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Home My WebLink AboutEngineering a copy TRUSS DESIGN DRAWINGS & DETAILS Simpson Strong-Tie Company,Inc. Prepared for: RM Building Components,LLC 5956 W.Las Positas Blvd. Job: 00119 Pleasanton,CA 94588 Date: 12/21/2016 (800)999-5099 Ref.Number: Director.12212016.095242.zip www.strongtie.com Notes 1. The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents,as communicated by the Truss Manufacturer. 2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated,utilizing all the design parameter i and materials indicated or referenced on each individual design. 3. It is the Building Designer's responsibility to review the truss design drawings to insure compatibility with the Building design. Refer to all notes on the individual truss design drawings. 19 Truss Design Drawing(s) 1 - Al 2- A1S 3-A2 4- A3 5- A4 6- AH5 7-BH1 8- J17 9- J19 10- J19G 11 -J21 12- J23 13- J25 14- J3 15-V1 16- V2 17- V3 18- V4 19-V5 Details B0C ��.•�IGENgF '•�G/ No.34434 _ 7 STATE OF T �- D FS COA#30 s3 ONAL11 \\� 5956 West Las Positas Boulevard Pleasanton,CA 94588 1 1-800-999-5099 1 Tech 1-866-252-8606 Web Site:www.strongtie.com E-mail: CSHelpAstrongtie.com • Component SolutionsT°° Important Information & General Notes Symbols and Nomenclature General Notes 1. Each Truss Design Drawing(TDD)provided with this sheet has 5X7 Plate size;the first digit is the plate width(perp.to the slots) been prepared in conformance with ANSIITPI 1. Refer to ANSIITPI and the second digit is the plate length(parallel to the slots). 1 Chapter 2 for definitions of all capitalized terms and for the A-18,-1855 or-1856 following the plate size indicates responsibilities of all parties involved,which include but are not 5X7-18 different 18 ga plate types. limited to the responsibilities listed on this sheet. 2. TDDs should not be assumed to be to scale. These symbols following the plate size indicate the direction 3. The Contractor and Building Designer shall review and approve I I= of the plate length(and tooth slots)for square and nearly the Truss Submittal Package. square plates. 4. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building 10-3-14 Dimensions are shown in feet-inches-sixteenths(for this Designer. l example,the dimension is 10'-3 14/16"). 5. The Building Designer is responsible for the anchorage of the a truss at all bearing locations as required to resist uplift,gravity and Joints are numbered left to right,first along the top chord lateral loads,and for all Truss-to-Structural Element connections and then along the bottom chord. Mid-panel splice joint except Truss-to-Truss connections. Z numbers are not shown on the drawing. Members are 6. The Building Designer shall ensure that the supporting structure identified using their end joint numbers(e.g.,TC 2-3). can accommodate the vertical and/or horizontal truss deflections. 7. Unless specifically stated otherwise,each Design assumes When this symbol is shown,lateral restraint is required trusses will be adequately protected from the environment, on the member near the location(s)indicated on the including not being used in locations where the sustained graphic and in the Bracing Data Summary. See Note 3 temperature is greater than 150°F. under Handling, Installing, Restraint&Bracing for more g. Trusses are designed to carry loads within their plane. Any information. out-of-plane loads must be resisted by the Permanent Building Stability Bracing. Bearing supports(wall,beam or other),on which the 9.Design dead loads must account for all materials,including truss must completely bear.Bearing material is checked self-weight. The TDD notes will indicate the min. pitch above for perpendicular-to-grain resistance only. The Building which the dead loads are automatically increased for pitch effects. Designer is responsible for all other bearing design 10 Trusses installed with roof slopes less than 0.25/12 may considerations. experience(but are not designed for)ponding.The Building Designer must ensure that adequate drainage is provided to prevent ponding. n/ Truss-to-Truss or Truss-to-Structural Element connections, Handling, Installing, Restraint & Bracing which require a hanger or other structural connection(e.g., 1. The Contractor is responsible for the proper handling,erection, a toe-nail)that has adequate capacity to resist the max. restraint and bracing of the Trusses. In lieu of job-specific details, reactions and uplifts shown in the Reaction Summary. refer to BCSI. Design of the Structural Element and the connection of the 2. ANSI/TPI 1 stipulates that for trusses spanning 60'or greater,the Truss to the Structural Element is by others. Owner shall contract with any Registered Design Professional for i the design and inspection of the temporary and permanent truss Mote:Symbols are for graphical interpretation only;they are not restraint and bracing. Simpson Strong-Tie is not responsible for intended to give any indication of the geometry requirements of the providing these services. actual item that is represented. 3. Trusses require permanent lateral restraint of chords and certain web members(when indicated)at the locations or intervals indicated on the TDD. This shall be accomplished in accordance Materials and Fabrication with:standard industry lateral restraintibracing details in BCSI-63 I. Design assumes truss is manufactured in accordance with the or BCSI-137,supplemental bracing details referenced on the TDD, TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless or as specified in a project-specific truss permanent bracing plan more restrictive criteria are part of the contract specifications. provided by the Building Designer. 2. Unless specifically stated,lumber shall not exceed 19% 4. Additional building stability permanent bracing shall be installed as moisture content at time of fabrication or in service. specified in the Construction Documents. 3. Design is not applicable for use with fire retardant, preservative 5. Special end wall bracing design considerations may be required if treated or green lumber unless specifically stated on the TDD. a flat gable end frame is used with adjacent trusses that have 4. Plate type,size,orientation and location indicated are minimum sloped bottom chords(see BCSI-B3). plating requirements.Plates shall be embedded on both faces 6. Do not cut,drill,trim,or otherwise alter truss members or plates of the truss at each joint. without prior written approval of an engineer,unless specifically 5. Truss plates shall be centered on the joint unless otherwise noted on the TDD. specified on the joint details. 7. Piggyback assemblies shall be braced as per BCSI-63 unless otherwise specified in the Construction Documents. Referenced Standards DSB-89:Recommended Design Specification for Temporary Bracing of Metal ANSIITPI 1: National Design Standard for Metal Plate Connected Wood Plate Connected Wood Trusses,a Truss Plate Institute publication Truss Construction,a Truss Plate Institute publication(www.tpinst.org). (www.tpinst.org). NDS: National Design Specification for Wood Construction published by BCSI: Guide to Good Practice for Handling,Installing,Restraining& American Forest&Paper Association and American Wood Council. Bracing Metal Plate Connected Wood Trusses,a joint publication of the ESR-2762•.Simpson Strong-Tie®AS Truss Plates are covered under Truss Plate Institute(www.tpinst.org)and the Structural Building ESR-2762published by the International Code Council Evaluation Service Components Association(www.sbcindustry.com). (www.icc-es.org). TD-GEN-0003A 6/2015 Project Name: 00119 Qty: 4 Truss: Al Customer. Probity Sales&Service,Inc. SID: 0000061050 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-2 6-8-0 6-81 6-8-0 2-2-8 2-2-8 l 8-4-0-8I 15-6-8 I 22-2-8 I 28-10-8 i 31-1-0 1 2 3 4 5 6 7 4x6 6/12 -6/12 Sx5% 5x5c 2x3u Wit s` 4-3 3x4= 3x4= 1-10-83x6 3x4= 3xl0-18 3x4= 3x629 2 8 Y 21 1 t 8-10-11 I 8-10-11 I 8-10-11 1 2-2-8 I 2-2-8 11-1-3 19-11-13 28-10-8 31-1-0 1 8 9 11 12 7 31-1-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18, Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- ------Additional Design Checks------ PSF Live Dead our Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0-0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) 62 8 2-02-08 1302 635 -343 08-00 02-01 SPF 425 Vert LL L/360 L/999(-0.29) 9-11 Webs 2x4 SP (ALSC6-2013) ti2 12 28-10-08 1295 626 0 08-00 02-01 SPF 425 Vert DL L/120 L/999(-0.20) 9-11 W 2x6 SP (ALSC6-2013) #2 8-2 Vert TL L/240 L/632(-0.49) 9-11 12-6 Loads Summary Horz LL 0.75in ( 0.03) @Jt12 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25i.n ( 0.06) @Jt12 'Member Forces Summary live load occurring at [1506081 using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/999( 0.01) 1- 8 ..Mem... Ten Comp .CSI. factor. Cant TL L/120 L/999( 0.01) 12- 7 TC 1- 2 37 157 0.48 1 2- 3 202 274 0.82 Bracing Data Summary 3- 4 1352 1346 1.00 See Loadcase Report for loading combinations and additional details. ------------ Bracing Data ------------ 6. 5 1333 1346 1.00 Chords; continuous except where shown 5- 6 204 274 0.82 Dead Loads may be slope adjusted: > 12.0/12 ----------Web Bracing -- CLR --------- 6- 7 37 157 0.48 One row 8- 3 5-12 BC 1- 8 169 13 0.59 Continuous Restraint Bracing Req'd (CLR) 7-12 169 12 0.59 Notes See BCSI -B3 3.0 8- 9 1217 1857 0.98 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 9-10 903 433 0.94 degrees Plate Offsets(X,Y)• 10-11 903 433 0.94 Continuous Lateral Restraint(CLR) rows require diagonal bracing per (None unless indicated below) 11-12 1217 860 0.98 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt3(0,01-00), Jnt5(0,01-00) Web 2- 8 584 339 0.07 3- 8 1137 1323 0.37 3- 9 491 244 0.11 4- 9 457 396 0.51 4-11 457 400 0.52 5-11 494 244 0.11 5-12 1116 1323 0.38 6-12 583 339 0.07 V%CENSF No.34434 OV6 STATE OF �� •• FCORIDP;.•'•• �� S;S10NAL COA#300W//I I I i t\� 21/2016 NOTICE copy of this design shalt be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by lh Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibirdy, u solely for the truss component design shown.See the cover page and the Important Information&General Notes'page for Truss Studio V 2016.7.4.1 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge=Helpdesk: 1-866-252-8606 unless the specified plate size is followed by a•-18'which indicates an 18 gauge plate,or'S#18%which indicates a high tension 18 gauge plate. CSHelp@st=ngtie.com Project Name: 00119 Qty. 12 Truss: A1S Customer. Probity Sales$Service,Inc. SID: 0000061051 TID: 45561 Date: 12/21/16 Truss Mir.Contact: Rick Mills Page: 1 of 1 2-0-10 6-11-14 6-6-0 6-6-0 7-2-0 �2-0-101 9-0-8 I 15-6-8 I 22-0-8 I 29-2-8 1 2 3 5 6 7 3x6 6/12 3x4% -6/12 3x4% 3x4, 4x41 5x12p o 4x4= a 4-3 3x4= 4x4= 4x4= X 3/12 -3/12 1-10-14 4x8 8'6x6n 2-6 6-6-0 6-6-0 7-2-0 i2-6-8 8 9-0-8 9 15-6-8 10 22-0-8 11 29-2-8 12 i r 29-2-8 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18• Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Our Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) - 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lun 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) - 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o-c• Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) N2 4-5 8 2-02-08 1322 653 331 07-04 02-01 SPF 425 Vert LL L/360 L/999(-0.14) 9-10 _BC 2x4 SP (ALSC6-2013) #2 12 28-10-08 1119 549 0 08-00 01-12 SPF 425 Vert DL L/120 L/999(-0.27) 9-10 ZWebs 2x4 SP (ALSC6-2013) 32 Vert TL L/240 L/763(-0.41) 9-10 2x6 SP (ALSC6-2013) #2 8-2 Loads Summary Herz LL 0.75in ( 0.10) @Jt12 �12-7 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.251n ( 0.24) @Jtl2 live load occurring at [150608] using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/708( 0.03) 1- 8 Member Forces Summary factor. ...Mem-.- Ten comp .CSI. Bracing Data Summary TC 1- 2 154 127 0.38 ------------ Bracing Data ------------ 2- 3 1768 2183 0.77 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 3- 4 1513 1842 0.74 ----------Web Bracing -- CLR --------- 4- 5 1534 1798 0.68 Dead Loads may be slope adjusted: > 12.0/12 One row 2- 9 11- 7 5- 6 1518 1844 0.85 Continuous Restraint Bracing Req'd (CLR) 6- 7 1858 2276 0.89 See BCSI -B3 3.0 7-OH 6 0 0.00 Notes BC 1- 8 91 101 0.12 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Plate Offsets(X,Y): 8- 9 363 371 0.31 degrees (None unless indicated below) 9-10 1945 1444 0.69 A "pm" next to the plate size indicates that the plate has been user Jntfi(-00-05,-00-09), JRtlO(O,-01-02), 10-11 2042 1573 0.78 modified; see Plate Offsets for any special positioning requirements. Jntl2(00-03,00-04) 11-12 39 27 0.43 Continuous Lateral Restraint(CLR) rows require diagonal bracing per 12-OH 2 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Web 2- 8 1215 1181 0.15 2- 9 1871 1425 0-42 3- 9 357 .215 0.06 3-10 528 392 0.31 5-10 1211 893 0.30 6-10 656 500 0.40 6-11 350 189 0.06 7-11 1975 1521 0.44 7-12 934 1014 0.11 \\\\�11111►//// T. EN No.34434 _ 4U STATE OF / St/ONAL E�` COA#300031 1/1 1 1 1 1 t 117/21/2016 NOTICEA copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of .Truss Studio V2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes'page for Helpdeak- 1-866-252-8-252-860606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge CSHelp@stxongtie.com unless the speed plate size is followed by a•-1B°which indicates an 18 gauge plate,or°S#18•,which indicates a high tension 18 gauge plate. Project Name: 00119 Qty: 2 Truss: A2 Customer. Probity Sales&Service,Inc. SID: 0000061052 TID: , 45561 Date: 12/21/16 Truss Mk.Contact: Rick Mills Page: 1 of 1 2-2-8 I 6-4-0 I 6-4-0 1 4 6-4-0 2-2-8 2-2-8 8-6-8 116 14-10-8 28 26-8 1 1 28-10-8 131-1-0 1 2 3 4 5 6 7 8 4x6 4x6 6/12 -6/12 Sx5- SxSo n o+ 3x4% 3x4. 4-3 3x4= 3x4= 1-10-8 2x4 3x4= 3x6 3x4= 3x4= x4 29 2 8 2 3x4= 2 1 6-4-0 6-4-0 1-40 6-4-0 6-4-0 2-2-8 1 2-2-8 I 8-6-8 t 14-10-8 116- Y 22-6-8 1 28-10-8 1 31-1-0 1 9 10 12 13 14 15 8 31-1-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- ------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims. L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 9 2-02-08 1293 634 -330 08-00 02-00 SPF 425 Vert LL L/360 L/999(-0.10) 10-12 Webs 2x4 SP (ALSC6-2013) #2 15 28-10-08 1288 627 0 08-00 02-00 SPF 425 Vert DL L/120 L/999(-0.12) 10-12 * 2x6 SP (ALSC6-2013) #2 9-2 Vert TL L/240 L/999(-0.22) 10-12 15-7 Loads Summary Horz LL 0.75in ( 0.02) @Jtl5 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.251n ( 0.04) @Jt15 Member Forces Summary live load occurring at [150608] using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/999( 0.02) 1- 9 ..Mem... Ten Comp .CSI. factor. Cant TL L/120 L/999( 0.02) IS- 8 TC 1- 2 79 111 0.44 2- 3 1255 1497 0.96 Bracing Data Summary 3- 4 1159 1181 0.96 See Loadcase Report for loading combinations and additional details. ------------ Bracing Data ------------ 4- 5 1139 968 0.45 Chords; continuous except where shown 5- 6 1144 1180 0.96 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 6- 7 1242 1496 0.98 7- 8 79 111 0.44 Plate Offsets()(,l): BC 1- 9 130 39 0.32 Notes (None.unless indicated below) 8-15 130 39 0.32 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Jnt3(0,01-00), Jnt6(0,01-00), 9-10 372 338 0.36 degrees Jnt9(-00-13,0), Jntl5(-00-13,0) 10-11 1267 874 0.54 11-12 1267 874 0.50 12-13 968 475 0.48 13-14 1266 876 0.54 14-15 129 39 0.36 Web 2- 9 1179 1126 0.15 2-10 1200 924 0.63 3-10 230 74 0.04 3-12 409 424 0.42 4-12 297 251 0.24 5-13 296 250 0.24 4 6-14 228 74 0.09 7-14 1201 912 0.62 7-15 1170 1126 0.14 ,_1\` \P.M ', T. V%GENgF' No.34434 _ A6� STATE OF•• FCORIDP.••• \�� COA#3000 ONAL 21/2016 NOTICE copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th®Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General Notes page for Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge CSHelp@strongtie.com unless the specified plate sae is followed by a'A8•which indicates an 18 gauge plate,or•S#18•,which indicates a high tension 18 gauge plate. Project Name: 00119 Qty: 2 Truss: A3 Customer. Probity Sales 8r Service,Inc. SID: 0000061053 TID: 45561 Date: 12/21/16 Truss Mfr.Contact Rick Mills Page: 1 of 1 1 21 1 1 5-4-0 1 5-4-0 1 5-4-0 I 5-4-0 1 5-4-0 1 2-2-8 2-2-8 7-6-8 12-10-8 18-2-8 23-6-8 28-10-8 31-1-0 1 2 3 4 5 6 7 8 4x4 1 4x6 6/12 -6/12 3x4: 3x4. o, 3W 3x4. 4-3 3x4= 3x4= x - 0 8 3x4= 3x4= 3x6 3x6 3x4= 29 _2)4 21 1 5-4-0 5-4-0 5-4-0 5-4-0 5-4-0 2-2-8 1 2-2-8 I 7-6-8 1 12-10-8 1 18-2-8 i 23-6-8 1 28-10-8 1 31-1-0 1 9 10 ll 13 14 15 8 r 31-1-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes Bc 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 £t 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) 12 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 9 2-02-08 1267 634 -286 08-00 02-00 SPF 425 Vert LL L/360 L/999(-0.06) 11-13 Webs 2x4 SP (ALSC6-2013) #2 15 28-10-08 1263 627 0 08-00 02-00 SPF 425 Vert DL L/120 L/999(-0.11) 11-13 2x6 SP (ALSC6-2013) #2 9-2 Vert TL L/240 L/999(-0.17) 11-13 15-7 Loads Summary Horz LL 0.75in ( 0.02) @Jtl5 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.04);@Jtl5 Member Forces Summary live load occurring at [1506081 using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/999( 0.01) 1- 9 ..Mere... Ten Comp .CSI. factor. Cant TL L/120 L/999( 0.01) 15- 8 TC 1- 2 103 102 0.32 2- 3 1209 1467 0.72 Bracing Data Summary 3- 4 1197 1285 0.72 See Loadcase Report for loading combinations and additional details. ------------ Bracing Data ------------ 4- 5 1161 1077 0.41, Chords; continuous except where shown 5- 6 1182 1284 0.71 Dead Loads may be slope adjusted: > 12.0/12 ----------Web Bracing -- CLR --------- 6- 7 1199 1467 0.72 One row 4-13 7- 8 103 98 0.32 Continuous Restraint Bracing Req•d (CLR) BC 1- 9 78 63 0.24 Notes See BCSI -B3 3.0 8-15 77 63 0.24 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 9-10 330 284 0.24 degrees Plate Offsets()(,Y): 10-11 1249 853 0.44 Continuous Lateral Restraint(CLR) rows require diagonal bracing per (None unless indicated below) 11-12 1076 584 0.41 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt9(-00-13,0), Jntl5(-00-13,0) 12-13 1076 584 0.41 13-14 1250 857 0.44 14-15 76 64 0.24 Web 2- 9 1142 1133 0.14 2-10 1239 974 0.40 3-10 258 147 0.04 3-11 331 237 0.19 4-11 302 146 0.10 4-13 144 142 0.05 5-13 301 146 0.10 6-13 337 242 0.20 6-14 254 147 0.04 �� T, 0 B`PM � 7-15 1133 133 0.40 \��•'••�1GENSF•• O /� 7-15 1133 1133 0.19 No.34434 _ STATE OF COA#30003 ONAL 1 y\21/2016 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of r-MTruss studio v 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge � r r r , Cseelpsk: 1-866- corn unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18°,which indicates a high tension 18 gauge plate. Project Name: 00119 Qty: 2 Truss: A4 Customer. Probity Sales&Service,Inc. SID: 0000061054 TID: 45561 Date: 12/21/16 Truss Mir.Contact: Rick Mills Page: 1 of 1 2-2-8 1 4-4-0 1 4-4-0 1 4-8-0 1 4-8-0 1 4-4-0 I 4-4-0 1 22-8� 2-2-8 6-6-8 10-10-8 15-6-8 20-2-8 24-6-8 28-10-8 1 2 3 4 5 6 8 31-1-0 9 4x4= 3x4= of 4x4= 612 -6/12 3x8 3x8 2x3n " 2x3n 4-3 3x = / 3x4=4 l 1_45 3x6 3x6 3x10-18 3x6 3x629 2-8 R 8-8-0 1 9-4-0 1 8-8-0 1 2-2-8 2-21 10-10-8 20-2-8 28-10-8 31-1-0 1 10 11 13 14 9 J J F 31-1-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- ------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 1. 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw . Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up HE Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4. SP (ALSC6-2013) #2 10 2-02-08 1243 634 -242 08-00 01-15 SPF 425 Vert LL L/360 L/999(-0.23) 11-13 _Webs 2x4 SP (ALSC6-2013) #2 14 28-10-08 1243 627 0 08-00 01-15 SPF 425 Vert DL L/120 L/999(-0.29) 11-13 2x6 SP (ALSC6-2013) #2 10-2 Vert TL L/240 L/602(-0.52) 11-13 14-8 Loads Summary Horz LL 0.75in ( 0.03) 0Jtl4 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.06) @Jtl4 'Member Forces Summary live load occurring at [150608] using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/999( 0.02) 1-19 factor. ..Mem_.. Ten Comp .CSI. Cant TL L/120 L/999( 0.02) 14- 9 TC 1- 2 79 197 0.22 2- 3 70 134 0.30 Bracing Data Summary 3- 4 1174 1356 0.51 See Loadcase Report for loading combinations and additional details. ------------ Bracing Data ------------ 4- 5 1125 1153 0.42 Chords; continuous except where shown 5- 6' 1128 1153 0.42 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 6- 7 1162 1355 0.51 7- 8 71 133 0.30 Plate Offsets(),1): 8- 9 79 193 0.22 Notes (None unless indicated below) BC 1-10 185 47 0.48 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 9-14 186 47 0.48 degrees 10-11 1146 795 0.91 11-12 1277 790 0.93 12-13 1277 790 0.93 13-14 1146 800 0.91 Web 2-10 391 227 0.05 3-10 1260 1410 0-64 3-11 198 66 0.03 4-11 349 197 0.10 5-11 231 238 0.20 5-13 227 237 0.20 6-13 349 196 0.10 7-14 1245 1410 0.64 8-14 390 226 0.05 \ M T. �IGEN.' No.34434 STATE OF FCORIOP.•' 70 AL COA#30003///1 I I I I I N 2112016 NOTICE copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes"page for Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge CSHe1p@strongt1e.corn unless the speed plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. Project Name: 00119 Qty 2 Truss: AH5 Customer. Probity Sales&Service,Inc. SID: 0000061055 TID: 45561 Date: 12/21/16 Truss DA Contact: Rick Mills Page: 1 of 1 2-2-8 4-8-12 I 1-11-4 3-4-0 3-4-0 3-4-0 3-4-0 1-11-4I 4-8-12 2-2-8 I i I I I I i 2-2-8 6-11-4 8-10-8 12-2-8 15-6-8 18-10-8 22-2-8 24-1-12 28-10-8 31-1-0 1 2 3 4 5 6 7 8 9 10 11 11 1# 3x 101# 1# } ;# 10�1# 3x4 # 1"Ix 3, 1 4= 10I1# ig�l 6/12 3x4% 3x4o -6/12 Q' 510 5x7 v 4-3 4x4= x 4x4= X 4x6 6x6= 3x4= 4x4= 7x8= 4x4= 3x4= 6x6= 4x6 1-10-8 l b 1 b l 1 l b l 1 29-2-8 604# 165# 165# 165# 165# 165# 165# 165# 604# 165# 1 2-2-8 I 4-8-12 11-11-41 3-4-0 I 3-4-0 I 3-4-0 I 3-4-0 11-11-4. 4-8-12 1 2-2-8 2-2-8 6-11-4 8-10-8 12-2-8 15-6-8 18-10-8 22-2-8 24-1-12 28-10-8 31-1-0 1 12 13 14 15 16 17 18 19 20 11 r Plates -- Simpson Strong-Tie Tie 20 a AS20 or 18 indicated p g- g ( ) ga (AS18HS, AS18S5, or AS18S 6) indicated by '-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur'Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 1. 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) - 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums (P£min): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TOLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) #2 12 2-02-08 2910 2677 -197 08-00 04-09 SPF 425 Vert LL L/360 I./999(-0.20) 16-17 Webs 2x4 SP (ALSC6-2013) #2 20 28-10-08 2911 2669 0 08-00 04-09 SPF 425 Vert DL L/120 L/999(-0.27) 16-17 s 2x8 SP (ALSC6-2013) #2 12-2 Vert TL L/240 L/666(-0.47) 16-17 20-10 Loads Summary Horz LL 0.75in ( 0.04) @Jt20 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.09) @Jt20 'Member Forces Summary live load occurring at [1506081 using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/541( 0.04) 1-12 ..Mere... Ten Comp .CSI. factor. Cant TL L/120 L/541( 0.04) 20-11 TC 1- 2 266 270 0.37 2- 3 4225 3959 0.86 Bracing Data Summary 3- 4 4355 3944 0.68 See Loadcase Report for loading combinations and additional details. ------------ Bracing Data ------------ 4- 5 4751 4302 0.88 Chords; continuous except where shown 5- 6 5104 4637 0.83 Dead Loads may be slope adjusted: > 12.0/12 _______ ---Web Bracing -- CLR --------- 6- 7 5105 4637 0.83 Concentrated Loads One row 2-13 19-10 7- 8 4755 4303 0.88 Domain Load Uplift Location Dir Description Continuous Restraint Bracing Req'd (CLR) 8- 9 4346 3944 0.67 Transfer loads: See BCSI -B3 3.0 9-10 4218 3959 0.86 TC 101 -132 8-11-04 Vert J19 @ 90 Deg 10-11 274 271 0.37 TC 101 -132 10-11-04 Vert J19 @ 90 Deg Plate Offsets(X,l�: BC 1-12 270 236 0.34 TC 101 -132 12-11-09 Vert J19 @ 90 Deg (None unless indicated below) 11-20 270 238 0.34 TC 101 -132 14-11-04 Vert J19 @ 90 Deg Jnt4(00-06,-00-09), Jnt8(00-06,-00-09), 12-13 272 392 0.34 TC 101 -132 16-01-12 Vert J19 @ 90 Deg Jntl2(-01-11,0), Tntl6(0,-02-00), 13-14 3476 3548 0.77 TC 101 -132 18-01-12 Vert J19 @ 90 Deg Jnt20(-01-12,0) 14-15 3466 3481 0.73 TC 101 -132 20-01-12 Vert J19 @ 90 Deg 15-16 4302 4353 0.84 TC 101 -132 22-01-12 Vert J19 @ 90 Deg 16-17 4302 4355 0.84 BC 604 -774 6-11-04 Vert J19G @ 90 Deg 17-18 3466 3486 0.73 BC 165 -185 8-11-04 Vert J19 @ 90 Deg 18-19 3476 3554 0.77 BC 165 -185 10-11-04 Vert J19 @ 90 Deg 19-20 267 235 0.34 BC 165 -185 12-11-04 Vert J19 @ 90 Deg Web 2-12 2958 2632 0.31 BC 165 -185 14-22-04 Vert J19 @ 90 Deg 2-13 3324 3524 0.75 BC 165 -185 16-01-12 Vert J19 @ 90 Deg 3-13 275 265 0.05 BC 165 -185 18-01-12 Vert J19 @ 90 Deg 3-14 481 507 0.15 BC 165 -185 22-01-12 Vert J19 @ 90 Deg \�C 165 -185 20-01-12 Vert J19 @ 90 Deg \ O ' 4-14 981 507 0.15 , �P..•. .. _ 4-15 1329 1385 0.63 BC 604 -774 24-01-12 Vert J19G @ 90 Deg \\ ��,•, s'ICiEN ' •`O��j 5-15 822 708 0.23 F / / 5-16 804 583 0.25 •. 6-16 580 475 0.15 Notes No.34434 7-16 805 581 0.25 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 7-17 820 710 0.23 degrees _1 8-17 1330 1383 0.63 Continuous Lateral Restraint(CLR) rows require diagonal bracing per - 7� -8-18 481 510 0.15 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. _ 9-18 141 104 0.03 9-19 274 267 0.05 i'� 7 10-19 3328 3514 o.7s � STATE OF 10-20 2947 2633 0.31 / /(\ ` i �s •. Z COA#3000ONAI1`1 y\21/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of ®Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge CSgelp@strongtie.corn unless the specified plate size is followed by a'-18•which indicates an 18 gauge plate,or•S#18•.which indicates a high tension 18 gauge plate. o Project Name: 00119 Qty: 1 Truss: BH1 Customer. Probity Sales&Service,Inc. SID: 0000061056 TID: 45561 Date: 12/21/16 Truss Mir.Contact: Rick Mills Page: 1 of 1 5-0-0 4-8-0 4-8-0 4-8-0 5-0-0 5-0-0 9-8-0 14-4-0 19-0-0 24-0-0 1 2 3 4 5 6 98# 98# 124# 124# 124# 124# 124# 124# 124# 124# 6/12 4x8 3x6 3x6 48 -6/12 4x6 4x6 A A- L_J 3 5x5= 4x4= 3x10 4x4= 5x5= 3x6 8r, - 47# 47# 47# 47# 47# 47# 47# 47# 201# 201# 1 5-0-0 I 4-8-0 1 4-8-0 1 4-8-0 1 5-0-0 5-0-0 9-8-0 14-4-0 19-0-0 24-0-0 7 8 9 10 12 13 4 J 24-0-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18, Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) - 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 £t 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: PTO Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting.: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1 Jot X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 7 04-00 1942 1857 -106 08-00 03-01 SPF 425 Vert LL L/360 L/999(-0.18) 9-10 Webs 2x4 SP (ALSC6-2013) 02 13 23-08-00 1943 1853 0 08-00 03-01 SPF 425 Vert DL L/120 L/999(-0.24) 9-10 2x6 SP (ALSC6-2013) #2 7-1 Vert TL L/240 L/647(-0.42) 9-10 13-6 Loads Summary Horz LL 0.75in ( 0.04) @Jtl3 This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.08) @Jtl3 Member Forces Summary live load occurring at 1120000] using a 1.00 Full and 0.00 Reduced load ...Mem... Ten comp .CSI. factor. Bracing Data Summary TC OH- 1 6 0 0.00 ------------ Bracing Data ------------ 1- 2 2957 2719 0.79 Chords; continuous except where shown 2- 3 3922 3473 0.92 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 3- 4 3922 3473 0.92 4- 5 3923 3473 0.92 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,l)" 5- 6 2947 2719 0.79 Concentrated Loads 6-OH 6 0 0.00 Domain Load Uplift Location Dir Description (None unless indicated below) Transfer loads: Jnt2(00-02,-00-02), Jnt5(00-02,-00-02), BC OH- 7 0 0 0. Jntll(0,00-04) 7- 8 105 100 0.3232 TC 124 -211 5-00-12 Vert J17 @ 90 Deg 8- 9 2376 2520 0.76 TC 98 -137 5-00-12 Vert J3 @ 135 Deg 9-10 3474 3695 0.95 TC 124 -211 7-00-12 Vert J17 0 90 Deg 10-11 2376 2524 0.70 TC 124 -211 9-00-12 Vert J17 @ 90 Deg 11-12 2376 2524 0.76 TC 124 -211 11-00-12 Vert J17 @ 90 Deg 12-13 2 1 0.24 TC 124 -211 12-11-04 Vert J17 @ 90 Deg 13-OH 0 0 0.00 TC 124 -211 14-11-04 Vert J17 @ 90 Deg Web 1- 7 2108 1908 0.26 TC 124 -211 16-11-04 Vert J17 @ 90 Deg 1- 8 2436 2592 0.90 TC 124 -211 18-11-04 Vert J17 @ 90 Deg 2- 8 360 176 0.06 TC 98 -137 18-11-04 Vert J3 @ 45 Deg 2- 9 1335 1430 0.75 BC 47 -15 5-00-12 Vert J17 @ 90 Deg 3- 9 822 550 0.14 BC 201 -263 5-00-12 Vert J3 @ 135 Deg 3-10 449 450 0.23 BC 47 -15 7-00-12 Vert J17 @ 90 Deg 4-10 820 551 0.14 BC 47 -15 9-00-12 Vert J17 @ 90 Deg 5-10 1336 1425 0.75 BC 47 -15 11-00-12 Vert J17 @ 90 Deg 5-12 358 176 0.06 BC 47 -15 12-11-04 Vert J17 @ 90 Deg \\ [[fi�nn T 80 6-12 2440 2588 0.90 BC 47 -15 14-11-04 Vert J17 @ 90 Deg �\ �P";,..:., ` 6-13 2103 1909 0.26 BC 47 -15 16-11-04 Vert J17 @ 90 Deg t �� V - •OVBC 47 -15 18-11-04 Vert J17 @ 90 Deg ��/,• �1GEN$F BC 201 -263 18-11-04 Vert J3 @ 45 Deg No.34434 Notes _ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees STATE OF T F<ORIOP;.•' \ S COA#300061111111 NAL EY21/2016 NOTICEA copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of FTT V Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes"page for Helpdeak: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company.Inc in accordance with ESR-2762.All connector plates are 20 gauge CSHelpsk: 1-866- corn unless the specified plate size is followed by a'AB'which indicates an 18 gauge plate,or"S#18-,which indicates a high tension 18 gauge plate. • Project Name: 00119 Qty- 12 Truss: J17 Customer. Probity Sales&Service,Inc. SID: 0000061057 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-2-8 4-8-0 i 2-2-8 2 6-10-8 3 6/12 _ I o6 2x3ti o 4-3 3x4 _ X 2x3-- �I 1-10-8 6-9-12 2-2-8 4-8-0 t 2-2-8 6-10-8 1 4 5 6-10-8 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) - 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 £t B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.A (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: ifo Spacing: 2-00-00 O.C. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary, Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 4 2-02-08 396 199 402 08-00 01-08 SPF 425 Vert LL L/360 L/999(-0.02) 4- 5 Webs 2x6 SP (ALSC6-2013) #2 5 6-09-12 77 14 0 01-08 01-08 SPF 425 Vert DL L/120 L/999(-0.03) 4- 5 3 6-09-12 160 210 0 01-08 01-08 SPF 425 Vert TL L/240 L/999(-0.05) 4- 5 Member Forces Summary Horz LL 0.75in ( 0.13) @Jt 3 ...Mem... Ten comp .CSI. Loads Summary Horz TL 1.25in ( 0.13) @Jt 3 ETC 1- 2 172 426 0.33 This truss has been designed for the effects of an unbalanced top chord Cant TL L/120 L/552(-0.04) 1- 4 2- 3 71 161 0.52 live load occurring at [610081 using a 1-00 Full and 0.00 Reduced load BC 1- 4 403 145 0.53 factor. Bracing Data Summary 4- 5 0 0 0.36 ------------ Bracing Data ------------ Web 2= 4 575 299 0.07 Chords; continuous except where shown See Loadcase Report for loading combinations and additional details. Web Bracing.— None Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): (None unless indicated below) Notes Plates designed for Cq at 0-80 and Rotational Tolerance of 10.0 degrees No.34434 _ STATE OF J- toRlDpk 11� COA#100661111111 2016 NOTICE copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by lh Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.Aseal on this drawing indicates acceptance of professional en Truss Studio V 2016.7.4.1 p engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge n r r , CSHelpsk: 1-866- corn unless the specified plate size is followed by a'48•which indicates an 18 gauge plate,or'S#1a.which indicates a high tension 18 gauge plate. e ' Project Name: 00119 Qty: 16 Truss: J19 Customer. Probity Sales&Service,Inc. SID: 0000061058 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-2-8 3-4-0 3-4-0 1 2-2-8 2 5-6-8 3 8-10-8 4 6/12 2x3. 1.5^ a o+ 2x3i 4-3 3x4= 2x3 n 2xW 1-10-8 8-8-12 2-2-8 6-8-0 1 2-2-8 5 8-10-8 6 8-10-8 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by -18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) - N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 £t B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R= Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 5 2-02-08 462 233 522 08-00 01-08 SPF 425 Vert LL L/360 L/999(-0.07) 5- 6 Webs 2x6 SP (ALSC6-2013) #2 6 8-08-12 214 184 0 03-08 01-08 SPF 425 Vert DL L/120 L/824(-0.09) 5- 6 2x4 SP (ALSC6-2013) 42 3-6 4 8-09-12 109 132 0 01-08 01-08 SPF 425 Vert TL L/240 L/452(-0.16) 5- 6 Herz LL 0.75in ( 0.04) @Jt 4 Member Forces Summary Loads Summary Herz TL 1.25ir ( 0.051 @Jt 4 ...Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant TL L/120 L/320(-0.07) 1- 5 TC 1- 2 8 136 0.31 live load occurring at [810081 using a 1.00 Full and 0.00 Reduced load 2- 3 94 212 0.33 factor. Bracing Data Summary 3- 4 45 106 0.23 ------------ Bracing Data ------------ BC 1- 5 139 0 0.46 Chords; continuous except where shown _ 5- 6 196 381 0.46 See Loadcase Report for loading combinations and additional details. Web Bracing - None 6-OH 0 0 0.00 Web 2- 5 467 283 0.06 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): 3- 6 495 254 0.08 (None unless indicated below) Notes Jnt6(-00-12,0) Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 130 No.34434 _ RK'. STATE OFZORION T COA#3000/I I III I `\II2 21/2016 NOTICE copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility sole) for the thus component design shown.See the cover page and the'Im Important Information 6 General Notes'page for Truss Studio v 2016.7.4.1 p 9 9 y re g p g p p 9 Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge n r r CSHelp@strongtie.corn unless the speed plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18%which indicates a high tension 18 gauge plate. _ Project Name: 00119 Qty: 4 Truss: J19G Customer. Probity Sales&Service,Inc. SID: 0000061059 TID: 45561 Date: 12/21/16 Truss Mir.Contact'. Rick Mills Page: 1 of 1 2-2-8 4-8-0 2-0-0 i2-2-8 2 6-10-8 3 8-10-8 4 98# 124# 3) - 3x4= 6/12 3x4- 4-3 3x4 2x3 It 3x6 3x" 1-10-8 2.5" _ 47# 201# 2-2-8 r 4-8-0 t 2-0-0 1 2-2-8 5 6-10-8 6 8-10-8 -10-8 T Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL- Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes tal Bc 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No To 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) - 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TOLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R= Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jot X-loc React Up Hz Size Reg Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 5 ', 2-02-08 590 409 660 08-00 01-08 SPF 425 Vert LL L/360 L/999(-0.01) 5- 6 Webs 2x4 SP (ALSC6-2013) #2 7 8-09-04 603 773 0 02-08 01-08 SPF 425 Vert DL L/120 L/999(-0.02) 5- 6 2x8 SP (ALSC6-2013) #2 5-2 Vert TL L/240 L/999(-0.03) 5- 6 Loads Summary Horz LL 0.75in ( 0-00) @Jt 7 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Horz TL 1.251n ( 0.00) @Jt 7 ...Mem... Ten Comp .CSI. live load occurring at [70408] using a 1.00 Full and 0.00 Reduced load Cant TL L/120 L/999(-0.01) 1- 5 TC 1- 2 137 113 0.42 factor. 2- 3 334 389 0.55 Bracing Data Summary 3- 4 340 289 0.16 ----------- Bracing Data ------------ 4-OH 0 0 0.00 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown .BC 1- 5 107 95 0.13 Dead Loads may ad usted: > 12.0/12 Web Bracing - None Y be slope 5- 6 328 552 0.13 P J 6- 7 120 130 0.13 Concentrated Loads Plate Offsets(Xl): 7-OH 0 0 0.00 Domain Load Uplift Location Dir Description Web 2- 5 697 507 0.06 Transfer loads: (None unless indicated below) 2- 6 335 210 0.07 TC 124 -211 6-11-04 Vert J17 @ 90 Deg 3- 6 615 269 0.11 TC 98 -137 6-11-04 Vert J3 @ 135 Deg 4- 6 583 942 0.21 BC 47 -15 6-11-04 Vert J17 @ 90 Deg 4- 7 937 571 0.39 BC 201 -263 6-11-04 Vert J3 @ 135 Deg Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Less than 0.25/12 pitch requires adequate drainage to prevent ponding. ;�` GPM•T.Boy '�•, No.34434 STATE OF �� FtORIDP`. ' N COA#3000 11Y 1 111111 `1 t12/21/2016 NOTICEA copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility sole) for the truss component design shown.Seethe cover page and the'Im'Important Information&General Notes'page for Truss Studio v -252-8 0.1 p g 9 po y g p g p p g HelPdosk: 1-866-252-8606 unless the information.All connector plates shall be manufactured by Simpson gauge plate, o Company.Inc in accordance with tension 16 g All connector plates are 20 gauge CSHelp@st�ngtie.com unless the speed plate size is followed by a'-18•which indicates an 18 gauge plate,or'S#18',which indicates a high tension 16 gauge plate. Project Name: 00119 Qty 12 Truss: J21 Customer. Probity Sales&Service,Inc. SID: 0000061060 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 10-3 1 10-3 2 6/12 4-3 3A 9 5 __&J5rr 1.5" 9-7 10-3 l—� 1 10-3 3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg).= N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L - 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L - Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jot X-loc React Up Hz Size Reg Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 1 00-12 33 12 39 01-08 01-08 SPF 425 Vert LL L/360 L/999(-0.00) 1- 3 3 09-07 16 10 0 01-08 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 1- 3 Member Forces Summary 2 09-07 25 27 0 01-08 01-08 SPF 425 Vert TL L/240 L/999(-0.00) 1- 3 ..Mem... Ten Comp .CSI. Herz LL 0.75in ( 0.00) @Jt I TC 1- 2 9 20 0.01 Loads Summary Horz TL 1.25in ( 0.00) @Jt 1 BC 1- 3 0 0 0.01 This truss has been designed for the effects of an unbalanced top chord live load occurring at [1003] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary factor. ------------ Bracing Data ------------ Chords; continuous except where shown See Loadcase Report for loading combinations and additional details. Web Bracing -- None Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,1): (None unless indicated below) Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees \PM T. 130lp''% \�\i.•�xGEN&t � No.34434 _ STATE OF (V�� ik\, "•.FZOR%DP •• G\�� COA#30003� 1NA`1 y 2/ %2016 NOTICE copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th®Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for Helpdeak- 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge r - CSHelp@strongtie.corn unless the speed plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18%which indicates a high tension 18 gauge plate. Project Name: 00119 Qty. 12 Truss: J23 Customer. Probity Sales&Service,Inc. SID: 0000061061 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-2-8 7-u 1 2-2-8 �_10 6/12 2x3n 4-3 3x4= It 2 1-10-B-8-15 2-2-8 7-11 I I 1 2-2-8 J J F 2-10-3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design:'FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead our Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: iI Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 I= 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) - 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R= Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 4 2-02-08 435 209 160 08-00 01-08 SPF 425 Vert LL L/180 L/999(-0.02) 1- 4 Webs 2x6 SP (ALSC6-2013) #2 5 2-08-15 84 111 0 02-08 01-08 SPF 425 Vert DL L/60 L/889(-0.03) 1- 4 3 2-09-02 51 109 0 02-02 01-08 SPF 425 Vert TL L/120 L/533(-0.04) 1- 4 Member Forces Summary Horz LL 0.75in ( 0.01) @Jt 3 ...Mem... Ten comp .CSI. Loads Summary Horz,TL 1.25in ( 0.03) @Jt 3 TC 1- 2 64 132 0.23 This truss has been designed for the effects of an unbalanced top chord Cant TL L/120 L/533(-0.04) 1- 4 2- 3 22 63 0.17 live load occurring at [21003] using a 1.00 Full and 0.00 Reduced load BC 1- 4 160 58 0.17 factor. Bracing Data Summary 4- 5 0 0 0.17 ------------ Bracing Data ------------ Web 2- 4 322 240 0.04 Chords; continuous except where shown See Loadcase Report for loading combinations and additional details. Web Bracing -- None Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): (None unless indicated below) Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees \�V.•�JGENSF � No.34434 _ STATE OF FCORIOp.•' NAV- � .� COA#300013/11 1 I 1 1 11 ti11 21/2016 NOTICEA copy of this design shall be furnished to the erection contractor.The design of this individual truss is based an design criteria and requirements supplied by th component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of W= Truss Studio v 2016.7.4.1 professional engineering responsibility solely for the loos component design shown.See the cover page and the'Important Information$General Notes page for Helpdesk- 1-866-252-86o6 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge CSHelp@strnngtie.corn unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or•S#18',which indicates a high tension 18 gauge plate. Project Name: 00119 Qty- 12 Truss: J25 Customer. Probity Sales&Service,Inc. SID: 0000061062 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 - 2-2-8 2-7-ll 2-2-8 4-10-3 1 2 3 6/12 2x3n -� a, 1.5" a, V 4-3 3x4= N 2 � 1-10-8 4-9-2 2-7-11 2-2-8 4-10-3 1 4 5 1 4-10-3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 1. 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 200' Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 4 2-02-08 342 170 280 08-00 01-08 SPF 425 Vert LL L/180 L/858(-0.03) 1- 4 Webs 2x6 SP (ALSC6-2013) #2 5 4-09-02 27 6 0 02-02 01-08 SPF 425 Vert DL L/60 L/763(-0.03) 1- 4 3 4-09-07 79 121 0 01-08 01-08 SPF 425 Vert TL L/120 L/404(-0.06) 1- 4 Member Forces Summary Harz LL 0.75in ( 0.02) @Jt 3 ...Mem... Ten comp .CSI. Loads Summary Harz TL 1.25in ( 0.04) @Jt 3 TC 1- 2 113 266 0.25 This truss has been designed for the effects of an unbalanced top chord Cant TL L/120 L/404(-0.06) 1- 4 2- 3 27 89 0.18 live load occurring at [41003] using a 1.00 Full and 0.00 Reduced load BC 1- 4 280 101 0.18 factor. Bracing Data Summary 4- 5 0 0 0.18 ----------- Bracing Data ------------ Web 2- 4 376 224 0.04 Chords; continuous except where shown See Loadcase Report for loading combinations and additional details. Web Bracing -- None Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets (None unless indicated below) Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees M T. Bob �IGENSF No.34434 7 A44/ STATE OF O O RID PON COA#300'W/NAL 1 tiY\21/2016 NOTICE copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of, professional engineering responsibility sole) for the thus component design shown.See the cover page and the Important Information&General Notes a e for Truss Studio V 2016.7.4.1 P g g po y re g p g p p g Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge r , CSeelp@stroagtie.cam unless the specified plate size is followed by a•48'which indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. Project Name: 00119 Qty: 6 Truss: J3 Customer. Probity Sales&Service,Inc. SID: 0600061063 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 I 3-1-8 3-3-4 3-3-4 i 2 _5 3 3-1-8 6-4-12 9-7-15 4 -50# 62# 62# t 4.24/12 3x4- N rn 2x3i ' 1 � T 1 4-3 3x4= 3x4= W=4) 2-7-14 R 9-6-14 -54# -54# 15# 15# 3-1-8 6-6-7 i 3-1-8 5 9-7-15 G 9-7-15 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-20141TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---i------ ------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: Ito Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual 6)(in) Location BC 2x4 SP (ALSC6-2013) #2 5 3-01-08 479 535 401 11-05 01-08 SPF 425 Vert LL L/360 L/999(-0.05- 6 Webs 2x4 SP (ALSC6-2013) #2 6 9-06-14 200 263 0 02-02 01-08 SPF 425 Vert DL L/120 L/789(-0.09) 5- 6 2x8 SP (ALSC6-2013) #2 5-2 4 9-07-03 100 136 0 01-08 01-08 SPF 425 Vert TL L/240 L/477(-0.15) 5- 6 Horz LL 0.75in ( 0.00) @Jt 6 Member Forces Summary Loads Summary Horz TL 1.25in ( 0.01) @Jt 6 ...Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Cant TL 'L/120 L/999(-0.03) 1- 5 TC 1- 2 311 403 0.23 live load occurring at [907151 using a 1.00 Full and 0.00 Reduced load 2- 3 298 253 0.36 factor. Bracing Data Summary 3- 4 55 75 0.31 ------------ Bracing Data ------------ BC 1- 5 426 270 0.26 Chords; continuous except where shown 5- 6 195 481 0.40 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 6-OH 0 0 0.00 Web 2- 5 438 134 0.04 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,l�: 3- 5 621 496 0.11 Concentrated Loads Domain Load Uplift Location Dir Description (None unless indicated below) 3- 6 592 290 0.10 Transfer loads: P p Jnt6(-00-07,0) TC -50 -22 4-01-02 Vert J23 @ 135 Deg TC -50 -22 4-01-02 Vert J23 @ -135 Deg TC 62 -122 6-11-01 Vert J25 @ 135 Deg TC 62 -122 6-11-01 Vert J25 @ -135 Deg BC -54 -17 4-01-02 Vert J23 @ 135 Deg BC -54 -17 4-01-02 Vert J23 @ -135 Deg BC 15 -7 6-11-01 Vert J25 @ 135 Deg BC 15 -7 6-11-01 Vert J25 @ -135 Deg Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees T.. 8 • J C ' No.34434 -ON-' STATE OF ((/ COA#30003 111 L ti7J21/2016 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by lh Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of Component Solutions ®Truss Studio V 2o16.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for TrussHelpd St 1-866-016.7.4- additional information.All connector plates shag be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge s r r , CSHe1psk: 1-866- corn unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. Project Name: 00119 My: 1 Truss: V1 Customer: SID: 0000061064 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Page: 1 of 1 4-0-0 1-10-8 1 2-1-8 4-0-0 3-10-8 5-10-8 5-10-8 15-10-8 21-9-0 1 2 3 4 5 6 7 6/12 3x4= 3x4,- -6/12 v ri 3x4% 3x4. 7,. 10-10-85x5= 7„ 4-0-0 4-0-0 4-0-0 1 4-0-0 5-9-0 1 8 9 12-0-010 11 12 21-9-0 7 21-9-0 Typical plate: 2x3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs-------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 ps£ Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 ps£ BC Limited Storage: Yes BC 0.0 1.0 Lum I'25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 31.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 2096 Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) A2 1-7 -- 63 plf 57 plf -122 lbs 21-09-00 SPF 425 Vert LL L/360 L/999(-0.01) 12- 7 Webs 2x4 SP (ALSC6-2013) $2 Vert DL L/120 L/999(-0.00) 12- 7 Vert TL L/240 L/999(-0.01) 12- 7 Member Forces Summary Horz LL 0.75in ( 0.00) @Jt 7 ..Mem... Ten Comp .CSI. Horz TL 1.25in ( 0.00) @Jt 7 ' rc 1- 3 206 148 0.17 Loads Summary 3- 6 204 131 0.22 This truss has been designed for the effects of an unbalanced top chord gracing Data Summary 6- 7 118 174 0.32 live load occurring at [101008] using a 1.00 Full and 0.00 Reduced load --------- Bracing Data --------- BC 1-11 96 41 0.06 factor. Chords; continuous except where shown 7-11 96 42 0.10 Web Bracing -- None .Web 2- 8 286 189 0.05 See Loadcase Report for loading combinations and additional details. 4- 9 29 2 0.0 5-1 5 Plate Offsets(X,l): 2ead Loads may be slope adjusted: > 12.0/12 (None unless indicated below) 6-122 2 257 7 22512 0.0 0.04 D Jnt3(0,-00-12), Jntll(0,00-12) Notes Valley Truss application only Gable webs are attached with min. lx3 20 ga. plates. The max. rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI -B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. \\�ttllllll//// T. B0� '�% ocENSF •�G No.34434 STATE OF FS G ZONAL COA#3000Y 11111111 y2/21/2016 NOTICEA copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by lh Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.Aseal on this drawing indicates acceptance of ®Trues Studio V professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for 2016.9.0.138 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge e ,- •p.2016.9.0- 1-866-252-8606 unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. csselpsk: 1-86i- 52- Project Name: 00119 Qty 1 Truss: V2 Customer. SID: 0000061065 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Page: 1 of 1 4-10-8 1-0-0 3-0-0 3-0-0 1-0-0 4-10-8 s-10-8 11-10-8 17-9-0 1 2 3 4 5 6 7 3x4= 3x4= 6/12 -6/12 '-t ^� 3x41-1 3x4. 7" 8-10-8 3x4= 7„ 4-10-8 4-0-0 4-0-0 4-10-8 17-9-0 1 8 9 10 11 7 17-9-0 Typical plate: 2x3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18' Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dux Factors ASCE7-10 Ground Snow (Pg) - N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 1.0 I= 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 31.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) - 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DI, (psf) : TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) $2 Jot X-loc React Up Hz Size Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x9 SP (ALSC6-2013) $2 1-7 -- 63 plf 64 plf -116 lbs 17-09-00 SPF 425 Vert LL L/360 L/999(-0.01) 8- 9 Webs 2x9 SP (ALSC6-2013) #2 Vert DL L/120 L/999(-0.00) 8- 9 _ Vert TL L/240 L/999(-0.01) 8- 9 Member Forces Summary Horz LL 0.75in ( 0.00) @Jt 7 ...Mem... Ten comp .CSI. Loads Summary Horz TL 1.25in ( 0.00) @Jt 7 oas TC 1- 3 179 126 0.20 3- 5 149 76 0.16 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary 5- 7 166 126 0.19 live load occurring at [810081 using a 1.00 Full and 0.00 Reduced load ----------- Bracing Data ------------ BC 1-10 116 42 0.08 factor. Chords; continuous except where shown 7-10 116 42 0.06 Web Bracing -- None Web 2- 8 310 230 0.05 See Loadcase Report for loading combinations and additional details. 4- 9 249 221 0.04 Plate Offsets(X,Y): 6-11 312 230 0.05 Dead Loads may be slope adjusted: > 12.0/12 (None unless Indicated below) Jnt3(0,-00-12), Jnt5(0,-00-12) Notes Valley Truss application only Gable webs are attached with min. lx3 20 ga. plates. The max. rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI -B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. `VXGENSF OG� J No.34434 STATE OF ��ll 0 RID ZONAL COA#3000Y j 1 1 I 1 1 1 I II2/21/2016 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th®Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.Aseal on this drawing indicates acceptance of Truss Studio V professional engineering responsibility solely for the truss component design shown.See the cover page and the important Information&General Notes'page for 2016.9.0.138 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge 2016.9.0. unless the specified plate sae is followed by a°-1 1-866-252-8606 8'which indicates an 18 gauge plate,or 18•.which indicates a high tension 18 gauge plate. Csaelp@stron866- corn Project Name: 00119 Qtye 1 Truss: V3 Customer.' SID: 0000061066 TID: 45561 Date: 12/21/16 Truss Mfr Contact: Page: 1 of 1 2-10-8 3-0-0 1-o-o i-lvo 3-0-0 2-10-8 5-10-8 7-10-8 13-9-0 1 2 3 4 S 6 7 3x4= 3x4= 6/12 -6/12 v i N 3x41 �Rl 3x4-- 7" 6-10-8 7" 2-10-8 4-0-0 4-0-0 2-10-8 13-9-0 1 8 9 10 7 1 J r 13-9-0 Typical plate: 2x3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS1BS5, or AS18S6) indicated by --Is, Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Drir Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes Bc 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 31.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: NO Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jot X-loc React Up Hz Size Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 1-7 -- 64 plf 71 plf -110 lbs 13-09-00 SPF 425 Vert LL L/360 L/999(-0-01) 9-10 Webs 2x4 SP (ALSC6-2013) #2 Vert DL L/120 L/999(-0.00) 9-10 Vert TL L/240 L/999(-0.01) 9-10 Member Forces Summary Horz LL 0.75in ( 0.00) @Jt 7 ...Meru-.. Ten comp -CSI- Loads Summary Horz TL 1.25in ( 0.00) Bit 7 oas TC 1- 3 292 181 0.21 3- 5 316 184 0.16 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary 5- 7 276 182 0.21 live load occurring at [61008] using a 1.00 Full and 0.00 Reduced load ----------- Bracing Data ----------- BC 1- 7 120 30 0.09 factor. Chords; continuous except where shown Web 2- 8 338 213 0.06 Web Bracing -- None 4- 9 158 149 0.03 See Loadcase Report for loading combinations and additional details. 6-10 340 213 0.06 plate Offsets KY): Dead Loads may be slope adjusted: > 12.0/12 (None unless indicated below) Jnt3(0,-00-12), JntS(0,-00-12) Notes Valley Truss application only Gable webs are attached with min. lx3 20 ga. plates. The max- rake overhang= 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI -133. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. \\\yyylllllll//// M T. Bo � ��•'��CENSF � No.34434 STATE OF FCORION N � IFS ..... COA#30003�ONA`111 Y'/1/2016 NOTICE A copy of this design shall be furnished to the enaction contractor.The design of this individual truss is based on design criteria and requirements supplied by Ih ®Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of Truss Studio V professional engineering responsibility solely for the truss component design shown.See the cover page and the Important Information&General Notes page for 2016.9-0-138 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge r r �� 2016.9sk: 1-866-252-8606 unless the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. CSBelpsk: 1-gtie.corn 11 Project Name: 00119 Qty- 1 Truss: V4 Customer. Probity Sales&Service,Inc. SID: 0000061067 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 4-10-8 4-10-8 4-10-8 9-9-0 1 2 3 6/12 -6/12 13 N I. 7" 4-10-8 7" 2x3 it f 4-10-8 I 4-10-8 t 9-9-0 1 4 3 9-9-0 Typical plate: 30 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' _ Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 1.0 I= 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L - 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 31.0 Pit 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 It, TC Safe Load: tlo Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 1.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R= Yes Fab Tolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC 2x9 SP (ALSC6-2013) p2 Jnt X-loc React UP Hz Size Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) A2 1-3 -- 66 plf 71 plf -92 lbs 9-09-00 SPF 425 Vert LL L/360 L/999(-0.00) 1- 4 Webs 2x4 SP (ALSC6-2013) @2 Vert DL L/120 L/999(-0.00) 1- 4 Vert TL L/240 L/999(-0.00) 1- 4 Member Forces Summary Horz LL. 0.75in ( 0.00) @Jt 3 ...Mem... Ten comp .CSI. Loads Summary Horz TL 1.251n ( 0.00) @Jt 3 TC 1- 2 209 118 0.27 This truss has been designed for the effects of an unbalanced top chord 2- 3 181 118 0.27 live load occurring at [410081 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary BC 1- 3 60 17 0.07 factor. ------------ Bracing Data ------------ Web 2- 4 245 154 0.04 Chords; continuous except where shown See Loadcase Report for loading combinations and additional details. Web Bracing -- None Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): (None unless indicated below) Notes Valley Truss application only Gable webs are attached with in. lx3 20 ga. plates. The max, rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI -B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees No.34434 STATE OF COA#30 03//Al/4L,ti�i2112016 NOTICE copy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th Component Solutions Truss Manufacturer and reties upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of ®Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for Helpdask: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge, r t r : HelpdeCSHeIp@stmagtie.coca unless the speed plate size is followed by a'A8'which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. Project Name: 00119 Qty: 1 Truss: V5 Customer. Probity Sales&Service,Inc. SID: 0000061068 TID: 45561 Date: 12/21/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-10-8 I 2-10-8 2-10-8 5-9-0 1 2 3 6/12 2x4 -6/12 `f 3x4= 3x4. 69" 5-9-0 5-9-0 1 3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: F13C-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed IV) = 170 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: c Risk Cat: II Exposure Cat: c 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 0.0 ft B = 0.0 ft- 200 lb BC Accessible Ceiling: No Total 31.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf) : TC = 5.0 BC = 1.0 Unbalanced TOLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads : No End Vertical Exposed: L = Yes R Yes Fab Tolerance: 20% Creep (Kcr) - 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw ' Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 1-3 -- 66 plf 71 plf -69 lbs 5-09-00 SPF 425 Vert LL L/360 L/999(-0.00) 1- 4 Vert DL L/120 L/9991-0.00) 1- 4 Member Forces Summary Loads Summary Vert TL L/240 L/999(-0.00) 1- 4 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Horz LL 0.75in ( 0.00) @Jt 4 TC 1- 2 244 133 0.09 live load occurring at [21008] using a 1.00 Full and 0.00 Reduced load Horz TL 1.25in ( 0.00) @Jt 4 2- 3 216 133 0.08 factor. BC 1- 4 98 74 0.02 Bracing Data Summary 3- 4 98 74 0.02 ------------ Bracing Data ------------ See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None Plate Offsets(X,l): (None unless indicated below) Notes Jnt2(0,-00-01) Valley Truss application only Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ' \GENSF No.34434 (C/ c5 ' STATE OF COA#3 00YON11111 AL\`21/2016 NOTICE copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by th®Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of Truss Studio V 2016.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes page for Helpdesk: 1-866-252-8606 additional information.Ali connector plates shag be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge r r , HelpdeBstrongtie.corn unless the specified plate size is followed by a"-18•which indicates an 18 gauge plate,or"S#18•,which indicates a high tension 18 gauge plate. LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR D-WEBCLRBRACE WEB MEMBERS p Date:06/18/2014 Rev:A Pg.1 of 1 1 row of CLR This detail provides information for laterally restraining and bracing @ mid-points web members to prevent lateral buckling using continuous lateral restraints(CLRs)in combination with diagonal bracing. In addition to 2 rows of CLR the CLRs indicated on the truss design drawing,diagonal bracing @ 1/3-points must be installed as indicated in this detail and BSCI-133. See WEBREINFORCE for web reinforcement options that may be used as an alternative to this detail when installing CLRs and diagonal bracing is not practical or desired. Properly attached full-length sheathing satisfies(may replace)any bracing requirements specified for end vertical webs. Refer to the Construction Documents for additional ;bracing requirements. WEB MEMBERS WITH LATERAL RESTRAINT Install 2x4 diagonal bracing at each end and at every 20'along the length of the CLRs.See Diagonal Bracing Details 2&3. DMin.2x4x12'CLRs installed on web members where indicated on the truss design Section A-A drawing. Attach CLRs to each web with min.2-10d nails Web CLR splice s 20'between /Win.2'-Iong CLRdiagonal braces 2x_scab block centered over the CLR splice and web. Attach to CLR with min.8-10d nails Note:Not all truss Overlap ends of CLRs at least one truss on each side of splice. members shown for clarity. spacing or use splice detail (see Detail 1) Detail 1 -CLR Splice For webs with one row of CLRs,diagonal bracing shall be For webs with 2 rows of CLRs,diagonal bracing shall be installed using Option 2A or 2B.Attach diagonal braces to installed using Option 3A or 3B.Attach diagonal braces to each truss with min.2-10d nails. each truss with min.2-10d nails. 11, Ll s 45 O s45° s 5° 4/ Option 2A Option 3A Option 2B Option 3B Detail 2-Diagonal Bracing for 1 Row of CLRs Detail.3-Diagonal Bracing for�F16*6ldf QPs �GPM.T.80 \��.. �10ENg�c No.34434 _ STATE OF DETAIL LIMITATIONS: Nail Dimensions: %X" •_FtoRtpp• 1. Restraint and Bracing Material min.2x4 stress graded lumber. 10d=3"x 0.128" �i�Ss1'' 2.This detail does not address permanent building stability bracing ///t�NAL to resist lateral forces acting on the building. COA#30003 f f 1 1 1 t t y�/21/2016 3.This detail shall not supersede any project-specific truss member permanent bracing design for the roof framing structural system. This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others).This detail is not intended to Simpson Strong-Tic Company supersede any project-specific details provided in the Construction Documents.Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. -Mr-1-To INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE n � 0 Date:06/11/2014 1 Rev:A Pg.1 of 1 NOTES: 1. This detail provides web reinforcement options that may be used as an alternative to continuous lateral restraint(CLR)when installing CLRs in combination with diagonal bracing is not practical or desired. 2. Refer to the truss design drawing for web lateral restraint requirements. A IE:l on the truss design drawing indicates that continuous lateral restraint is Web required at the locations shown(either at the midpoint or 1/3-points of the web Member member). Refer to the tables below for acceptable web reinforcement options (Typ•) that may be used in place of one or two rows of CLR. , 3. This detail may not be used to substitute CLRs for T-,L-, I-or scab reinforcements that are specified on.the truss design drawing. 4: T-,L-, I-and scab web reinforcements must be the same or better species and Add member to grade of the web member as indicated on the truss design drawing. both edges for —_7 5. All reinforcements must extend to within 6"of each end of the web member. I-Reinforcement 1%i This detail does not apply to single-ply webs that exceed 14'in length. T-Reinforcement (I-Reinforcement similar) 1 Row of CLR @ 2 Rows of CLRs Web Mid-point @ Web 1/3 points WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES' Specified Acceptable Web Reinforcement Web Member Web Substitutions-Type Size Reinforcement-to-Web Lateral Member Connection Restraint Size Requirements (CLRs) T L- Scab I- 1 Row @ 2x4 2x4 2x4 2x4 --- Mid-point 2x6 2x6 2x6 2x6 — L-Reinforcement 2x8 2x8 2x8 2x8 --- 16d gun nails 2 Row @ 2x4 2-2x4 @ 6"on-center 1/3-points 2x6 No substitutions allowed 2-2x6 2x8 2-2x8 WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES 2 Specified Acceptable Web Reinforcement Web Member Web Substitutions-Type&Size Reinforcement-to-Web Lateral Member Connection Restraint Size Requirements (CLRs) T L- Scab I- 1 Row @ 2x4 2x4 2x4 --- Mid-point 2x6 2x6 2x6 --- --- 2x8 2x8 2x8 --- --- 16d gun nails 2x4 2-2x4 @ cem 6"on-center Scab Reinforent 2 Row @ 1/3-points 2x6 No substitutions allowed 2-2x6 2x8 1 2-2x8 1.The maximum allowable web length for single-ply trusses is 14'. T 80 2. For 2-ply trusses,the reinforcement must be nailed to both plies of the web with �`�\�, �GENsF-��G�� the nailing pattern specified in the table. 3. For the scab reinforcement,2 rows of 10d gun nails @ 6"o.c may be used in place = No.34434 of 16d gun nails for attaching the reinforcement to the web. 4. For I-reinforcement,attach each 2x_member to opposite edges of the web using =the nailing pattern specified in the table. %i Nail Dimension b STATE OF �llJ 16d=3.5"x 0.131" .F<ORIDP.•' 10d=3"x 0.120" ��''�;SLZONAL �\\�� COA#300091 1 1 1 1 1 1 1 I II2l21/2016 This detail is to be used only for the application and condifions indicated herein,and its suitability for any particular truss/project shall be verified(by others).This detail is not intended to Simpson Strong-Tic Company supersede any project-specific details provided in the construction Documents.Truss configurafions shown are for illustration only. Refer to the truss design drawing(s)axompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design.