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APPROVED BLD RESUB2 BLD2023-0533+Structural_PLAN &Calculations+1.10.2024_10.49.58_AM+3992420
STRUCTURAL PLANS AND DESIGN NOTES GENERAL INFO 1.Construction to conform to 2018 IRC prescriptive construction. FLOORS 2. R301.2.2 - design deadloads to equal 15 PSF for roof ceiling and 10 PSF for floors. 1. Wood I -joist to be designed by manufacturer to meet or exceed R502.1.2. Live loads for roof of 25 PSF and 40 PSF for floors. 2. R502.8.2 - All cutting, drilling, or notching to be in accordance with manufacturer's allowable criteria. 3. R301.7 - Minimum deflection not to exceed L/180 for roof and L/360 for floors. 3. R 503.2 - Use 3/4" 48/24 OSB sheathing or better for subfloor underlayment. 4. R602.2 - wall framing studs to be no less than stud -grade, No. 3, or standard. 5. R602.3.2 - All wood walls to be capped with overlapping double top plates. FOUNDATION/CRAWL SPACE 6. 10 R602... 3 - braced wall lines not to exceed 25' o.c. Min braced wall length of 48"1 1. R403.1.3.1 - if not using monolithic stem wall and spread footing, provide #4 rebar at 48" o.c. using 7/16" OSB nailed 6" oc at the edges and 12" oc in the field. 2. R403.1.3.1 - use one horiz bar within 12" of top of stem wall and 1 CAD 3-4" from bottom of footing. 7. R602.10.4.4 - support all vertical panel joints with added framing or blocking. 3. R404.1.6 - provide min clearance of 6" to bottom of framing and/or siding. 8. R602.10.5 - minimum braced panel length of 48' required for 10' max wall height. 4. R404.1.4.2 - stem wall thickness of 6" permitted as long as stem wall does not exceed 4'6" tall. 9. R602.10.6.1 - braced wall panel hold down requires min 1800 pound capacity. 5. R403.1.4 - minimum 12" footing depth required for frost protection. 10. R602.11.1 - provide 3x3 plate washers at all j-bolt to sill plate connections at foundation. 6. R408.1 - 6 mil black poly required over ground in crawlspace. All seems to overlap 6". 11. R703.1.1 - Install weather barrier on all exterior walls per mfgr specs. Seal all window and 7. R 408.2 - provide minimum of 1 sq ft per 300 sq ft venting of crawl if not using continuous Joto vent. door jambs and thresholds as well as flash above all window and door trims with 8. R408.4 - provide minimum crawl space access of not less than 18x24. corrosion -resistant flashing per R703.4. 9. R408.5 - remove all vegetation, organic, and/or construction debris from inside crawl space. PROPOSED 2 - STHD 10-RJ 48" from corner FOUNDATION 16' STHD10-RJ - 48" sp STHD10-RJ - 48" sp, ------- I N I - - - - - - - I I L__J I cing I I All exposed I earth to be I covered with 6'-6" I minumum 4 mil poly. I I I E I L__J I I I �_SeE 0 I 6' -6" Minis PT I at F L_J I I for E 6'-6" acing I I I I I I I I I I FLOOR LAYOUT �h 48" SW Crawl access to existing house. -STHD10-RJ - 48" spacing x16x16 concrete footings or posts - typ. DESIGN INFORMATION SUMMARY All construction to meet IRC2018 Building Code Floor Live Load: 40 psf Floor Dead Load: 15 psf Roof Live Load: 25 psf Roof Dead Load: 15 psf Wind Exposure B Wind Speed: 85 mph Seismic Zone: D1 residential ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE ROOF 1. Rood truss manufacturer to provide design and plans to comply with all of section R802.10. 2. R802.11 - provide Simpson SDWC 6" truss screw or equal at all truss -to -plate connections. 3. R803.2 - Roof sheathing to be 7/16 OSB or better with max truss spacing of 24" oc. 4. R806.2 - provide minimum roof ventilation of 1 /150 of the roof area. 5. R806.3 - Provide minimum of 1" clearance between roof sheathing and insulation. 6. R807.1 - provide attic acces of not less than 22 x 30. WASHINGTON ENERGY CODE 1. Construction to meet 2018 WSEC construction requirements forr addition under 550 sq ft.. 2. R Value requirements listed on construction cross section. 3. U Values for door and window listed on floor plan. 4. Energy credit option 3.1 (High Efficciency HVAC) and option 5.2 (Efficient Water heating) to be used to obtain 1.5 credits for construction. Existing system to be upgraded to accomodate WSEC requirements. 5. See attached 2018 WSEC worksheet for exact details. Continuous Ridge or equivalent venting ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ............................... J ' The following documentation shall be available on g � 25 Year ashpalt shingles installed over site for the building inspector: 1/2" plywood sheathing per manufacturer specs. ------------------------------------------------ Connect new stem walls to existing; install #4-1/2"x12" rebar stubs epoxied 5" horizontally into existing concrete at 12" o.c., typ. Concrete stem wall on 6x12 footings. cross section for rebar and j-bolt details. num ABU44Z Post base at all concrete to lost connections and PCZ4 ZMAX ost to beam connnections, typ. :x5.5':'Joto vent under perimeter mudsills foundation venting. -STHD10-RJ - 48" spacing Dropped 3.5" x 5.5" Verslam Beam - max clear span 6'-6". Mid -span I -joist blocking above. 48" SW � W CO I o � A IV I `o' U) 00 00 V) 00 1-5" BC V 48" ShearN See Crosss Nail STHD1 Provide dol 00 III III III III III III III III III _ III III 24x36 Crawl Access ITS2.06/9.5 Simpson I -joist Hangers, typ. ................................................ Ursa -rim Rim Board closure alls at perimeter corners. ection for nailing details. -RJ straps per mfgr, typ. Ible studs at each strap. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT 7/16" OSB or 1/2" CDX Plywood 8d Nails ® 6" o.c. perimeter and 12" o.c. field 2x6x116-5/8" DF/HF #2 Studs at 16" o.c.- trim stud heights to match existing hip height. Min. 1-1/4" LVL Rim 1.5" x 6" x 36" Joto vent continuous perimeter foundation venting 6" stem wall on 6" x 12" footing - typ.- with 24" clearance to underside of I-joi Maintain 6" of ground clearance from wood framing around building perimet, Min 4" perimeter drain tied into gutter downspouts with filter sock required by contractor. Scale: NTS R49 Blown Insulation; Maintain 1" airflow at eaves. Simpson SDWC 6" rafter screw installed through double top plate into each truss for tie -down. R21 butt insulation or equal. 1/2" Drywall Continuous R-30 Insulation __---3/4" OSB Underlayment Glued and Screwed to Joist 9-1/2" BC15000 I -Joist 16"o.c., typ. 1/2" x 12" anchor bolts max 6' o.c. with 4" of thread exposed above finished concrete stem wall. Horizontal #4 - 1/2" rebar continuous located max 12" from top of stem Vertical #4 - 1/2" hooked rebar - min 48" o.c. if not using monolithic pour. Minimum Emil poly Vapor barrier over exposed dirt and overlapped over concrete. ntal #4 - 1/2" rebar continuous located 3-4" from bottom of footing. BLD2023-0553 Cassandra (Rodriguez) Jacobs 7709 200th St SW RESUB Parcel# 27041900103700 Jan 102024 CITY OF EDMONDS CD 0 Edmonds, WA 98026 DEVELOPMENT DEPARTMENRVICES SCALE 1/4 " = 1' P 1/15 TSE EflgII7 e eT117g Re: J 1153873 Stoneway Roofing Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: I14983934 thruIl4983942 My license renewal date for the state of Washington is August 20, 2024. January 6,2024 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. P 2/15 Job Truss Truss Type Oty Ply Stoneway Roofing 114983934 A 153873 A01 California Girder 1 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, -1-6-0 1-6-0 rn u� C? r; N O LO V V 99 N N N M� O Scale = 1:36.9 4x6 = Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:49 ID: RMASCsBOsBxnn2 W VLygwVGyCHZI-RfC?PsB7OHg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f 5-10-15 6- -O 8-0-0 10-0-0 1 5-10-15 0_ _1 2-0-0 1 2-0-0 1 12 6x8 o 1.5x4 n 6x8 0 1.5x4 n 3x8 = 1.5x4 n 16-0-0 17-6-0 5-10-15 1-6-0 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 5-5-0 8-0-0 10-7-0 16-0-0 5-5-0 2-7-0 2-7-0 5-5-0 4x6 = Plate Offsets (X, Y): [2:0-1-6,Edge], [3:0-4-0,0-2-8], [5:0-4-0,0-2-8], [6:0-1-6,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.23 9 >833 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.32 9 >605 240 TCDL 8.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.07 6 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 60 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 3-5:2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-8-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. REACTIONS (lb/size) 2=1612/0-5-8, 6=1612/0-5-8 Max Horiz 2=25 (LC 10) Max Uplift 2=-252 (LC 6), 6=-252 (LC 7) Max Grav 2=1727 (LC 33), 6=1727 (LC 35) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4331/605, 3-17=-4522/667, 4-17=-4522/667, 4-18=-4522/667, 5-18=-4522/667, 5-6=-4331/606 BOT CHORD 2-19=-552/4088, 19-20=-552/4088, 10-20=-552/4088, 10-21 =-557/4075, 9-21=-557/4075, 9-22=-532/4075, 8-22=-532/4075, 8-23=-527/4088, 23-24=-527/4088, 6-24=-527/4088 WEBS 3-10=0/261, 3-9=-122/707, 4-9=-637/146, 5-9=-122/707. 5-8=0/261 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 2 and 252 lb uplift at joint 6. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 11-11-4 to connect truss(es) to back face of bottom chord. 12) Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 13-11-4 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 697 lb down and 148 lb up at 5-11-12, and 268 lb down and 65 lb up at 8-0-0, and 697 lb down and 148 lb up at 10-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 3-5=-66, 5-7=-66, 11-14=-14 Concentrated Loads (lb) Vert: 9=-67 (B), 4=-203, 17=-598, 18=-598, 19=-50 (B), 20=-29 (B), 21=-62 (B), 22=-62 (B), 23=-29 (B), 24=-50(B) January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCC•. INC. 3 15 Job Truss Truss Type Oty Ply Stoneway Roofing 114983935 A 153873 A02 Common 7 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, -1-6-0 1-6-0 u� A N LO CD Scale = 1:35.6 3x6 = Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:52 ID:g5Dr5xlfky4VMRiENLL1 N9yCHZ9-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 8-0-0 16-0-0 8-0-0 8-0-0 4x6 = 12 1.5x4 a 8-0-0 16-0-0 8-0-0 8-0-0 3x6 = 17-6-0 1-6-0 Plate Offsets (X, Y): [2:0-3-0,Edge], [3:0-3-0,0-2-8], [4:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.25 6-9 >782 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.34 6-9 >570 240 TCDL 8.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.03 4 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 2=739/0-5-8, 4=739/0-5-8 Max Horiz 2=36 (LC 12) Max Uplift 2=-149 (LC 8), 4=-149 (LC 9) Max Grav 2=823 (LC 19), 4=823 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1210/316, 13-14=-1193/317, 14-15=-1192/328, 3-15=-1112/338, 3-16=-1 1 12/338,16-17=-1192/328, 17-18=-1193/317, 4-18=-1210/316 BOT CHORD 2-6=-224/1073, 4-6=-224/1073 WEBS 3-6=0/306 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 5-0-0, Exterior(2R) 5-0-0 to 11-0-0, Interior (1) 11-0-0 to 14-6-0, Exterior(2E) 14-6-0 to 17-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 2 and 149 lb uplift at joint 4. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO. INC. Job Truss Truss Type Oty Ply Stoneway Roofing 114983936 A 153873 J22 Jack -Open 2 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:52 ID:Vz2hnA9mKah3XIN7EXeSQryCHZK-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -1-6-0 1-10-15 2Pi0 1-6-0 1-10-15 0-1-1 12 4 F- 3 rn 2 � o c� 1 0 4 3x4 = 2-0-0 Scale = 1:21.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) 0.00 7 >999 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=214/0-5-8, 3=30/ Mechanical, 4=7/ Mechanical Max Horiz 2=39 (LC 8) Max Uplift 2=-66 (LC 8), 3=-13 (LC 12), 4=-5 (LC 18) Max Grav 2=293 (LC 19), 3=41 (LC 19), 4=24 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2, 5 lb uplift at joint 4 and 13 lb uplift at joint 3. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO. INC. Job Truss Truss Type Oty Ply Stoneway Roofing 114983937 A 153873 J24 Jack -Open 2 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, MIN Scale = 1:20.1 -1-6-0 1-6-0 Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:52 ID:Vz2hnA9mKah3XIN7EXeSQryCHZK-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 2x4 = 2-0-0 3-10-15 2-0-0 1-10-15 .12 2-0-0 rn Plate Offsets (X, Y): [2:0-0-2,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.01 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=236/0-5-8, 3=83/ Mechanical, 4=61/ Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-67 (LC 8), 3=-36 (LC 12), 4=-20 (LC 12) Max Grav 2=341 (LC 19), 3=122 (LC 19), 4=84 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3, 67 lb uplift at joint 2 and 20 lb uplift at joint 4. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO. INC. P 6/15 Job Truss Truss Type Oty Ply Stoneway Roofing 114983938 A 153873 J62 Jack -Open 2 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:52 ID:Vz2hnA9mKah3XIN7EXeSQryCHZK-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -1-6-0 1-10-15 6-0-0 1-6-0 1-10-15 4-1-1 12 4 F- 2 LO 0 8 9 4 3x4 = Scale = 1:23 1-10-15 1-10-15 JUS24 JUS24 6-0-0 4-1-1 rn 0 Plate Offsets (X, Y): [2:0-0-2,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.02 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.05 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=206/0-5-8, 3=104/ Mechanical, 4=64/ Mechanical Max Horiz 2=38 (LC 29) Max Uplift 2=-67 (LC 29), 3=-8 (LC 12) Max Grav 2=284 (LC 19), 3=113 (LC 5), 4=74 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 67 lb uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Use MiTek JUS24 (With 4-1Od nails into Girder & 2-1Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (F), 9=-70 (F) January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO. INC. Job Truss Truss Type Oty Ply Stoneway Roofing 114983939 A 153873 J64 Jack -Open 2 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, .1-6-0 1-6-0 Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:52 ID:1nVJag98ZGZCwbowgp7DudyCHZL-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3-10-15 3-10-15 12 4 F- 6-0-0 2-1-1 3 rn 2 N � 1 O 4 3x4 = Scale = 1:22.2 3-10-15 I 6-0-0 3-10-15 2-1-1 Plate Offsets (X, Y): [2:0-0-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.04 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.07 4-7 >992 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=286/0-5-8, 3=111/ Mechanical, 4=39/ Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-66 (LC 8), 3=-35 (LC 12) Max Grav 2=403 (LC 19), 3=157 (LC 19), 4=80 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3 and 66 lb uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO. INC. Job Truss Truss Type Oty Ply Stoneway Roofing 114983940 A 153873 J66 Jack -Open 2 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, L0 M= O Scale = 1:24.7 -1-6-0 1-6-0 Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:52 ID:1nVJag98ZGZCwbowgp7DudyCHZL-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-10-15 5-10-15 .12 3x4 = 0 21-1 1 6-0-0 1 Plate Offsets (X, Y): [2:0-2-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.11 4-7 >654 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.16 4-7 >439 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=347/0-5-8, 3=160/ Mechanical, 4=62/ Mechanical Max Horiz 2=84 (LC 8) Max Uplift 2=-79 (LC 8), 3=-62 (LC 12) Max Grav 2=471 (LC 19), 3=234 (LC 19), 4=90 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3 and 79 lb uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO. INC. Job Truss Truss Type Oty Ply Stoneway Roofing 114983941 A 153873 J68 Jack -Open 1 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, U Cl) Scale = 1:24.2 Uf C O -1-6-0 1-6-0 3x4 = Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:53 ID:1nVJag98ZGZCwbowgp7DudyCHZL-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 6-0-0 6-0-0 7-10-3 1-10-3 u? N Plate Offsets (X, Y): [2:0-2-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.12 5-8 >587 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.18 5-8 >402 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 19 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-1-8. except 2=0-5-8, 3=0-1-8 (lb) - Max Horiz 2=106 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 3, 4 Max Grav All reactions 250 (lb) or less at joint (s) 4, 5 except 2=423 (LC 19), 3=326 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 3-6-8, Exterior(2R) 3-6-8 to 7-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. P 10/15 Job Truss Truss Type Oty Ply Stoneway Roofing 114983942 A 153873 JR01 Corner Rafter 2 1 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, Scale = 1:31.6 Run: 8.73 S Dec 14 2023 Print: 8.730 S Dec 14 2023 MiTek Industries, Inc. Fri Jan 05 14:33:53 ID:Vz2hnA9mKah3XIN7EXeSQryCHZK-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 2-1-7 8-4-5 2-1-7 8-4-5 12 2.83 F- SNP3 SNP3 3x4 0 rn 3x4 c A rn N 3x6 5 A uO Z 1 o J 2.83 12 11-2-4 2-9-15 SNP3 SNP3 SNP3 4x6 n 3x4 c 3 / 8-4-5 8-g-I13 8-4-5 0-2-8 Plate Offsets (X, Y): [2:0-2-13,Edge], [2:1-11-14,0-1-3], [2:4-1-10,0-1-3], [3:0-2-11,8-2-5], [3:6-3-6,0-1-3] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.14 2-3 >714 360 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.20 2-3 >520 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0* Code IRC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=459/0-7-6, 3=685/0-2-2 Max Horiz 2=100 (LC 6) Max Uplift 2=-137 (LC 6), 3=-185 (LC 10) Max Grav 2=474 (LC 16), 3=784 (LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) * This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 3 and 137 lb uplift at joint 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 2-9-8 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -18.4 deg. down. 12) Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -18.4 deg. down. 13) Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 8-5-6 to connect truss(es) to back face of top chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66 Concentrated Loads (lb) Vert: 3=-140 (B), 5=-30 (B), 6=-94 (F=-31, B=-64) January 6,2024 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO. INC. Symbols Numbering. System 0 General. Safety. Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal orX-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For �'y16rr 1 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator TOP CHORDS bracing should be considered. C1-2 C23 3. Never exceed the design loading shown and never WEBSec34 4 stack materials on inadequately braced trusses. 0: �j Ir O= 0 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate p U a6 2 '' designer, erection supervisor, property owner and all other interested parties. plates 0- '119' from outside a v edge of truss. 00 Q 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol Indicates the y joint and embed fully. Knots and wane at joint locations by ANSI/TPI 1. required direction of slots in 8 7 6 5 are regulated connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 8. Unless otherwise noted, moisture content of lumber software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 9. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION PRODUCT CODE APPROVALS ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at Kr output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number Where bearings OCCUr. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable RNenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCS11: Building Component Safety Information, Guide to Good Practice for Handling, theTRUSSco. INC. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. 20-00-00 N SNP3 O O I O O wal Z o D M O m C/)� � r y n Z m Z T T h O C/) C- Z C O CD n O W N O (n, p Address: 7709 200th St SW Edmonds, WA 98026 �q? - THIS IS A TRUSS PLACEMENT PLAN ONLY. All trusses are Drawing Type: Customer: Sales Rep: designed as individual building components built to the building designer's specifications as given to us in the plans, see Roof Trusses 10-Phone Quote - PPGW 100 individual truss design sheets for specific loading and design. Job Name: Geoff Waits - VERIFY ALL DIMENSIONS. Temporary truss bracing is the Loading responsibility of the general contractor, permanent bracing is the responsibility of the buildingdesigner. Individual bracingof "at- TC/LL= 25.0 lb/ft2 Jacobs Addition Estimate B y' compression" pieces is marked out on the truss seals and it is the responsibility of the contractor to verify it is installed as = TC/DL8.0 lb/ft2 Job Number: Justin Cottom specified. - Do not install broken/damaged trusses or trusses that do not match the jobsite conditions, inform salesman if any B2 C/LL= 0.0 IMF J 1153 873 Finalized B y• please your such conditions are discovered. - All Truss -To -Structural element connections shown on this BC/DL= 7.0 lb/ft2 Plan• Unassigned tleTRUSSCO. layout are a suggestion provided as a courtesy to the builder WIND— 110 mph 1� Date: & BUILDING SUPPLY INC. and must be specified in the construction documents as approved by the building designer per ANSI/TPI 1-2014 2.3.2.4 EXP— SuburbariAreas 12/8/2023 prior to their installation. o Stoneway Roofing Supply Production List p 7440 State Hwy 121 McKinney TX 75070 T Job #: J1153873 0 theTRUSSco. s Jacobs Addition / & BUILDING SUPPLY, LLC 1 P 7709 200th St SW Edmonds WA 98026 Sch. Del Date: 2802 142nd Ave East Cust. Acct #: SUM Preferred Sumner WA98390 o Category: g ry' Residential Phone: 253 863-5555 FAX: 253 891-1168 Job Name: Stoneway Roofing Product: Roof Model Name: Name: Estimator Justin Cottom Model #: Phone: Sales Rep: Geoff Waits Subdiv: P.O. #: Cust Ref #: Email: otes: Nick Albin -P: 360-348-1013 O: 425-364-5400 - nick.albin@stonewayroofing.com Roof Trusses Label Profile Qty TC Pitch Span TC L-OH L-Cant L-Stub L-Heel Wt. PCs Ply BC Pitch Height BC R-OH R-Cant R-Stub R-Heel Tot. Wt. BF A01 hk 4112 16-00-00 2 x 4 1-06-00 3-15 3-15 60 60 9 PCs 32.67 2-09-05 2 x 4 1-06-00 California Girder Notes: A02 7 4 /12 16-00-00 2 x 4 1-06-00 3-15 49 28 PCs 1-ply 3-05-11 2 x 4 1-06-00 3-15 345 200.67 Common Notes: J22 2 4 /12 2-00-00 2 x 4 1-06-00 3-15 7 4 PCs 1-ply 1-05-05 2x4 11-15 13 8.00 Jack -Open Notes: J24 2 4 /12 2-00-00 2 x 4 1-06-00 3-15 9 4 PCs 1 ply 2-01-05 2 x 4 1-10-15 11-15 18 10.67 Jack -Open Notes: J62 2 4 /12 6-00-00 2 x 4 1-06-00 3-15 11 4 PCs 1-ply 1-05-05 2 x 4 2-03-15 23 13.33 Jack -Open Notes: J64 2 4 /12 6-00-00 2 x 4 1-06-00 3-15 14 4 PCs 1-ply 2-01-05 2 x 4 2-03-15 28 16.00 Jack -Open Notes: J66 2 4 /12 6-00-00 2 x 4 1-06-00 3-15 16 4 PCs 1-ply 2-09-05 2 x 4 2-03-15 32 18.67 Jack -Open Notes: J68 Z�� 1 4 /12 6-00-00 2 x 4 1-06-00 0-00 3-15 19 2 PCs — 1 -ply 3-05-01 2 x 4 1-10-03 2-03-15 19 10.67 Jack -Open Notes: JR01 Ilia 2 2.83 /12 8-04-05 2 x 4 2-01-07 0-00 3-15 26 4 PCs -ply -05-04 -09-15 7-03 52 32.001 Corner Rafter Notes: Z01 28 1-10-06 2 x 4 2-00-00 3-12 2 28 PCs 1-ply 3-08 2 x 4 2-00-00 3-12 61 37.33 Roof Special Notes: Roof Truss Totals: 49 / (10) 246-11-02 (L/F) 651 (Ibs) 380.00 (B/F) 0 (mm/Saw) 178.6 (mm/Fab) 91 PCs Prj 00107785 Ian Reid Production List - Date: 11812024 1/8/2024 P 14/15 Job #: J1153873 Misc. Items QTY PRODUCT NOTES 28 2x4 4-Hole Vents Prj 00107785 Ian Reid Production List - Date: 11812024 1/8i2024 P 15/15