spaced greater than 2' o.c., see also SI-0. INTERIOR GROUND RING TO END WLL RRIOSTRE DE TIERR INTERIOR L PRED DE EXTREMO TTLR, typ. 3. * * * 5'-6" 5'-6" 5'-6" 8'-0" 3'-4" 4'-4" 33'-0" Span Locate additional TTLR at each pitch break. Localice TTLR adicional en cada rotura de inclinación. * 0" or greater attachment required at support(s) Locate additional TTLR over bearings if the heel height is 0" or greater. Localice TTLR adicional sobre los soportes si la altura del talón (heel height) es de 0 pulgadas o más. Set First and Fasten Securely to Ground races oloque el Primer y Fíjelo Seguramente a los rriostres de Tierra Set first truss (or gable end frame) and fasten securely to ground braces and to the wall, or as directed by the building designer. Examples of first truss installed include: oloque el primer truss (o armazón hastial) y fíjelo seguramente a las verticales de arriostre de tierra y a la pared, o como se dirige el diseñador del edificio. Ejemplos del primer truss instalado incluyen: Span Locate a ground brace vertical at each TTLR location. Localice una vertical de arriostre de tierra en cada lugar de TTLR. TTLR locations, typ. TTLR locations, typ. TTLR locations, typ. EXTERIOR GROUND RING RRIOSTRE DE TIERR EXTERIOR INTERIOR GROUND RING RRIOSTRE DE TIERR INTERIOR INTERIOR GROUND RING TO END WLL RRIOSTRE DE TIERR INTERIOR L PRED DE EXTREMO UTION! First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. El primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requeridos, antes de quitar los soportes de levantamiento. 2 SI-2 SUMMRY SHEET

102 TRUSS INSTLLTION & TEMPORRY RESTRINT/RING 4. Set es 2, 3, 4 & 5 with TTLR in Line with Ground racing oloque los es 2, 3, 4 y 5 con TTLR en Línea con los rriostres de Tierra ttach trusses securely at all bearings, shimming bearings as necessary. Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes, rellenar sólidamente los soportes como sea necesario. Ejemplos de los primeros cinco trusses colocados incluyen: See options below See options below See options below EXTERIOR GROUND RING RRIOSTRE DE TIERR EXTERIOR INTERIOR GROUND RING RRIOSTRE DE TIERR INTERIOR INTERIOR GROUND RING TO END WLL RRIOSTRE DE TIERR INTERIOR L PRED DE EXTREMO The following three (3) Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. See figure for Option in Step 8 on page 5. Las siguientes tres opciones para instalar la Restricción Lateral Temporal de los Miembros ortos requieren que el arriostre diagonal está instalado continuamente. Vea la figura de Opción en el Paso 8 en la página 5. Option Short member temporary lateral restraint installed on top of trusses Opción Restricción lateral temporal de los miembros cortos instalados encima de trusses 27"+ ½" minimum end distance ½ pulgadas distancia de extremo mínima 24" on-center 2 nails at every connection 2 clavos en cada conexión Option 2 Short member temporary lateral restraint installed between trusses Opción 2 Restricción lateral temporal de los miembros cortos instalados entre trusses Use 2-6d deformed shank nails minimum at each restraint-to-truss connection. Use como mínimo 2-6d clavos largos (shank nails) en Do not use split members. No use miembros rajados. 22½" cada conexión de restriccióna-truss. Option 3 Proprietary metal restraint products* Opción 3 Productos de metal para restricción patentados* 22½" * These products are specifically designed to provide lateral restraint and are not just for spacing. See manufacturer s specifications. * Estos productos son diseñados específicamente para proveer restricción lateral y no son solamente para espaciamiento. Vea las especificaciones del fabricante. Do not use split members. No use miembros rajados. 27"+ 22½" 24" on-center 24" on-center UTION! Each truss must be attached securely at all bearing locations and all TTLR installed before removing the hoisting supports. ada truss tiene que ser sujetado seguramente en todas ubicaciones de soportes y todas las TTLR instaladas antes de quitar los soportes de levantar. LTERL RESTRINT/racing Material and onnections ONNExIONES Y MTERILES DE RESTRIIÓN/RRIOSTRE LTERL Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing, unless otherwise specified by the building designer. El tamaño del material de restricción lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restricciórriostre de metal patentado aprobado, a menos que especifique el diseñador del edificio. ll bracing and lateral restraint members must be connected to each truss with at least 2 nails (see minimum sizes shown below), except for the short member restraints shown in Step 4, Option 2 (see above), which require 2-6d deformed-shank (i.e., ring- or screw-shank) nails. Todos los miembros de restricción lateral y arriostre tienen que ser conectados a cada truss con un mínimo de 2 clavos (ver los tamaños mínimos mostrados abajo) excepto para las restricciones de miembros cortos mostrados en el Paso 4, Opción 2 (vea arriba), cuales requieren 2-6d clavos con largos desformados (Ej. Largos de anillos o tornillos). Drive nails flush. If the temporary restraint and bracing is to be removed when the permanent bracing is installed, use double-headed nails for ease of removal. lave los clavos al raso. Si la restricción y arriostre temporal será quitado al instalación del arriostre permanente, use clavos de dos cabezas para quitarlos más fácilmente. 0d (0.28x3") 2d (0.28x3.25") 6d (0.3x3.5") SI-2 SUMMRY SHEET 3

103 TRUSS INSTLLTION & TEMPORRY RESTRINT/RING 5. Install Top hord Diagonal racing Instale el rriostre Diagonal de la uerda Superior ttach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: oloque el arriostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: See Short Member Temporary Lateral Restraint options page 3. See Short Member Temporary Lateral Restraint options page 3. See Short Member Temporary Lateral Restraint options page 3. EXTERIOR GROUND RING RRIOSTRE DE TIERR EXTERIOR INTERIOR GROUND RING RRIOSTRE DE TIERR INTERIOR INTERIOR GROUND RING TO END WLL RRIOSTRE DE TIERR INTERIOR L PRED DE EXTREMO Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. O empiece en aplicar el entablado estructural. Ejemplo de entablado estructural instalado en los primeros cinco trusses. 6. Install Web Member Diagonal racing Instale el rriostre Diagonal de Miembros Secundarios Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restricción lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulación perpendicular al plano del truss y evita que los trusses se inclinen o caigan como dominós. Install diagonal bracing at about 45 on web members (verticals whenever possible) located at or near rows of bottom chord lateral restraint. Web diagonal bracing must extend from the top chord to the bottom chord. Repeat at the interval shown in the Figure below. Instale el arriostre diagonal a aproximadamente 45 grados en los miembros secundarios (verticales cuando sea posible) colocados en o cerca de las filas de restricción lateral de la cuerda inferior. rriostre diagonal para los miembros secundarios tiene que extender de la cuerda superior a la cuerda inferior. Repita a los intervalos mostrados en la Figura a la derecha. Web members Diagonal bracing The requirements for web permanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to SI-3 for more information. *** Los requisitos para la restricción permanente de miembros individuales de truss para miembros secundarios son especificados en el dibujo del diseño de truss. Vea el resumen SI-3 para más información. *** 0'-5' max. Same spacing as bottom chord lateral restraint Diagonal braces every 0 truss spaces (20' max.) Note: Some chord and web members not shown for clarity. ottom chords Mono trusses, deep flat trusses and other types of trusses with deep ends also require temporary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. Los trusses de una sola pendiente, trusses planos y profundos y otros tipos de trusses con extremos profundos también requieren restricción lateral temporal y arriostre diagonal en los miembros secundarios largos al parte profundo del truss. 4 SI-2 SUMMRY SHEET

104 7. TRUSS INSTLLTION & TEMPORRY RESTRINT/RING Install ottom hord Lateral Restraint and Diagonal racing Instale la Restricción Lateral y el rriostre Diagonal de la uerda Inferior ottom chord temporary lateral restraint and diagonal bracing stabilizes the bottom chord plane during installation and helps maintain proper spacing of the trusses. La Restricción lateral temporal y el arriostre diagonal de la cuerda inferior estabilizan el plano de la cuerda inferior durante la instalación y asiste en mantener el espaciamiento apropiado de los trusses. Install rows of temporary lateral restraint at 5' on-center maximum. Remove, if desired, after the permanent ceiling diaphragm is in place. Instale filas de restricción lateral temporal a 5 pies en el centro como máximo. Quítelos, si así lo desea, después que el diafragma permanente del techo esté colocado. Install rows of permanent lateral restraint at 0' on-center maximum. Specified spacing may be less; check the truss design drawing and/or with the building designer. Instale filas de restricción lateral permanente a 0 pies en el centro como máximo. 0'-5' max. See text at left ottom chord lateral restraint - 2x4x2' or greater lapped over two trusses. El espaciamiento especificado puede ser menor; verifique el dibujo del diseño de truss con el diseñador del edificio. Install diagonal bracing at intervals of 20' maximum along the run of trusses. Instale el arriostre diagonal a intervalos de 20 pies máximo a lo largo de la línea de trusses. ottom chords 45 typ. Diagonal braces every 0 truss spaces (20' max.) Note: Some chord and web members not shown for clarity. 8. UTION! Do not remove ground bracing until all top chord, bottom chord and web lateral restraint and bracing is installed on at least the first five trusses. No remueva el arriostre de tierra hasta que toda la restricción lateral y arriostre de la cuerda superior, la cuerda inferior y los miembros secundarios estén instalados en por lo menos los primeros cinco trusses. Repeat Steps 4 Through 7 with Groups of Four es Using Option or Repita los Pasos 4 a 7 con Grupos de uatro es Usando la Opción o la Opción Option : Install the next four trusses using short member temporary lateral restraint Options - 3 per Step 4 on page 3. dd long-length (minimum 2x4x2') continuous lateral restraint (LR) to tie trusses together. Overlap the ends of the LR at least 2 trusses. Install diagonal bracing at intervals of 20' maximum along the run of trusses (see Figure below). Instale los siguientes cuatro trusses utilizando las opciones -3 por el Paso 4 en la página 3 de la restricción lateral de miembros cortos. ñade la restricción lateral continua (LR) de longitud-largo (mínimo 2x4x2 ) para atar junto los trusses. Solaparse las puntas del LR a mínimo de dos trusses. Instale el arriostre diagonal cada 20 pies máximo a lo largo de la línea de trusses (vea la Figura abajo). The maximum diagonal brace spacing provided in this Option assumes ground bracing is properly installed and in place. El espaciamiento máximo de arriostre diagonal en esta Opción asume que el arriostre de tierra está en sitio y es instalado correctamente. Diagonal bracing required at each end of truss row and every 0 truss spaces (20' max.). TTLR spacing between rows is based on truss span and pitch breaks (see Step 2 on page 2). Option : Install diagonal bracing on each group of four trusses that have been set with short member temporary lateral restraint per Step 4 on page 3. Instale el arriostre diagonal en cada grupo de cuatro trusses que han sido colocados con la restricción lateral temporal de miembros cortos por el paso 4 en la página 3. WRNING! fter the initial group of five trusses are installed and braced (i.e., lateral restraint and diagonal bracing), DO NOT set more than four trusses when using short member temporary lateral restraint before you STOP, and diagonally brace as shown. Option is NOT permissible without diagonal bracing being installed with each group of four trusses. DVERTENI! Después de que el primer grupo de cinco trusses sea instalado y arriostrado (Ej. restricción lateral y arriostre diagonal), no coloque más de cuatro trusses cuando se usa la restricción lateral temporal de los miembros cortos antes que usted PR, y arrióstrelo diagonalmente como mostrado. Esta opción NO funciona sin el arriostre diagonal aplicado a cada grupo de cuatro trusses. TTLR spacing between rows is based on truss span and pitch breaks (see Step 2 on page 2). 45 typ. 0 truss spaces max. (20' max.) 45 typ. 0 truss spaces max. (20' max.) Note: Ground racing not shown for clarity. Temporary Diagonal racing repeated entire length of building. ENSURE THT LL TRUSSES RE PROPERLY DIGONLLY RED. SEGÚRESE QUE TODOS LOS TRUSSES ESTÉN RRIOSTRDOS DIGONLMENTE PROPIDMENTE. pply structural sheathing early and often. DO NOT wait until all trusses are set to apply structural sheathing. plique el entablado estructural temprano y con frecuencia. NO ESPERE hasta que todos los trusses estén colocados para aplicar el entablado estructural. UTION! Remove only as much top chord temporary lateral restraint and diagonal bracing as is necessary to nail down the next sheet of structural sheathing. DO NOT exceed truss design load with construction loads. (SEE SI-4) *** Quite sólo tanta restricción lateral temporal y arriostre diagonal de la cuerda superior como sea necesario para clavar la siguiente hoja de entablado estructural. NO EXED la carga de diseño de truss con cargas de construcción. (VE SI-4) *** SI-2 SUMMRY SHEET 5

105 TRUSS INSTLLTION & TEMPORRY RESTRINT/RING lternate Installation Method: uild It On the Ground and Lift It Into Place MÉtodo alterno de instalación: ONSTRUIRLO en la tierra y levntrlo en LUGR Ensure level bearing; set, position, plumb and properly restrain and brace the trusses as modules on the ground. segúrese que el spoporte es nivelado; colocar, posicionar, nivelar y restringir y arriostrar apropiadamente el grupo de trusses en la tierra. pply structural sheathing for stability. egin at the heel and alternate 4 x8 and 4 x4 sheets up to the peak. plique el entablado estructural para estabilidad. Empiece en el talón y alterne láminas de 4 pies x 8 pies y 4 pies x 4 pies hasta el pico. e sure to install all top chord, web member and bottom chord lateral restraint and bracing prior to lifting the module. segúrese de instalar toda la restricción y arriostre de la cuerda superior, el miembro secundario, y la cuerda inferior antes de levantar el módulo. UTION! dditional restraint and bracing may be required to safely lift units into place. La restricción y arriostre adicional pueden ser requeridos para levantar los módulos en sitio sin peligro. e sure to get proper guidance from a registered design professional to insure modules are designed and installed safely and properly. segúrese de obtener consejos apropiados por un profesional registrado de diseño para asegurar que los módulos son diseñados y instalados apropiadamente y sin peligro. HIP SET SSEMLY & RING ENSMLJE Y RRIOSTRE DEL GRUPO DE DER Permanently connecting the end jacks to the end wall and girder as early in the installation process as possible dramatically increases the stability of the hip girder and the safety of the structure. onectando permanentemente los gatos extremos a la pared extremo y el travesaño tan temprano en el proceso de instalación como sea posible aumenta drásticamente la estabilidad del travesaño de cadera (hip girder) y la seguridad de la estructura. Hip trusses ommon trusses Install jacks while crane continues to hold girder in place. Hip jack Install hip jacks and end jacks at maximum 0' o.c. ttach hip girder to supports Hip girder End wall Note: restraint and bracing not shown for clarity. End jacks Hip jack orner jacks Girder setback from end wall Use the following sequence: Use la siguiente secuencia: Step Position the hip girder on the bearing walls at the specified end wall setback and permanently attach to supports. Posicione el travesaño de cadera en las paredes de soporte al "setback" especificado de la pared extremo y sujete a los soportes permanentemente. Whenever possible, connect multi-ply girder trusses together and install the end jack hangers (if required) prior to erection/ installation. ll plies of a multi-ply girder shall be attached per the fastening schedule on the TDD before attaching any framing members or applying any loads. Siempre que sea posible, conecte los trusses de travesaño de variascapas juntos y instale los colgadores de gato extremo (si requerido) antes de la erección/instalación. Todas capas de un travesaño de varias capas sujetarán por el horario de fijar en el dibujo del diseño de truss antes de sujetar algunos miembros de arriostre o de aplicar algunas cargas. Step 2 Install hip jacks, and end jacks at maximum 0' on-center while crane continues to hold girder in place. Instale los gatos de cadera y los gatos extremos a 0 pies máximo en centro mientras la grúa continúa mantener el travesaño en lugar. Note: ttach jack trusses to top chord and bottom chord of girder truss. The connection to the top chord is important as it helps to stabilize the top chord of the girder. Sujete los trusses de gatos a la cuerda superior y la cuerda inferior del truss de travesaño. La conexión por encima es importante porque ayuda a estabilizar la cuerda superior del travesaño. Step 3 Install all remaining corner and end jacks with all permanent truss-tobearing connections (e.g., hangers and tie-downs). Instale todos los gatos extremos y gatos de rincón restantescon todas las conexiones permanentes de truss-a-soporte (Ej. colgadores y soportes de anclaje). Short Member Temporary Lateral Restraint Step 4 Install the next hip truss with 2x4 short member temporary lateral restraints. ttach each short member temporary lateral restraint to the top chord of the hip girder and adjacent hip truss with two nails at each connection. The short member temporary lateral restraints should be long enough to extend at least /2" past the top chord of each truss. Place short member temporary lateral restraints at pitch breaks and at intervals along the top chords in accordance with Step 2. Instale el próximo truss de cadera con 2x4 restricciones laterales temporales para miembros cortos. Sujete cada restricción lateral temporal del miembro corto a la cuerda superior del travesaño de cadera y al truss de cadera contiguo con dos clavos a cada conexión. Las restricciones laterales temporales para miembros cortos deben ser bastante largo para extender a un mínimo de ½ pasado de la cuerda superior de cada truss. Puse la restricción lateral temporal de miembros cortos a roturas del pendiente y a intervalos por las cuerdas superiores según el Paso 2. Step 5 Install remaining hip trusses. For the flat portion of each hip truss use short member temporary lateral restraints that are at least double the length of the first set of short member temporary lateral restraints (see Figure on next page). For the sloped chords of the trusses, install short member temporary lateral restraints according to one of the three options in Step 4 on page 3. Instale los restantes de los trusses de cadera. Para la parte plana de cada truss de cadera use restricciones laterales temporales de miembros cortos que son por lo menos dobles la longitud del primer grupo de restricciones temporales laterales de miembros cortos (vea la figura en la próxima página). Para las cuerdas pendientes de los trusses, instale las restricciones laterales temporales de miembros cortos según uno de las tres opciones en Paso 4 en la página 3. 6 SI-2 SUMMRY SHEET

106 TRUSS INSTLLTION & TEMPORRY RESTRINT/RING Locate above mid-height Spreader bar or stiffback ttach to truss at 0' o.c. max. Tagline Spreader bar 2/3 to 3/4 truss length For trusses up to and over 60' Step 6 Install pitched trusses using the guidelines provided in Steps 2-8 on pages 2-5 of this document. 45 typ. Spreader bar or stiffback ttach to truss at 0' o.c. max. Paso 6 Instale los trusses pendientes usando las pautas provistas en Pasos 2-8 en páginas 2-5 de este documento. Tagline Spreader bar 2/3 to 3/4 truss length For trusses up to and over 60' Do not stack materials or stand at locations that will cause instability, such as on cantilevers, overhangs, end jacks, or near trussto-girder truss connections. No amontone los materiales o de pie en lugares que causarán inestabilidad, como en voladizos, salientes, tomas finales, o conexiones truss truss cerca a viga. LONG SPN TRUSS INSTLLTION Instalación de es de TRMOs Largos DNGER! es with clear spans of 60 feet or greater are extremely dangerous to install and require more detailed safety and handling measures than shorter span trusses. es de 60 pies de largo o más son extremamente peligrosos a instalar y requieren medidas de seguridad y manejo más detalladas que trusses de vanos más cortos. TIPS FOR SFE ND EFFIIENT INSTLLTIONS ONSEJOS PR INSTLIONES SEGURS Y EFIIENTES ssemble the first five trusses with all structural sheathing, restraint and bracing, either as the trusses are installed or built as a unit on the ground and lifted into place. Ensamble los primeros cinco trusses con todo el entablado estructural, restricción y arriostre, cualquier cuando los trusses son instalados o son construidos como una unidad en la tierra y levantados en lugar. Keep trusses straight during hoisting to minimize bending out-ofplane. Mantenga los trusses derechos durante el levantamiento para minimizar el doblado fuera-de-plano. dd a temporary center support to provide greater stability and leave in place until all permanent building stability bracing is installed. gregue un soporte temporal en el centro para proveer más estabilidad y quedarlo en lugar hasta que todo el arriostre de estabilidad permanente de construcción es instalado. EFORE STRTING NTES DE EMPEZR Hire a registered design professional to provide a temporary restraint/bracing plan and to supervise the erection process. ontrate un Profesional Registrado de Diseño para proveer un plan de restricciórriostre temporal y para supervisar el proceso de erección. Develop a safe, effective truss installation method and inform all crew members of their roles. Elabore un método seguro y efectivo de la instalación de trusses e informe todos miembros del personal de sus papeles. Use personnel who have experience installing trusses 60' and greater in span. Use instaladores quienes tienen experiencia en instalar trusses de 60 pies o más de tramo. Ensure that the walls and supporting structure are stable and adequately restrained and braced. segúrese que las paredes y la estructura soportante son estables y adecuadamente restringidas y arriostradas. Have all necessary lifting equipment and building materials on hand. Make sure the crane operator understands the special hoisting requirements of long span trusses (see SI-). *** Tenga todo el equipo de levantar y los materiales de construcción necesarios a la mano. segúrese que el operador de grúa entiende los requisitos especiales de levantar los trusses de tramos largos (vea SI-). *** pply structural sheathing to the top chord as the trusses are being installed. plique el entablado estructural a la cuerda superior mientras los trusses estén instalados. Install all permanent individual truss member restraint and bracing immediately. Instale todo el arriostre y restricción permanente de miembros de trusses individuales inmediatamente. SI-2 SUMMRY SHEET 7

107 TRUSS INSTLLTION & TEMPORRY RESTRINT/RING FIELD SSEMLY ND OTHER SPEIL ONDITIONS ENSMLJE DE MPO Y OTROS ONDIIONES ESPEILES ertain sizes or shapes of trusses require some assembly at the jobsite. Refer to the truss design drawings for specific instructions on assembly methods, unless the construction documents indicate otherwise. iertos tamaños o formas de trusses requieren algún ensamblaje en la obra. Refiera a los dibujos del diseño de truss para instrucciones específicas sobre ensamblaje de montaje, a menos que los documentos de construcción indiquen lo contrario. The contractor is responsible for proper field assembly. El contratista es responsable para el ensamblaje de campo apropiado. VLLEY SET FRME INSTLLTION INSTLIÓN DE RMZÓN DE ONJUNTO DE VLLE The top chords of the supporting trusses must be braced properly. This can be accomplished by attaching structural sheathing or with rows of lateral restraint, spaced no more than the maximum on center spacing specified on the truss design drawing, and diagonal bracing. Las cuerdas superiores de los trusses de soporte tienen que ser arriostrados apropiadamente. Esto puede ser hecho por sujetar el entablado estructural o con filas de restricción lateral, espaciados no más que el máximo en el espaciamiento del centro que es especificado en el dibujo del diseño de truss, y arriostre diagonal. PIGGYK TRUSSES TRUSSES DE PIGGYK The supporting trusses shall be completely installed with all truss member ND permanent building stability bracing as required E- FORE installing the supported ("cap") frames. Los trusses soportantes serán completamente instalados con todos miembros de trusses Y el arriostre de estabilidad permanente de construcción como es requerido NTES de instalar los armazones ("cap") soportados. Diagonal bracing (in red) Lateral restraint (in green) WRNING! dequately restrain and brace the flat portion of the supporting trusses to prevent buckling. Restrinja y arriostre adecuadamente la parte plana de los trusses soportantes para prevenir el fallar. For more information on how to permanently laterally restrain and diagonally brace piggyback truss systems refer to SI-3. *** Para más información sobre como restringir lateralmente permanetamente y arriostrar diagonalmente sistemas de trusses de piggyback refiere al SI-3. *** FIELD SPLIED TRUSSES TRUSSES EMPLMDOS EN MPO Splicing can be performed on the ground before installation or the truss sections can be supported by temporary shoring after being hoisted into place and the splices installed from a safe working surface. Empalmando puede ser hecho en el suelo antes de la instalación o las secciones de trusses pueden ser soportados por "shoring" temporal después de que sean levantados en lugar y los empalmes son instalados de una superficie de trabajo segura. Supported ( cap ) frames 45 typ. Note: Some truss bracing and lateral restraint not shown for clarity. Supporting (i.e.base) trusses Field-spliced trusses with temporary center support This document applies to all sloped and flat chord trusses built with the wide-face of the lumber oriented vertically. Examples include: Este documento aplica a todos trusses de cuerda pendiente y plana construidos con la cara-ancha de la madera orientada verticalmente, tales como: Gambrel truss Scissors truss Valley sets as over-framing Mono truss Parallel chord truss For parallel chord trusses manufactured with 3x2 or 4x2 lumber, see SI-7. *** Para los trusses de cuerdas paralelas fabricados con madera 3x2 o 4x2, vea el resumen SI-7. *** For trusses spaced more than 2'-0" on-center, see SI-0. *** Para los trusses espaciados más de 2 pies en el centro, vea el Resumen SI 0. *** *** ontact the component manufacturer for more information or consult a registered design professional for assistance. To view a non-printing PDF of this document, visit This document summarizes the information provided in Section 2 of the 203 Edition of uilding omponent Safety Information SI - Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es. opyright Structural uilding omponents ssociation and Plate Institute. ll Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of merica Enterprise Lane Madison, WI / Plate Institute 28 North Lee Street, Ste. 32 lexandria, V / SI-2 SUMMRY SHEET

108 3 SI-3 SUMMRY SHEET - PERMNENT RESTRINT/RING OF HORDS & WE MEMERS lear Spans of 60 or greater may require complex permanent bracing. Please always consult a Registered Design Professional. 3 WRNING! Disregarding permanent restraint/bracing is a major cause of truss field performance problems and has been known to lead to roof or floor system collapse. DVERTENI! Descuidar el arriostre/restricción permanente es una causa principal de problemas de rendimiento del truss en campo y había conocido a llevar al derrumbamiento del sistema del techo o piso. UTION! es with clear spans of 60 feet (8.3 m) or greater, may require complex permanent bracing. Please always consult a registered design professional. UTEL! Tramos sobre 60 pies o más pueden requerir arriostre permanente complejo. Por favor, consulte siempre a un profesional registrado de diseño. RESTRINT/RING MTERILS & FSTENERS MTERILES Y IERRES DE RESTRIIÓN/RRIOSTRE ommonly used restraint/bracing materials include wood structural panels, gypsum board sheathing, stress-graded lumber, proprietary metal products, and metal purlins and straps. Materiales comunes de arriostrar/restringir incluyen paneles estructurales de madera, entablado de yeso, madera graduada por esfuerza, productos de metal patentados, y vigas de soporte y tiras de metal. MINIMUM TTHMENT REQUIREMENTS FOR LUMER RESTRINT/RING,2 Lumber Size Minimum Nail Size Minimum Number of Nails per onnection 2x4 stress-graded 2x6 stress-graded 0d (0.28x3 ) 2d (0.28x3.25 ) 6d (0.3x3.5 ) 0d (0.28x3 ) 2d (0.28x3.25 ) 6d (0.3x3.5 ) Other attachment requirements may be specified by the building designer or truss designer. 2 The grade/size and attachment for bracing materials such as wood structural panels, gypsum board sheathing, proprietary metal restraint/bracing products, and metal purlins and straps are provided by the building designer. PERMNENT RING FOR THE VRIOUS PLNES OF TRUSS RRIOSTRE PERMNENTE PR VRIOS PLNOS DE UN TRUSS Permanent bracing is important because it, a) prevents out-of-plane buckling of truss members, b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from wind and seismic forces. El arriostre permanente es importante porque, a) impide el torcer fuera-de-plano de los miembros del truss, b) ayuda en mantener espaciamiento apropiado de los trusses, y c) resiste y pasa las cargas laterales de viento y fuerzas sísmicas aplicadas al sistema del truss. es require permanent bracing within LL of the following planes:. Top chord plane 2. ottom chord plane 3. Web member plane es requieren arriostre permanente dentro de TODOS los siguientes planos:. Plano de la cuerda superior 2. Plano de la cuerda inferior 3. Plano del miembro secundario UTION! Without permanent bracing the truss, or a portion of its members, will buckle (i.e., fail) at loads far less than UTEL! Sin el arriostre permanente, del truss, o un parte de los miembros, torcerán (ej. fallarán) de cargas muchas menos que las cargas que el truss es diseñado a llevar.. PERMNENT RING FOR THE TOP HORD PLNE. RRIOSTRE PERMNENTE PR EL PLNO DE L UERD SUPERIOR Use plywood, oriented strand board (OS), or wood or metal structural purlins that are properly braced. ttach to each truss. Use contrachapado, panel de fibras orientado (OS), o vigas de soporte de madera o metal que estén arriostrados apropiadamente. Sujete a cada truss. The Design Drawing (TDD) provides information on the assumed support for the top chord. El Dibujo del Diseño de (TDD) provee información sobre el soporte supuesto para la cuerda superior. Fastener size and spacing requirements and grade for the sheathing, purlins and bracing are provided in the building code and/or by the building designer. El tamaño de cierre y requisitos de espaciamiento y grado para el entablado, vigas de soporte y arriostre son provistos en el código del edificio y/o por el diseñador del edificio. Purlins Diagonal X bracing in the top chord plane at intervals specified by the building designer Directly attached rigid ceiling 2. PERMNENT RING FOR THE OTTOM HORD PLNE 2. RRIOSTRE PERMNENTE PR EL PLNO DE L UERD INFERIOR Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or some other ceiling material capable of functioning as a diaphragm. Use filas de restricción lateral continua con arriostre diagonal, entablado de yeso o cualquier otro material para techo que pueda funcionar como un diafragma. 2 3 Web member plane ottom chord plane ~ Top chord plane Structural sheathing on top chord plane The TDD provides information on the assumed support for the bottom chord. El TDD provee información sobre el soporte supuesto para la cuerda inferior. Install bottom chord permanent lateral restraint at the spacing indicated on the TDD and/or by the building designer with a maximum of 0 (3 m) on-center. Instale restricción lateral permanente de la cuerda inferior al espaciamiento indicado en el TDD y/o por el diseñador del edificio con un máximo de 0 pies en el centro. Diagonal bracing. ttach to each truss. ottom chords 0' (3 m) 0' (3 m) 0' (3 m) Member 3. PERMNENT RING FOR THE WE MEMER PLNE 3. RRIOSTRE PERMNENTE PR EL PLNO DEL MIEMRO SEUNDRIO Web member permanent bracing collects and transfers buckling restraint forces and/or lateral loads from wind and seismic forces. The same bracing can often be used for both functions. rriostre permanente de los miembros secundarios recogen y pasan fuerzas de restricción de torcer y/o cargas laterales de viento y fuerzas sísmicas. menudo el mismo arriostre puede ser usado para ambos funciones. Individual Web Member Permanent Restraint & racing Restricción y rriostre Permanente de Miembros Secundarios Individuales heck the TDD to determine which web members (if any) require restraint to resist buckling. Revisa el TDD para determinar cuales miembros secundarios (si algunos) requieren restricción para resistir el torcer. Restrain and brace with,. ontinuous lateral restraint & diagonal bracing, or. Individual member web reinforcement. Restrinja y arriostre con,. Restricción lateral continua y arriostre diagonal, o. Refuerzo de miembros secundarios individuales. One restraint required on each of these webs. Note: LR can be installed on either side of Member.. ontinuous Lateral Restraint (LR) & Diagonal racing. Restricción Lateral ontinua (LR) y rriostre Diagonal ttach each row of LR at the locations shown on the TDD. Sujete cada fila de LR en las ubicaciones mostrados en el TDD. Install the diagonal bracing at an angle of less-than-or-equal-to 45 to the LR and position so that it crosses the web in close proximity to the LR. ttach the diagonal brace as close to the top and bottom chords as possible and to each web it crosses. Repeat every 20 (6. m) or less. Instale el arriostre diagonal a un ángulo menos de o igual a 45 al LR y colóquelo para que cruce la cuerda muy cerca del LR. Sujete el arriostre diagonal tan próximo a las cuerdas superiores y inferiores como sea posible y a cada cuerda que lo cruza. Repita cada 20 pies (6. m) o menos ' (3 m) Lateral restraint and diagonal bracing used to brace the bottom chord plane. EXMPLES OF DIGONL RING WITH ONTINUOUS LTERL RESTRINT ontinuous lateral restraint Group of 3 es Lateral restraint Diagonal bracing Diagonal brace 45 typ. 20' (6. m) Note: Some chord and web members not shown for clarity. 45 Lateral restraint 2x4x2' or greater lapped over two trusses or LR splice reinforcement. Diagonal braces Group of 2 es LR splice reinforcement Member 2x_ LR Permanent continuous lateral restraint 20' (6. m) Note: Some chord and web members not shown for clarity. Structural sheathing Lateral restraint & diagonal bracing can also be used with small groups of trusses (i.e., three or less). ttach the lateral restraint & diagonal brace to each web member they cross. Restricción lateral y arriostre diagonal también puede ser usado con grupos pequeños de trusses (ej. tres o menos). Sujete la restricción lateral y el arriostre diagonal a cada miembro secundario que los cruzan Minimum 2' 2x_ Scab block centered over LR splice. ttach to LR with minimum 8-6d (0.35x3.5") nails each side of splice or as specified by the uilding Designer. SETION - Lateral restraint LWYS DIGONLLY RE THE ONTINUOUS LTERL RESTRINT! SIEMPRE RRIOSTRE L RESTRIIÓN LTERL ONTINU DIGONLMENTE!. Individual Web Member Reinforcement. Refuerzo de Miembros Secundarios Individuales T-, L-, Scab, I-, U-Reinforcement, proprietary metal reinforcement and stacked web products provide an alternative for resisting web buckling. T-, L-, costra, I-, U-Refuerzo, refuerzo de metal patentando y productos de miembros secundarios amontonados proveen una alternativa para resistir el torcer de los miembros secundarios. Member, typ. The following table may be used unless more specific information is provided. La siguiente tabla puede ser usada a menos que información más específica está provista. PERMNENT LTERL RESTRINT & DIGONL RING REQUIRED SEE TRUSS DESIGN DRWING FOR LTERL RESTRINT; ONSULT UILDING DESIGNER ND/OR SI-3 FOR DIGONL RING VE EL DIUJO DE DISEÑO DE TRUSS PR RESTRIIÓN LTERL; ONSULTE L DISEÑDOR DE EDIFIIO Y/O SI-3 PR RRIOSTRE DIGONL RESTRIIÓN LTERL PERMNENTE Y RRIOSTRE DIGONL ES REQUERIDO Some truss manufacturers provide additional assistance by using tags to mark the web members that require lateral restraint or reinforcement. lgunos fabricantes de trusses marcan en el truss las ubicaciones de refuerzo o restricción lateral de miembros secundarios con etiquetas similares a las arriba. Web Member Plane Permanent uilding Stability racing to Transfer Wind & Seismic Forces rriostre de Estabilidad Permanente del Edificio del Plano de Miembros Secundarios para Desplazar Fuerzas de Viento y Fuerzas Sísmicas The web member restraint or reinforcement specified on a TDD is required to resist buckling due to axial forces caused by the in-plane loads applied to the truss. dditional restraint and bracing is typically required to transfer lateral forces due to wind and/or seismic. This restraint and bracing is typically specified by the building designer. La restricción o refuerzo de miembros secundarios especificada en un TDD es requerido para resistir la deformación bajo fuerzas axiales causadas por cargas verticales aplicadas al truss. Restricción y arriostre adicional es típicamente requerido para transferir cargas laterales debidas a fuerzas de viento y/o fuerzas sísmicas. Esta restricción y arriostre es típicamente provisto por el diseñador del edificio. Diagonal brace to roof diaphragm blocking Note: Top chord sheathing not shown for clarity. WE REINFOREMENT FOR SINGLE PLY TRUSSES Some truss designers provide general design tables and details to assist the building designer in determining the bracing required to transfer lateral loads due to wind and/or seismic forces from the gable end frame into the roof and/or ceiling diaphragm. WE REINFOREMENT REQUIRED SEE TRUSS DESIGN DRWING FOR SPEIFI INFORMTION VE DIUJO DE DISEÑO DE TRUSS PR INFORMIÓN ESPEÍFI lgunos diseñadores de trusses proveen tablas y detalles de diseño generales para asistir el diseñador del edificio en determinar el arriostre requerido para pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sísmicas del armazón hastial al diafragma del techo Enterprise Lane Madison, WI / RESTRIIÓN/RRIOSTRE PERMNENTE DE LS UERDS Y LOS MIEMROS SEUNDRIOS Tramos sobre 60 pies o más pueden requerir arriostre permanente complejo. Por favor, consulte siempre a un profesional registrado de diseño. LTERL RESTRINT DIGONL RING NOTE: WE MEMER REINFOREMENT MY LSO E POSSILE; SEE SI-3 PLTE HERE Structural uilding omponents ssociation & Plate Institute opyright ll Rights Reserved PL T, L OR S REINFOREMENT T, L o REFUERZO DE SS REFUERZO DE MIEMRO SEUNDRIO REQUERIDO Gable end frame Horizontal L- reinforcement ottom chord lateral restraint PLTE HERE WT Representing the Structural uilding omponents Industry & Plate Institute opyright ll Rights Reserved WEREINF Roof diaphragm blocking Gable end/wall permanent diagonal bracing. Locate in line with bottom chord permanent LR or as specified by the building designer. Gable End Frames and Sloped ottom hords rmazones Hastiales Y uerdas Inferiores Pendientes The gable end frame should always match the profile of the adjacent trusses to permit installation of proper bottom chord plane restraint & bracing unless special bracing is designed to support the end wall. El armazón hastial siempre debe encajar el perfil de los trusses contiguous para permitir la instalación de restricción y arriostre apropiada de la cuerda inferior a menos que arriostre especial es diseñado para soportar la pared de extremo. ottom chord plane Example of raked gable end wall (with scissors gable end frame) UTION! Using a flat bottom chord gable end frame with adjacent trusses that have sloped bottom chords is prohibited by some building codes as adequate bracing of this condition is difficult and sometimes impossible. Special end wall bracing design considerations are required by the building designer if the gable end frame profile does not match the adjacent trusses. UTEL! El uso de un armazón hastial de la cuerda inferior con trusses contiguos cuales tienen cuerdas inferiores pendientes es prohibido por algunos códigos de edificios porque arriostre adecuado de esta condición es difícil y a veces imposible. onsideraciones especiales de diseño para el arriostre de la pared de extremo son requeridos por el diseñador del edificio si el perfil del armazón hastial no hace juego con los trusses contiguos. PERMNENT RING FOR SPEIL ONDITIONS RRIOSTRE PERMNENTE PR ONDIIONES ESPEILES Sway racing rriostre de Sway Sway bracing is installed at the discretion of the building designer to help stabilize the truss system and minimize the lateral movement due to wind and seismic loads. rriostre de sway está instalado por la discreción del diseñador del edificio para ayudar en estabilizar el sistema de trusses y para minimizar el movimiento lateral debido a cargas de viento y cargas sísmicas. Sway bracing installed continuously across the building also serves to distribute gravity loads between trusses of varying stiffness. rriostre de sway que es instalada continuadamente al través del edificio también es usado para distribuir las cargas de gravedad entre trusses de rigidez variando. Permanent Restraint/racing for the Top hord in a Piggyback ssembly Restricción/rriostre Permanente para la uerda Superior en un Ensamblaje de Piggyback Provide restraint and bracing by: using rows of minimum 4x2 stress-graded lumber LR and diagonal bracing, or connecting the LR into the roof diaphragm, or adding structural sheathing or bracing frames, or some other equivalent means. Provee restricción y arriostre por: usando filas de 4x2 LR de madera graduada por esfuerzo y arriostre diagonal, o conectando el LR al diafragma del echo, o añadiendo entablado estructural o arm zanes de arriostre, o algunos otros métodos equivalentes. Repeat diagonal bracing (red) at 0' (3 m) intervals, or as specified. Refer to the TDD for the maximum assumed spacing for attaching the lateral restraint (e.g. purlins) to the top chord of the supporting truss. onsulte el TDD para el espaciamiento máximo supuesto para sujetar la restricción lateral (p. ej., vigas) a la cuerda superior del truss soportante. The TDD provides the assumed thickness of the restraint and minimum connection requirements between the cap and the supporting truss or restraint. El TDD provee el grosor supuesto de la restricción y los requisitos de conexión mínimos entre la capa y el truss soportante o la restricción. If diagonal bracing is used to restrain the LR(s), repeat at 0 (3 m) intervals, or as specified in the construction documents. Si arriostre diagonal es usado para restringir el/los LR(s), repita en intervalos de 0 pies o como especificado en los documentos de construcción. 45 typ. ap trusses To view a non-printing PDF of this document, visit sbcindustry.com/b3. Para ver un PDF de este documento que no se puede imprimir, visita LR (green) at the spacing specified on the truss design drawing LR required only if bracing frame or structural sheathing is installed intermittently racing frame or structural sheathing Supporting trusses TRUSS PLTE INSTITUTE 28 N. Lee St., Ste. 32 lexandria, V / WEx This document summarizes the information provided in Section 3 of the 203 Edition of uilding omponent Safety Information SI Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es. opyright Structural uilding omponents ssociation and Plate Institute. ll rights reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. This document should appear in more than one color. Printed in the United States of merica.

109 4 onstruction Loading argas de onstrucción onstruction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporarily creates construction loads. argas de construcción son las cargas que están impuestas a los edificios incompletos como resultado del proceso de construcción. argas de construcción típicas incluyen el peso de los trabajadores, el equipo y los materiales de construcción, etcétera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construcción. Make sure that the truss assembly is properly restrained and braced according to the guidelines in SI- *** and SI-2 *** before placing any construction loads on them. onstruction loads shall only be placed on fully restrained and braced structures. segúrese que el montaje del truss está adecuadamente restringido y arriostrado según las pautas en SI- *** y SI-2 *** antes de colocar alguna carga de construcción en la estructura. Solamente coloquen cargas de construcción arriba de estructuras cuales son restringidos y arriostrados completamente. WRNING Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Property damage, personal injury and/or death are possible if this warning is not heeded. DVERTENI! pilando cantidades excesivas de cargas de construcción sobre trusses de piso u techo es una práctica peligrosa. Daño a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. es that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construcción excesivas usualmente demuestran una desviación excesiva, y por lo menos una parte de este desviación se quedarán aún después de que la carga se haya quitada. En casos más severos, miembros quebrados del truss y/o junturas falladas pueden resultar. ONSTRUTION LODING DO'S ND DON TS QUE HER Y NO HER ON LS RGS DE ONSTRUIÓN DON T stack materials on unbraced trusses. NO amontone materiales sobre trusses que no esten arriostrados. DON T overload the trusses. NO sobrecargue los trusses. Lateral Restraint DON T exceed stack heights listed in the table. NO exceda la altura de montón indicada en la tabla que sigue. Maximum Stack Height for Material on es Maximua ltura de Montón para Material encima de los es Material Material Height ltura Gypsum oard Tabla de Yeso 2" 2 pulgadas Plywood or OS Madera ontrachapada u OS 6" 6 pulgadas sphalt Shingles Teja de sfalto 2 bundles 2 paquetes oncrete lock loque de Hormingón 8" 8 pulgadas lay Tile Teja de rcilla 3-4 tiles 3-4 azulejos Note: Limit stacking periods to approximately one week, unless alternative information is provided by the uilding Designer, Designer or Manufacturer. Diagonal racing Properly restrain and brace trusses before stacking construction materials on them. Structural Sheathing 4onstLoad SI-4 SUMMRY SHEET RESUMEN SI-4

110 ONSTRUTION LODING DO distribute loads over as many trusses as possible. Position stacks of materials flat with the longest dimension perpendicular to the trusses, as shown. SÍ distribuye cargas sobre el mayor numero de trusses que sea posible. Posicione perpendicular a los trusses los montones de materiales llanas con la dimensión más larga como se indica el dibujo. DON T drop loads on trusses. The impact can damage the trusses even if the load is small. NO deje caer cargas arriba de los trusses. El impacto puedo dañar los trusses aunque si sea pequeña la carga. DON T allow the stack to lean against walls, or stack materials so they overload single or small groups of trusses. NO permite que el montón se incline contra ninguna pared, o apile materiales para sobrecarguen uno u grupos pequeños de trusses. DO leave construction materials on lifting equipment until installation, if possible. SÍ deje materiales de construccción arriba del equipo de levantar hasta la instalación, si es posible. DO stack materials along exterior supports or directly over interior supports of properly restrained and braced structures. SÍ amontone materiales al lado de los soportes exteriores o directamente sobre los soportes interiores de estructuras que están restringidos y arriostradas apropiadamente. DON T stack materials at locations that will produce instability, such as on cantilevers, overhangs or near truss-to-girder connections. NO amontone materiales en un lugar que puede producir inestabilidad como en voladiza, salientes o cerca de las conecciones de trusses-a-travesaño. Girder Note: bracing not shown for clarity. antilever DON T stack materials at or near the midspan of the truss. Never exceed stack heights provided in the table (see page ) unless alternative information is provided by the uilding Designer, Designer or Manufacturer. NO amonte los materiales en or cerca de la mitad del braguero. Nunca sobrepase alturas de montón indicadas en la tabla (véase la página ) a menos que información alternativa sea indicada por el Diseñador del Edificio, el Diseñador del raguero, o el Fabricante del raguero. DON T pile cut-off tile and/or other construction waste on trusses. NO apile tile de sobra y/o otros residuos de construcción sobre los trusses. *** ontact the component manufacturer to obtain the referenced document or consult a Registered Design Professional for more information on this subject. To view a non-printing PDF of this document, visit sbcindustry.com/b4. This document summarizes the information provided in Section 4 of the 203 Edition of uilding omponent Safety Information SI - Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es. opyright Structural uilding omponents ssociation and Plate Institute. ll Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of merica Enterprise Lane Madison, WI / sbcindustry.com TRUSS PLTE INSTITUTE 28 North Lee Street, Ste. 32 lexandria, V / tpinst.org SI-4 SUMMRY SHEET

111 2x6 strongback at 0' o.c. 2x6 espalda fuerte en 0' o.c. see truss design drawing for specific information Vea dibujo de diseño de truss para información específica 7 GENERL NOTES The restraint and bracing recommendations provided in this document address Parallel hord es (PT) built with the wide-face of the lumber oriented horizontally. Refer to SI-2*** for restraint and bracing recommendations for PT built with the wide-face of the lumber oriented vertically. Refer to SI Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es*** for more detailed information on the handling, installing, restraining and bracing of all truss types and configurations. Design Drawings may specify locations of permanent lateral restraint for individual truss members. Refer to the SI-3*** for more information. ll other permanent bracing design is the responsibility of the building designer. SI-7 SUMMRY SHEET GUIDE FOR HNDLING, INSTLLING & RING OF 3x2 & 4x2 PRLLEL HORD TRUSSES WRNING The consequences of improper handling, erecting, installing and bracing of PT can result in a collapse of the structure, or worse, serious personal injury or death. DVERTENI! El resultado del manejo, levantamiento, instalación, restricción y arriostre incorrecto de PT puede ser la caída de la estructura, o aún peor, heridos o muertos. UTION Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. UTEL! Lleve equipo protectivo personal para los ojos, los pies, las manos y la cabeza cuando trabaje con trusses. STORGE & HNDLING The contractor is responsible for properly receiving, storing and handling the trusses at the jobsite. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. void lateral bending. Evite la flexión lateral. es may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8 (2.4 m) to 0 (3 m) on-center (o.c.) and cover bundles to prevent moisture gain but allow for ventilation. es pueden ser descargados directamente en el piso en el tiempo de la entrega o almacenados temporalmente en contacto con el piso después de la entrega. Para trusses almacenados por más de una semana, ponga bloqueando de altura suficiente debajo de la pila de trusses a 8 hasta 0 en el centro (o.c.) y cubra los paquetes para prevenir el aumento de humedad pero permita ventilación. 8' - 0' max. Keep trusses banded together until installation begins. Guarde los trusses atados juntos hasta que la instalación empiece. Las recomendaciones de restricción y arriostre provistas en este documento tratan los es de uerdas Paralelas (PT) fabricados con la caraancha de la madera orientada horizontalmente. Refiera al SI-2*** para las recomendaciones de restricción y arriostre para PT construido con la cara-ancha de la madera orientada verticalmente. Refiera al SI Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es*** para información más detallada sobre el manejo, instalación, restricción y arriostre de todos tipos de trusses y todas configuraciones. Los Dibujos del Diseño de pueden especificar las ubicaciones de restricción lateral permanente para miembros individuos del truss. Refiera al SI-3*** para más información. Todo del otro diseño de arriostre permanente es la responsabilidad del diseñador del edificio. UTION Use special care in windy conditions or near power lines and airports. UTEL! Utilice cuidado especial en días ventosos o cerca de cables eléctricos o de aeropuertos. Use proper rigging and hoisting equipment. Use equipo apropiado para levantar e improvisar. HOISTING REOMMENDTIONS FOR TRUSS UNDLES REOMENDIONES PR LEVNTR PQUETES DE TRUSSES DON T overload the crane or lift. NEVER use banding to lift a bundle. NO sobrecargue la grúa o ascensor. NUN use las ataduras para levantar un paquete. single lift point may be used for securely banded bundles of trusses up to 30 (3.7 m). Puede usar un solo lugar de levantar para paquetes firmamente atados juntos de trusses hasta 30 pies. anding, typ. Place truss bundles in a stable position. Puse paquetes de trusses en una posición estable. WRNING Do not over load supporting structure with truss bundle. DVERTENI! No sobrecargue la estructura soportante con el paquete de trusses. HOISTING REOMMENDTIONS FOR SINGLE TRUSSES REOMENDIONES PR LEVNTR TRUSSES INDIVIDULES Using a single pick at the mid-span can damage the truss. El uso de un solo lugar en el medio-tramo o para levantar puede hacer daño al truss. Tagline 60 or less pprox. ½ truss length Spreader bar ½ to ²/ ³ truss length TRUSSES UP TO 30' (9. m) Tagline TRUSSES UP TO 60' (8.3 m) Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing supports. Sostenga cada truss en posición con equipo de grúa hasta que la restricción lateral temporal de la cuerda superior esté instalado y el truss está sujetado a los soportes. REOMMENDTIONS FOR LIFTING SINGLE TRUSSES Y HND REOMMENDIONES PR LEVNTR TRUSSES INDIVIDULES POR L MNO es 20' (6. m) or less can be raised into position by lifting at or near the center. Los trusses de 20 o menos pueden ser levantados en lugar por levantando en o cerca del pico. es with spans less than or equal to 30' (9. m) should be raised into position by lifting at or near each end. es con tramos menos de o igual a 30 deben ser levantados en lugar por levantando en o cerca de cada extremo. INSTLLTION ND TEMPORRY RESTRINT & RING STNDRD END ERING DETILS OMMON INSTLLTION ERRORS Ribbon notch This truss is installed backwards and upside down. This truss is installed correctly. should be on top 6 Intended Ribbon notch bearing should be on top location Many truss manufacturers use supplemental tags such as the ones shown here to instruct and warn the contractor to correctly install the PT. Muchos fabricantes de trusses usan placas suplementarias, tal como las mostradas aquí, para instruir y advertir el contratista de como instalar el PT correctamente. DO NOT walk on unbraced es. NO camine en trusses sueltos. WRNING Lateral restraint and diagonal bracing of PT are very important. DVERTENI! La restricción lateral y el arriostre diagonal de PT son muy importantes. Use a minimum of 2x4 stress-graded lumber for lateral restraint and diagonal bracing and attach to each truss with a minimum of 2-0d (0.28x3 ) nails, unless otherwise specified. Utilice el mínimo de 2x4 madera graduada por esfuerzo para la restricción lateral y arriostre diagonal y sujetar a cada truss con un mínimo de 2-0d (0.28x3 ) clavos, a menos que es especificado de otro modo. STEPS TO SETTING TRUSSES ) Set first truss and attach securely to supporting structure. 2) Set next four trusses at end of bay, properly nailing the trusses at all bearing locations. Secure the ends of bottom chord bearing trusses with diagonal bracing, blocking or rim board as each truss is installed (see figures, in column to the right). 3) race the five-truss-assembly by attaching structural sheathing to the top chords or by adding 2x4 lateral restraint and diagonal bracing (see table and figures, in column to the right). 4) ontinue setting trusses, making sure to properly attach each truss at the bearing locations. 5) Restrain and brace the trusses as they are being installed by attaching structural sheathing, or rows of top chord lateral restraint at the spacing provided in the table in the column to the right with diagonal bracing to the top chord (and end vertical web if bottom chord bearing truss) at intervals of no more than 30 (9. m) along the run of trusses. Toe-in UTION Seek help if lifting by hand as trusses can be heavy and awkward. UTEL! Pide ayuda si levantando a mano porque los trusses pueden ser pesados y difíciles. Toe-in Make sure bottom chord bearing PT are installed with the correct side up and in the correct orientation. Refer to the Design Drawing. segure que los PT para el soporte de la cuerda inferior son instalados con el lado correcto hacia arriba y en la orientación correcta. Refiera al Dibujo del Diseño de. PSOS PR INSTLR LOS TRUSSES ) oloque el primer truss y sujetarlo seguramente a la estructura soportante. 2) oloque los próximos cuatro trusses al extremo del espacio, clavando apropiadamente los trusses en todos lugares de cojinetes. segure los extremos de los trusses soportantes de la cuerda inferior con el arriostre diagonal, el bloqueando o la tabla de borde cuando cada truss está instalado (vea las figuras en la próxima columna). 3) rriostre este ensamblaje de cinco trusses por sujetar el entablado estructural a las cuerdas superiores o por añadir 2x4 restricción lateral y arriostre diagonal (vea las tablas y figures en la próxima columna). 4) ontinué la colocación de los trusses, y asegure de sujetar apropiadamente cada truss en las ubicaciones de cojinetes. 5) Restringe y arriostre los trusses mientras ellos son instalados por sujetar el entablado estructural, o filas de restricción lateral de la cuerda superior al espaciamiento provisto en la tabla en la próxima columna con arriostre diagonal a la cuerda superior (y el miembro secundario vertical del extremo, si es un truss soportante de la cuerda inferior) en intervalos de no más de 30 al lado de la línea de trusses. Maximum Spacing for Top hord Temporary Lateral Restraint (TTLR) hord Size TTLR Spacing Permanently restrain and brace the top chords of the PT with properly sized and attached structural sheathing. Restringe y arriostre permanentemente las cuerdas superiores del PT con el entablado estructural sujetado del tamaño apropiado. Permanently restrain and brace the bottom chords of the PT with directly applied gypsum panel ceiling or with rows of lateral restraint installed at 0 on-center along the truss span and diagonal bracing installed at no more than 20 intervals along the run of trusses, unless otherwise specified. Restringe y arriostre permanentemente las cuerdas inferiores del PT con techo de panel de yeso aplicado directamente o con filas de restricción lateral instalado a 0 en-centro al lado del tramo de truss y arriostre diagonal instalado en no más de intervalos de 20 al lado de la línea de trusses, a menos que especificado de otro modo. Install structural sheathing, ribbon board with structural sheathing, blocking panels, or rim board (see figures above) at the bearing locations of bottom chord bearing PT as specified by the building designer to transfer lateral diaphragm forces to the shearwalls. Instale el entablado estructural, tabla de listón con entablado estructural, paneles de bloqueando, o tabla de borde (vea las figuras más arriba) en los lugares de cojinetes del truss soportante de la cuerda inferior como especificado por el diseñador del edificio para transferir las fuerzas laterales de diafragma a los paredes portantes. Install solid blocking directly beneath load bearing columns to maintain load path through floor to support below. Instale el bloquendo sólido al truss directamente debajo las columnas soportantes arribas para mantener un sendero de carga por el piso para soportar abajo. STRONGKING 3 x 2 0 on-center** 4 x 2 5 on-center** Strongbacking enhances truss performance by limiting differential deflection between adjacent trusses and reducing vibration. Use the following guidelines when installing strongbacking: Use a minimum of 2x6 (nominal) lumber oriented with the wide-face vertical. Space rows of strongbacking at no more than 0 on-center. ttach strongbacking to each truss. ttach to vertical webs or scabs with a minimum of three (3) 0d (0.3x3.0 ) nails. ONSTRUTION LODING DO NOT proceed with construction until all lateral restraint and diagonal bracing is securely and properly in place. NO procede con la construcción hasta que toda la restricción lateral y arriostre diagonal es seguramente y apropiadamente en lugar. DO NOT exceed maximum stack heights in table at right. NO exceda las alturas máximas de montón en la tabla a la derecha. NEVER overload small groups or single trusses. NUN sobrecargue grupos pequeños o trusses individuales. DO NOT lean stacks of materials against walls. NO permite que montones de materiales se apoyen en las paredes. HOJ RESUMEN DE L GUÍ DE UEN PRÁTI PR EL MNEJO, INSTLIÓN Y RRIOSTRE DE LOS TRUSSES DE UERDS PRLELS DE 3X2 Y 4X2 0' or 5'** pply Diagonal race to vertical webs at end of cantilever and at interior and exterior bearing locations ll Lateral Restraint lapped at least two es. Diagonal racing Repeat Diagonal racing every 5 spaces (30' max.) End diagonal brace. See and figures below. Repeat every 5 truss spaces (30' max.) End diagonal braces, with TTLR or ribbon (band) board, blocking panels, or Rim board (see Figures below) are examples of framing components that provide stability to bottom chord bearing PT during installation. Install one of these types of components at both ends of the truss system and repeat every fifteen truss spaces (30 maximum) as shown above. Los diagonales extremos, con TTLR o tabla de listón (banda), paneles de bloquear, o tabla de borde (vea figuras abajo) son ejemplos de componentes de arriostramiento que proveen estabilidad a los PTs soportantes de la cuerda inferior durante la instalación. Instale uno de estos tipos de componentes en ambos extremos del sistema de truss y repite cada 5 espacios de truss (30 máximo), como mostrado más arriba. TTLR with Diagonal race Ribbon board with Diagonal race PERMNENT RESTRINT & RING locking panel Rim board LLETE DE "STRONG- KiNG" REOMENDD Maximum Stack Height for Material on es Material Gypsum oard Plywood or OS sphalt Shingles 7 Strongbacking aumenta el desempeño de los trusses por limitar el desvío diferencial entre trusses contiguos y reducir la vibración. Utilice las siguientes pautas para instalar strongbacking: Use madera de 2x6 mínimo (nominal) orientada con la cara-ancha vertical. Espacie las filas de strongbacking en no más de 0 en centro. Sujete el strongbacking a cada truss. Sujete a los miembros verticales o costras con un mínimo de tres (3) 0d (0.3x3.0 ) clavos. ttach the ends of each row of strongbacking to a wall or other secure end restraint. Maintain continuity of each row of strongbacking as much as possible. If required to be cut, removed, or modified, continuity with the adjoining floor sections must be maintained as determined by the designer specifying the strongbacking. Sujete los extremos de cada fila de strongbacking a una pared u otra restricción de extremo segura. Mantenga la continuidad de cada fila de strongbacking tanto como sea posible. Si requiere que ser cortado, quitado o modificado, tiene que mantener la continuidad en las secciones contiguos del piso como fue determinado por el diseñador que especifiqué el strongbacking. Refer to hapter 7 of SI***, and finish flooring specifications for additional information concerning strongbacking installed to control deflection and vibration. Refiera al apítulo 7 de SI***, y termina las especificaciones del piso para información adicional con respecto a strongbacking instalado para controlar el desvío y la vibración. Many truss manufacturers include a supplemental tag to further assist the STRONGKiNG REOMMENDED contractor in correctly installing strongbacking. Muchos fabricantes de trusses incluyen una placa suplementaria para asistir más el contratista en la instalación correcta de strongbacking. Height 2" (305 mm) 6" (406 mm) 2 bundles oncrete lock 8" (203 mm) lay Tile 3-4 tiles high DON T drop loads of any material on trusses. NO deje caer cargas de ningunos materiales en los trusses. Position load over as many trusses as possible with longest dimension of material perpendicular to es. oloque la carga sobre tantos trusses como sea posible con la dimensión más larga perpendicular a los trusses. Place material next to outside Load bearing wall or directly over interior bearing wall. oloque el material al lado de la pared soportante de cargas exterior o directamente sobre la pared soportante interior. Refer to SI-4*** for more information about construction loading. Refiera al SI-4*** para más información sobre cargas de construcción. LTERTIONS DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the Design Drawing. NO corte, altere o perfore ningún miembro estructural de un truss a menos que esté específicamente permitido en el Dibujo del Diseño de. es that have been overloaded during construction or altered without the Manufacturer s prior approval will render the Manufacturer s limited warranty null and void. es que se han sido sobrecargados durante la construcción o han sido alterados sin la autorización previa del Fabricante de, pueden hacer nulo y sin efecto la garantía limitada del Fabricante de es. Refer also to SI-5*** Damage, Jobsite Modifications & Installation Errors. También refiera al SI-5*** Daño a los es, Modificaciones en la Obra y Errores de Instalación. SPEIL ONDITIONS ttachment of residential decks to trusses requires the use of a standard detail provided by the truss manufacturer or by a registered design professional. n alternative is to use a free standing deck. La sujeción de terrazas residenciales a los trusses requiere el use de un detalle estándar provisto por el fabricante de truss o un profesional registrado de diseño. El uso de una terraza independiente es un alternativo. Refer to the WT Technical Note ttachment of Residential Decks to Wood Floor Systems for special blocking details and attachment requirements ( Refiera al WT Technical Note ttachment of Residential Decks to Wood Floor Systems para detalles especiales de bloquear y requisitos de sujetar. ( DO NOT attach the deck ledger to 2x_ ribbon board unless a special detail has been provided by the truss designer or building designer. NO sujete la saliente de la terraza a borde de listón de 2x a menos que un detalle especial ha sido provisto por el diseñador del truss o el diseñador del edificio. *** ontact the omponent Manufacturer for more information or consult a Registered Design Professional for assistance. 7PT30408 PLTE HERE wtca representing the structural building components industry & truss plate institute copyright all rights reserved sbr opyright 203 Structural uilding omponents ssociation and Plate Institute. ll rights reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of merica.

112 FLL PROTETION & TRUSSES Fall Protection & es Protección de aída y es Regulations on fall protection and erection/installation of trusses in residential construction are contained in OSH s Fall Protection, 29 FR 926 Subpart M(the ). Section (b)(3) of the states in part: Each employee engaged in residential construction activities 6 feet or more above lower levels shall be protected by guardrail systems, scaffolding, a safety net system or a personal fall arrest system. Las regulaciones sobre protección contra caídas y levantamiento/instalación de entramados en construcción residencial vienen contenidos en la Regulación de Protección contra aídas de OSH, 29 FR 926 Subparte M (el Estándar). La sección (b)(3) de la regulación establece en parte: ada empleado que participe en actividades de construcción residencial a 6 pies o más por encima de niveles inferiores deberán estar protegidos por sistemas de rampas de protección, andamiaje, un sistema de red de seguridad o un sistema de protección personal para detención de caídas. S has created an alternate fall protection plan template, complete with links throughout the document to the applicable steps to follow in its online step-by-step approach to erecting an initial truss system under OSH s fall protection requirements. Visit TRUSS SYSTEMS SISTEMS DE ENTRMDO DNGER ny part of an inadequately braced or sheathed roof or floor truss system used as an anchorage point for any type of personal fall arrest system is dangerous and will increase the risk of serious injury or death. Refer to SI-* and SI-2 for recommendations on proper bracing of trusses. onsulte SI-* y SI-2* sobre recomendaciones del apuntalamiento correcto de los entramados. PELIGRO! ualquier pieza de un sistema de entramado de techo o el piso apuntalado o forrado de forma inadecuada que se utilice como punto de anclaje para cualquier tipo de sistema de protección personal para detención de caídas es peligroso y aumentará el riesgo de lesiones personales de gravedad o la muerte. Refer to SI-* for recommendations on proper hoisting of trusses. onsulte SI-* sobre recomendaciones para levantar correcto de los entramados. WRNING Roof and floor trusses that are not properly braced per SI or sheathed are not able to resist lateral impact loads associated with falls. falling worker attached to an inadequately braced set of trusses could cause all the previously set trusses to collapse in a domino effect. DVERTENI! Los entramados de techo y piso que no están correctamente apuntalados según SI o forrados no pueden resistir cargas de impacto lateral asociadas con caídas. Un trabajador que sufra una caída y que esté acoplado a un conjunto de entramados que no estén apuntalados adecuadamente podría provocar que los entramados fijados previamente se colapsen con un efecto dominó. DNGER Do not walk on unbraced trusses. PELIGRO! No camine sobre entramados no apuntalados. DNGER Do not stand on overhangs until Structural Sheathing has been applied to the and overhangs. PELIGRO! No se pare en el braguero voladizos hasta revestimiento estructural se ha aplicado a la armadura y voladizos. Fall SI- SUMMRY SHEET

113 FLL PROTETION & TRUSSES EVLUIÓN DE PELIGROS DE TRJOS EN SI- TIOS ESPEÍFIOS La protección contra caídas y las medidas de seguridad son específicas para cada sitio de trabajo o edificio. El método apropiado para la protección contra caídas deberá determinarse siguiendo una evaluación de peligros en el trabajo (JH) específicos, realizados por una persona que esté calificada () que pueda diseñar, instalar y utilizar sistemas de protección para caídas, y que esté autorizada para corregir cualquier problema. La JH tiene el propósito de ayudar en la detección de riesgos e identificar la forma menos peligrosa para instalar entramados para un trabajo en particular. Los peligros sobre de caídas identificados en la JH serán tratados con métodos convencionales cuando sea posible como, por ejemplo: rampas de protección, andamiaje, redes de seguridad, sistema de protección personal para detención de caídas o plataformas de agarre. Los empleados deberán considerar si es seguro diseñar e instalar una plataforma/sistema de trabajo seguro alrededor de un peligro. WRNING ll fall protection solutions come with their own inherent hazards during use. DNGER Do not walk on trusses or gable end frames lying flat, they do not have the structural strength to support a worker safely while oriented flat. PELIGRO! No camine sobre entramados ni estructuras de muro piñón dispuestos horizontalmente ya que no poseen la resistencia estructural para poder soportar a un trabajador con seguridad con orientación horizontal. DVERTENI! Todas las soluciones de protección contra caídas vienen con sus propios peligros durante el uso UTION ddressing fall protection hazards may be obvious, but other hazards must also be considered when choosing the appropriate site-specific fall protection systems. This includes:. electrical hazards, including power lines; 2. projectile hazards while using pneumatic nail guns; 3. tripping hazards from cords and bracing materials; and, 4. lower level hazards, such as wall bracing, which some fall protection systems do not protect against. UIÓN! La solución de peligros para la protección contra caídas puede ser obvia, pero deberán considerarse otros peligros al al elegir los sistemas de protección contra caídas apropiados para un sitio específico. Esto incluye: SITE-SPEIFI JO HZRD SSESSMENT Fall protection and safety measures are jobsite and building specific. The appropriate fall protection method must be determined through a site-specific job hazard assessment (JH) conducted by a qualified person () who can design, install, and use fall protection systems and is authorized to correct any problems. The JH is intended to assist in identifying risks and identify the least hazardous way to install trusses for a particular job. Fall hazards identified in the JH shall be addressed with conventional methods whenever possible, including: guardrails, scaffolding, safety nets, personal fall arrest systems or catch platforms.. peligros de carácter eléctrico, como líneas de conducción eléctrica; 2. peligros de objetos lanzados violentamente por el uso de engrapadoras neumáticas tipo pistola; 3. peligros de tropiezos por cables y materiales de apunta lamiento; y, 4. peligros de niveles bajos, como un apuntalamiento de pared, contra lo que no protegen los sistemas de protección contra caídas. Employers must consider whether it is safer to design and install a safe work platform/system around a hazard. SI- SUMMRY SHEET

114 FLL PROTETION & TRUSSES FLL PROTETION EQUIPMENT INSTLLTION INSTLIÓN DE EQUIPO DE PROTEIÓN ONTR ÍDS DNGER Individual trusses alone are NOT designed to SUP- PORT fall protection equipment. The ontractor is responsible for the construction means, methods, techniques, sequences, procedures, programs, and safety in connection with the receipt, storage, handling, installation, restraining, and bracing of trusses. PELIGRO! Los entramados individuales por sí solos NO están diseñados para SOPORTR equipo de protección contra caídas. El contratista será responsable de los medios de construcción, los métodos, las técnicas, las secuencias, los procedimientos, los programas y la seguridad en lo que se refiere a recepción, almacenamiento, manejo, instalación, restricción y apuntalamiento de entramados Guard Rails Rampas de protección Use of guard rails along the perimeter of the work area as a fall arrest system is permitted, but installation and use must adhere to the requirements in 29 FR Se permite el uso de rampas de protección a lo largo del perímetro del área de trabajo como sistema para detención de caídas, pero la instalación y el uso deberán adherirse a los requisitos de la regulación que se encuentran en 29 FR Refer to NSI/SSE Z , Minimum Requirements for a omprehensive Managed Fall Protection Program, for guidance in meeting minimum fall protection equipment installation and use requirements. This standard refers to equipment only, and does not apply to the underlying structure to which the equipment is attached.(2) onsulte NSI/SSE Z , Minimum Requirements for a omprehensive Managed Fall Protection Program (Requisitos mínimos para un programa completo de protección contra caídas) si desea información para el cumplimiento de los requisitos mínimos para la instalación y uso de equipo de protección contra caídas. Esta norma se refiere a equipo solamente, y no es aplicable a la estructura subyacente a la que esté acoplado el equipo.(2) UTION While the equipment itself may resist the forces generated by a falling worker, it is up to a qualified person to determine whether the building s structural system to which the fall protection equipment is attached meets or exceeds this standard as well. UIÓN! unque el equipo por sí mismo puede resistir las fuerzas generadas por la caída de un trabajador, es responsabilidad de una persona calificada determinar si el sistema estructural del edificio al que se acopla el equipo de protección contra caídas cumple o supera está regulación también. Scaffolding ndamiaje Use of interior or exterior scaffolding as a fall arrest system is permitted, but installation and use must adhere to the requirements in 29 FR Está permitido el uso de andamiaje interior o exterior como sistema para detención de caídas, pero la instalación y el uso deberá adherirse a los requisitos regulatorios descritos en 29 FR Roof Peak nchors nclajes de tejado WRNING ompletely brace, per SI-* and SI-2* or sheath trusses, before installing a roof anchor for use as personal fall restraint system. Installation and use must adhere to the requirements in 29 FR DVERTENI! puntale completamente, según SI-* y SI-2* o forre los entramados, antes de instalar un anclaje de tejado para su uso como sistema personal de restricción de caídas. La instalación y el uso deberá adherirse a los requisitos regulatorios que se indican en 29 FR WRNING It is always safest to sheath a section (e.g. 3 or more trusses) of the roof system before installing a roof anchor for use as a personal fall restraint system. Installation and use must adhere to the requirements in 29 FR DVERTENI! Siempre es más seguro forrar una sección (por ejemplo, 3 o más entramados) del sistema de tejado antes de instalar un anclaje de tejado para uso como sistema personal de restricción de caídas. La instalación y el uso deberá adherirse a los requisitos regulatorios que se indican en 29 FR SI- SUMMRY SHEET

115 FLL PROTETION & TRUSSES LTERNTIVE FLL PROTETION PLNS PLNES LTERNTIVOS DE PROTEIÓN ONTR ÍDS fter conducting a JH, if the qualified person is able to demonstrate that conventional fall protection measures are infeasible (3) or present a greater hazard (4) to a particular worker or the entire crew, an employer may implement a written alternative fall protection plan in compliance with residential construction fall protection under 29 FR (b)(3). Después de realizar una evaluación JH, si la persona calificada es capaz de demostrar que las medidas convencionales de protección contra caídas son irrealizables (3) o presentan un mayor peligro (4) para un trabajador en particular o la cuadrilla entera, un empleador puede implementar un plan de protección contra caídas alternativo por escrito en cumplimiento con 29 FR (b)(3) para protección contra caídas en construcción residencial. The fall protection plan s alternative measures must apply to sufficiently trained and experienced workers(5), and the plan must meet the requirements of 29 FR (k) and be site-specific. The use of alternative measures shall be used in conjunction with conventional fall protection systems (6), and the use of alternative methods shall be as limited as possible. Las medidas alternativas del plan de protección contra caídas deberán aplicarse a trabajadores suficientemente capacitados y experimentados(5), y el plan deberá cumplir los requisitos de 29 FR (k) y ser específicas para cada sitio. El uso de medidas alternativas se utilizará en conjunción con sistemas de protección contra caídas (6), y el uso de métodos alternativos será lo más limitado posible. Ground ssembly Montaje en el terreno Pre-assemble a truss system on the ground. Fully laterally restrain and diagonally brace, per SI-* and SI-2,* the bottom chord and web member planes.ompletely brace, per SI-* and SI- 2,* or sheath the top chord plane, for adequate stability. Lift and set in place. This pre-assembled section may then be used as an attachment point for personal fall restraint anchorage. Realice el montaje previo de un sistema de entramado en el terreno. Restrinja lateralmente por completo y apuntale diagonalmente la cuerda inferior y los planos de la pieza de enrejado según SI-* y SI-2.* puntale completamente, según SI-* y SI-2,* o forre el plano de la cuerda superior, para conseguir la estabilidad adecuada. lce y establezca en su lugar. Esta sección previamente montada puede utilizarse entonces como un punto de acoplamiento para anclaje de restricción personal contra caídas. DEFINITIONS () Under 29 FR (a)(2), a qualified person is one who should have knowledge, and be able to provide training to others, in the following areas: the nature of fall hazards in the work area; the correct procedures for erecting, maintaining, disassembling, and inspecting the fall protection systems to be used; the use and operation of guardrail systems, personal fall arrest systems, safety net systems, warning line systems, safety monitoring systems, controlled access zones, and other protection to be used; the role of each employee in the safety monitoring system when this system is used; the limitations on the use of mechanical equipment during the performance of roofing work on low-sloped roofs; the correct procedures for the handling and storage of equipment and materials and the erection of overhead protection; and, the role of employees in fall protection plans. (2) ommentary E of NSI/SSE Z states, The impact of fall forces on beams, columns and their supports other than anchorages are not addressed by this standard. (3) Under 29 FR (b), infeasible means that it is impossible to perform the construction work using a conventional fall protection system (i.e., guardrail system, safety net system, or personal fall arrest system) or that it is technologically impossible to use any one of these systems to provide fall protection. (4) 29 FR (b)(2)(i) states, there is a presumption that it is feasible and will not create a greater hazard to implement at least one of the [listed] fall protection systems. ccordingly, the employer has the burden of establishing that it is appropriate to implement a fall protection plan which complies with (k) for a particular workplace situation, in lieu of implementing any of those systems. (5) 29 FR (a)() states, the employer program shall enable each employee to recognize the hazards of falling and shall train each employee in the procedures to be followed in order to minimize these hazards. (6) Under 29 FR (b), conventional fall protection systems are: guardrail system, safety net system, or personal fall arrest system. DEFINIIONES () ajo 29 FR (a)(2), una persona calificada es aquella que debe tener conocimientos y aptitud para proporcionar capacitación a otros, en las áreas siguientes: la naturaleza de los peligros de caída en el área de trabajo; los procedimientos correctos para levantar, mantener, desmontar e inspeccionar los sistemas de protección contra caídas a utilizarse; el uso y la operación de sistemas de rampas de protección, sistemas personales para detención de caídas, sistemas de redes de seguridad, sistemas de líneas de advertencias, sistemas de monitoreo de seguridad, zonas de acceso controlado y otra protección a utilizarse; la función de cada empleado en el sistema de monitoreo de seguridad cuando se utilice este sistema; las limitaciones sobre el uso de equipos mecánicos durante la realización de trabajo en tejados de baja pendiente; los procedimientos correctos para el manejo y almacenamiento de equipo y materiales, y la construcción de protección superior; y la función de los empleados en planes de protección contra caídas. (2) El comentario E de NSI/SSE Z establece, El impacto de las fuerzas de caída sobre vigas, columnas y sus soportes que no sean anclajes no se tratan en esta norma. (3) Según 29 FR (b), irrealizable significa que es imposible llevar a cabo el trabajo de construcción usando un sistema convencional de protección contra caídas (por ejemplo, sistemas de rampas de protección, sistema de red de seguridad o sistema de protección personal para detención de caídas), o que es tecnológicamente imposible usar cualquiera de estos sistemas para proporcionar protección contra caídas. (4) 29 FR (b)(2)(i) establece que, hay una suposición de que es realizable y que no se creará un peligro mayor al implementar al menos uno de los sistemas de protección contra caídas [indicados]. Por consiguiente, el empleador tiene la responsabilidad de establecer que es apropiado implementar un plan de protección contra caídas que se adhiera a (k) para una situación particular en el lugar de trabajo, en lugar de implementar cualquiera de esos sistemas. (5) 29 FR (a)() establece que el programa del empleador permitirá a cada empleado poder reconocer los peligros de caídas y capacitará a cada empleado en los procedimientos a seguir para minimizar estos peligros. (6) Según 29 FR (b), los sistemas convencionales de protección contra caídas son: sistema de rampas de protección, sistema de red de seguridad o sistema de protección personal para detención de caídas. *ontact the component manufacturer for more information or consult a Professional Engineer for assistance. To view a non-printing PDF of this document, visit Enterprise Lane Madison, WI / This document summarizes the information provided in Section of the 20 Edition of uilding omponent Safety Information SI - Guide to Good Practice for Handling, Installing, Restraining & racing of Metal Plate onnected Wood es. opyright Structural uilding omponents ssociation and Plate Institute. ll Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of merica. TRUSS PLTE INSTITUTE 28 North Lee Street, Ste. 32 lexandria, V / SI- SUMMRY SHEET