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Home My WebLink AboutBuilding Plans � k V�� Copy • TRUSS DESIGN DRAWINGS & DETAILS Simpson Strong-Tic Company,Inc. Prepared for: RM Building Components,LLC 5956 W.Las Positas Blvd. Job: 00141 Pleasanton,CA 94588 Date: 12/22/2016 (800)999-5099 Ref.Number: Director.12222016.103316.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 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. 18 Truss Design Drawing(s) I - Al 2- AS 3- A3 4- A4G 5- A2G 6- A6 7- A7 8- AH8 9- J13 10- J15 11 - J21 12- J23 13- J33 14- J35 15- MV 1 16- MV2 17- IVIV4 18- MV5 i Details I DIEM► \� � z .•HUU' f' 2Oil ' p.E. s� ,d , �2 "/l111111�� \\\� 5956 West Las Positas Boulevard I Pleasanton,CA 94588 1 1-800-999-5099 Tech 1-866-252-8606 Web Site:www.strongtic.com E-mail: CSHelp@strongtie.com I t - Component Solutions" 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 ANSI/TPI 1. Refer to ANSI/TPI 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 5XIA 8 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 11— 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. example,the dimension is 10'-3 14/16"). 5. The Building Designer is responsible for the anchorage of the 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. 2 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 8. 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. 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, 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 the design and inspection of the temporary and permanent truss Note: 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 restraint/bracing details in BCSI-133 1. 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-133). 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-133 unless otherwise specified in the Construction Documents. Referenced Standards DSB-89: Recommended Design Specification for Temporary Bracing of Metal ANSI/TPI 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). (` ww.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 russ Plate Institute(www.tpinst.org)avd the Structural Building ESR-2762 published by the International Code Council Evaluation Service j Components Association(www.sbcindustry.com). (www.icc es.org). TD-GEN-0003A 6/2015 Project Name: 00141 Qty: 2 Truss: Al Customer: Robert&Sylvia Collada SID: 0000061721 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-1-0 5-10-4 5-3-12 5-3-12 5-10-4 2-1-0 V 1 5-10-4 11-2-0 16-5-12 22-4-0 2 3 4 5 3x4= 6/.12 -6/12 i 2x3 n 2011 0 0 uj 4-3 3x4= 3x4= 3x4= 5x5= 8„ 8" 6-8-0 9-0-0 6-8-0 6-8-0 15-8-0. 22-4-0 1 6 7 5 r 22-4-0 -- Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by I Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Dr 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 Jot X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 1 04-00 1193 856 -279 08-00 01-14 SPF 425 Vert LL L/360 L/999(-0.22) 6- 7 Webs 2x4 SP (ALSC6-2013) #2 5 22-00-00 1184 842 0 08-00 01-14 SPF 425 Vert DL L/120 L/782(-0.32) 6- 7 Vert TL L/240 L/464(-0.54) 6- 7 Member Forces Summary Loads Summary Horz LL 0.75in ( 0.19) @Jt 1 .'Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.23) @Jt 1 TC1 OH- 1 57 0 0.59 live load occurring at 1110200] using a 1.00 Full and 0.00 Reduced load 1- 2 1421 1419 0.84 factor. Bracing Data Summary 2- 3 1545 1588 0.49 ------------ Bracing Data ------------ 3- 4 1523 1577 0.49 Chords; continuous except where shown 4- 5 1398 1419 0.84 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 5-011 57 0 0.59 BCI 1- 6 1194 865 0.77 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): I 5- 7 1194 868 0.77 (None unless indicated below) 6- 7 792 363 0.84 intl(00-03,00-02), int5(-00-03,00-02), Web 2- 6 565 396 0.10 Notes Jnt7(0,-01-00) 3- 6 532 541 0.44 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 3- 7 532 544 0.44 degrees 4- 7 566 396 0.10 I I `\�5tt11111//77/' \,1GENSF REVIEWED BY: _ No.69577 ; AUG 3 1 2017 TODD N. SMITH, P.E. iG�•• STATEOF =GC7\ FL PE #42082 LOR{OP.•' G\ / NAL � COA tf30a0s 7//f I I I l \12/22/2016 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 theJr!TT 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 profession engineering n ineerin responsibility solely for the truss component design shown.See the cover page and the'Important Information&General Notes'page for Truss Studio V -252-8 06 4.1 p g g p y y p g p g p g - Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance h with tension 18 g All connector plates are 20 gauge d I r CSHelp@strongtie.com unless the specified plate size is followed by a"-1 8'which indicates an 18 gauge plate,or"S#78',which indicates a high tension 18 gauge plate. - I it Project Name: 00141 Qty: 1 Truss: A5 Customer: Robert&Sylvia Collada SID: 0000061722 TIC: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 h 2_ 1=0� 5-10-4 5-3-12 5-3-12 5-10-4 ,, 2 5-10-4 I 11-2-0 16 5-12 22-4-0 2 S 4-0 4x4% 6/12 -6/12 2x3 , 2x311 o 0 I rn 4-3 3x4= 3x4= X 8„ 3x4= 5x5= 8„ 6-8-0 9-0-0 6-8-0 15-8-0 22-4-0 1 6 7 5 4 a 22-4-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' I Cod /Design: FBC-2014/TPI-2001 -----------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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 ft 200 lb BC Accessible Ceiling: No Tot 1 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 FablTolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw I Material Summary Reaction Summary Deflection Summary TC1 2x4 SP (ALSC6-2013) 41 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BCI 2x4 SP (ALSC6-2013) N2 1 04-00 1188 849 -275 08-00 01-14 SPF 425 Vert LL L/360 L/999(-0.% 6- 7 Webs 2x4 SP (ALSC6-2013) 42 5 22-00-00 1180 836 0 08-00 01-14 SPF 425 Vert DL L/120 L/782(-0.32) 6- 7 Vert TL L/240 L/464(-0.54) 6- 7 Member Forces Summary Loads Summary Horz LL 0.75in ( 0.19) @Jt 1 .:Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.23) @it 1 TC OH- 1 57 0 0.59 live load occurring at [110400) using a 1.00 Full and 0.00 Reduced load 1- 2 1402 1419 0.84 factor. Bracing Data Summary 2- 3 1527 1578 0.49 ------------ Bracing Data ------------ 3- 4 1508 1571 0.50 Chords; continuous except where shown 4- 5 1383 1420 0.83 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 5-OH 57 0 0.59 BC' 1- 6 1194 851 0.77 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,1): 5- 7 1195 855 0.77 (None unless indicated below) 6- 7 791 348 0.84 Jntl(00-03,00-02), Jnt5(-00-02,00-01), Web 2- 6 566 396 0.10 Notes Jnt7(0,-01-00) 3- 6 532 542 0.44 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 3- 7 533 547 0.45 degrees 4- 7 568 398 0.10 Boo \ \,\CENSE REVIEWED BY: _ No.69577 AUG 3 1 2017 G STATE OF !V` TODD N. SMITH, P.E. % s•''•'".....• FL PE #42082 S cDA#30003 /f f l l l l l j2/22/2016 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 Trusis 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 mf2ssional engineering responsibility sole) 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 p g g p y y p g p g p p e a 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�� - CSHelp@strongtie.com unlei s 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. - ^ I I • I � Project Name: 00141 Qty: 3 Truss: A3 Customer: Robert&Sylvia Collada SID: 0000061723 TID: 45596 Date: 12/22/16 Truss Mfr.Contact Rick Mills Page: 1 of 1 2-1-0 2-8-0 2-10-0 2-10-0 2-10-0 2-10-0 2-10-0 2-10-0 2-8-0 2-1-0 2 8 0 5-6-0 8-4-0 11-2-0 14-0-0 16-10-0 19-8-0 1 2 3 4 5 6 7 8 22-4-0 9 4x6 6/12 3x4= 3x4, -6/12 3x4' /x 3x4, o 3x4% 3x4% 3x4. 3x4. � 4-3 3x4- 3x4% 6/.12 -6/12 3x4, 3x4= 0-12 3x6 3x6 22 3 4 2-B-0 1 2-10-0 1 2-10-0 1 2-10-0 1 2-10-0 1 2-10-0 12-10-0 1 2-8-0 2-8-0 5-6-0 8-4-0 11-2-0 14-0-0 16-10-0 19-8-0 22-4-0 1 10 11 12 13 14 15 16 9 $ 22-4-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' I 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 ft 200 lb BC Accessible Ceiling: No Tot 1 40.0 Plt 1.25 1.60 N/A Thermal Condition: allexcept M.R.H (h) - 15.0 ft Kzt - 1.0 300 1b 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 FablTolerance: 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) N1 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) U1 1 03-08 1193 856 -279 05-08 01-12 SPF 425 Vert LL L/360 L/611(-0.42) 12-13 Webs 2x4 SP (ALSC6-2013) d2 9 22-00-08 1184 842 0 05-08 01-12 SPF 425 Vert DL L/120 L/396(-0.64) 12-13 Vert TL L/240 L/240(-1.06) 12-13 Member Forces Summary Loads Summary Horz LL 0.75in ( 0.32) @Jt 9 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.85) @Jt 9 TCI OH- 1 57 0 0.59 live load occurring at [110200] using a 1.00 Full and 0.00 Reduced load 1- 2 1253 1361 0.57 factor. Bracing Data Summary 2- 3 2411 2723 0,42 -- Bracing Data - 3- 4 2801 3494 0.42 Chords; continuous except where shown 4- 5 2408 3801 0.37 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 5- 6 2381 3797 0.36 6- 7 2777 3492 0.42 Dead Loads may be slope adjusted: > 12.0/12 7- 8 2397 2722 0.42 Plate Offsets( ndi (None unless indicated below) 8- 9 1234 1361 0.57 Jnt5(0,-00-01), Jntlo(-00-12,-00-09), 9-OH 57 0 0.59 Notes Jnt13(0,-00-07), Jntl6(-00-12,-00-09) BCI 1-10 1152 762 0.46 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 9-16 1152 768 0.47 degrees 10-11 1292 851 0.25 11-12 2710 1966 0.46 12-13 3451 2146 0.58 i 13-14 3449 2148 0.58 14-15 2707 1968 0.46 15-16 1290 857 0.25 Web 2-10 554 598 0.09 2-11 1257 989 0.28 3-11 497 543 0.08 3-12 672 162 0.15 4-12 103 246 0.02 5-13 3149 1828 0.77/ InAIIBl,//�/// 6-13 599 238 0.10 �\ tVV�I•, O / 6-14 103 246 0.02 ��` •"•' •'•. OT 7-14 672 161 0.15 !` �1GENSF •,�. i 7-15 496 543 0.08 8-15 1257 987 0.28 �••• ••:� �_ 8-16 555 598 0.09 ` N0.69577 I REVIEWED BY: _ '�✓j. AUG 3 1 2017 a STATE OF �CORIDP.•' GN TODD N. SMITH, P.E. i;SIONAI IE�`� FL PE #42082 COA#30003 r/f I I l i 12/22/2016 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design aileria and requirements supplied by Ih,®Component Solutions Truss an 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 2016.7.4.1 profgssianaI 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 addigonal information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge a p 411 r }y CSHelp@strongtie.com 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. I i Project Name: 00141 Qty: 1 Truss: A4G Customer: Robert&Sylvia Collada SID: 0000061724 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-Ply 0 I20-0 I2-10-0 2-10-0I 2910-00 2-8-0 -1-0 1 ~2 -0 2-6--00 8-140-0 11-12-0 14-0-0 t 16-10-0 -8- 22-4 0 1 2 3 4 5 6 7 8 9 1000# 1 4x6 6/12 3x4% 3x4, -6/12 n 3x4% 7x 3x4, 0 ti o i 3x4% 3x4% m 3x4. 3x4, 4-3 3x4= 3x411 6/12 -6/12 3x4, 3x4= 0-12 3x6 3x6 22-3-4 2-8-0 2-10-0 2-10-0 2-10-0 2-10-0 2-10-0 2-11-0 2-8-0 2-8-0 5-6-0 8-4-0 11-2-0 14-0-0 16-10-0 19-8-0 22-4-0 1 10 11 12 13 14 15 16 9 r 22-4-0 T Plat es -- 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 210 0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 ft 200 lb BC Accessible Ceiling: No Total 40.0 PI 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: 2 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 TCI 2x4 SP (ALSC6-2013) #1 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC, 2x4 SP (ALSC6-2013) #1 1 03-08 1518 1247 -279 05-08 01-08 SPF 425 Vert LL L/360 L/607(-0.42) 12-13 Wens 2x4 SP (ALSC6-2013) A2 9 22-00-08 1518 1233 0 05-08 01-08 SPF 425 Vert DL L/120 L/399(-0.64) 12-13 1 Vert TL L/240 L/240(-1.06) 12-13 Member Forces Summary Loads Summary Herz LL 0.75in ( 0.34) @Jt 9 .IMem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Herz TL 1.25in ( 0.88) @Jt 9 TCI OH- 1 57 0 0.34 live load occurring at [1102001 using a 1.00 Full and 0.00 Reduced load 1- 2 1979 2289 0.41 factor. Bracing Data Summary 2- 3 4062 4824 0.35 -- Bracing Data ------------ 3- 4 5337 6737 0.40 Chords; continuous except where shown 4- 5 5961 8344 0.44 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 5- 6 5931 8338 0.44 6- 7 5312 6733 0.40 Dead Loads may be slope adjusted: > 12.0/12 Concentrated Loads Plate Offsets(X,1): 7- 8 4039 4822 0.35 (None unless indicated below) 8- 9 1960 2289 0.40 Domain Load Uplift Location Dir Description JntS(0,-00-01), Jnt10(-o0-12,-00-09), 9-OH 57 0 0.34 User loads: BC, 1-10 1961 1395 0.38 TC 1000 -782 11-02-00 Vert User-Defined Jnt13(0,-00-07), Jnt16(-00-12,-00-09) 9-16 1961 1401 0.39 10-11 2188 1552 0.24 2-PLY TRUSS Fastener Spacing 11-12 4818 3615 0.44 12-1 667 4667 0.6 13-14 6670 4667 0.64 Fasten each ply to the adjacent ply as follows (rows staggered): � 14-15 4814 3615 0.44 TC, 1-rows) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.** 15-16 2186 1557 0.24 BC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. Web 2-10 888 1026 0.08 WB, 1-rows) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. 2-11 2331 1829 0.26 3-11 901 1060 0.08 ** Use additional fasteners of the same type approved within +/-12" of the 3-12 1679 949 0.19 Locations) indicated (except where appzoed hangers are used with 4-12 461 703 0.04 fasteners that transfer the load to all plies): 4-13 6149 173 0.16 69 TC:11-02-00, 5 �I[B 0 5-13 6149 4173 0.69 6-13 1565 1169 0.17 \\ \ •••O 6-14 460 702 0.04 �\ ��` 7-14 1680 949 0.19 !` '••�, i 7-15 899 1059 0.08 NOteS �,\GENSE 8-15 2331 1826 0.26 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ••:� 8-16 889 1025 0.08 degrees No.69577 All loads are to be verified by the Building Designer. REVIEWED BY: AUG 3 1 ZO ��t J�. STATE OF S%NN- E�\\\ TODD N. SMITH, P.E. coAtt3000s/1111l11tt9\\\ /2016 FL PE #42082 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 the®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 rof ssional engineering responsibility sole) for the truss component design shown.See the cover page and the'Important Information&General Notes'page for Truss Studio V -252-8 06 4.1 p g g g p y y p g p g p g Helpdesk: 1-866-252-8606 addi Tonal information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge k t r CSHelp@strongtie.com .nits 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: 00141 Qty: 1 Truss: A213 Customer: Robert&Sylvia Collada SID: 0000061725 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-1-0 2-1-12 1 4-4-0 4-8-4 4-8-4 4-4-0 2-1-12, 2-1-0 2-1-12 6-5-12 11-2-0 15-10-4 20-2-4 22-4-0 1 2 3 4 5 6 7 I i 3x4= 6/12 -6/12 3x10 3x10 i 2x3,, 2x3,, = 4 3 4x6 4x6 0 8., c x 4x8 8„ 3x4,, 4x4= 3x8 4x8 3x411 2-0-0+ 4-5-12 4-8-4 4-8-4 4-5-12 r 2-00 2-0-0 6-5-12 11-2-0 15-10-4 20-4-0 22-4-0 1 8,9 10 11 12 13,14 7 it 22-4-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, I Cod,/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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L - 35.0 ft B = 22.3 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: 0 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 FablTOlerance: 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) H2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) k2 1 04-00 1563 1225 0 08-00 02-07 - SPF 425 Vert LL L/360 L/999(-0.07) 11-12 Webs 2x4 SP (ALSC6-2013) 42 7 22-00-00 1562 1224 0 08-00 02-07 SPF 425 Vert DL L/120 L/999(-0.11) 11-12 Vert TL L/240 L/999(-0.18) 11-12 Member Forces Summary Loads Summary Horz LL 0.75in ( 0.04) @Jt 7 .-Mem... Ten Comp .CSI. Girder designed to carry: Horz TL 1.25in ( 0.09) @Jt 7 TCI OH- 1 0 0 0.00 Face X-Start X-End Where Span(S) Span(E) Pitch ExPSF:LL/DL 1- 2 2089 2666 0.55 Back 0 22-04-00 BotL 7-00-00 7-00-00 6.00 0/0 Bracing Data Summary 2- 3 1924 2456 0.52 Bracing Data ------------ 3- 4 982 1253 0.19 This truss has been designed for the effects of an unbalanced top chord Chords; continuous except where shown 4- 5 981 1252 0.19 live load occurring at [1102001 using a 1.00 Full and 0.00 Reduced load Web Bracing -- None 5- 6 1923 2455 0.52 factor. 6- 7 2088 2664 0.55 Plate Offsets(X,`n: 7-OH 0 0 0.00 (None unless indicated below) BC 1- 8 2340 1833 0.50 See Loadcase Report for loading combinations and additional details. JntB(0,-00-12), Jnt12(0,-01-08), 7-14 2338 1832 0.49 Jntl4(0,-00-12) 9-10 67 53 0.37 Dead Loads may be slope adjusted: > 12.0/12 10-11 1339 1049 0.56 11-12 1329 1041 0.56 12-13 68 53 0.37 Notes Web 2- 8 205 160 0.43 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 3- 8 1079 845 0.32 degrees 3-10 233 91 0.05 All loads are to be verified by the Building Designer, 3-11 255 413 0.31 4-11 1122 879 0.83 5-11 245 398 0.30 5-12 211 64 0,05 5-14 1086 851 0.32 6-14 204 160 0.43 8-10 1400 1097 0.37 O 12-14 1400 1097 0.37 �\ IY` L7 l 13-14 226 177 0.44 �� OT �� \,�GENSE •�.�� REVIEWED BY: � No.69577 AUG 3 zolr --�lZr77ii �� STATE OF ��\ TODD N. SMITH, P.E. FL PE #42082 %� �ORIDP.•' G\\�� E�\• confr�aoo3//f l l l 1 1 1 t%J2/22/2016 NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is Dosed 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 rof ssionat engineering responsibility sole) for the truss component design shown.See the cover page and the"Important Information$General Notes' a e for Truss Studio V 2016.7.4.1 p C g g p y y p g p g p p e y Helpdesk: 1-866-252-8606 unle16onal information.All connector plates shall be manufactured by Simpson gauge plate,Strong-Tie Company.Inc in accordance with tension 18 g All connector plates are 20 gauge n r 1 - CSHelp@strongtie.com un)ei s the specified plate size is followed by a'-1 8'which indicates an 18 gauge plate,or"Sq 18',which indicates a high tension 18 gauge plate. I � i Project Name: 00141 Qty: 1 Truss: A6 Customer: Robert&Sylvia Collada SID: 0000061726 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-1-0 4-9-4 4-2-12 4-4-0 4-9-4 2-1-0 1 4-9-4 2 9-0-0 3 13-4-0 4 14-2-12 7-6-12 5 22-4-0 6 3x6 3x6 6/12 -6/12 2x3. >2x3l' o v 4-3 3x4= 3x4= 3x4= 5x5= 8„ 8„ 9-0-0 I 4-4-0 ( 9-0-0 9-0-0 13-4-0 22-4-0 1 7 8 6 J - J 22-4-0 n Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' 1 Cod,/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PS 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B - 22.3 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 (xcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw I Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) kl Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location 2x9 SP (ALSC6-2013) p2 3-4 1 04-00 1158 854 -227 08-00 01-13 SPF 425 Vert LL L/360 L/999(-0.20) 1- 7 BC 2x4 SP (ALSC6-2013) p2 6 22-00-00 1151 843 0 08-00 01-13 SPF 425 Vert DL L/120 L/999(-0.20) 1- 7 Webs 2x4 SP (ALSC6-2013) k2 Vert TL L/240 L/619(-0.41) 1- 7 1 Loads Summary Horz LL 0.75in ( 0.24) @Jt 1 ( Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in 0.25) @Jt 1 .I.Mem... Ten Comp .CSI. live load occurring at [1102001 using a 1.00 Full and 0.00 Reduced load TC� OH- 1 57 0 0.59 factor. Bracing Data Summary 1- 2 1455 1402 0.92 ------------ Bracing Data ------------ 2- 3 1218 1153 0.43 Chords; continuous except where shown 3- 4 1195 985 0.38 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 4- 5 1206 1162 0.43 5- 6 1438 1404 0.90 Dead Loads may be slope adjusted: > 12.0/12 6-oH 57 0 0.59 Plate Offsets( ndi (None unless indicated below) BC 1- 7 1190 912 0.75 Jntl(00-11,00-06), Jnt6(-00-09,00-05), 6- 8 1191 914 0.74 Notes JntB(0,-01-00) 7- 8 985 516 0.65 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web 2- 7 451 314 0.13 degrees 3- 7 256 122 0.07 4- 8 254 125 0.07 5- 8 453 307 0.13 I REVIEWED BY: No.69577 AUG 3 1 2017 STATE OF TODD N. SMITH, O.E. ORIO ' G FL PE #42082IONAL � %�`�s''•�� P•.•'G\?� COA#s000s !f f I I l l l 1�12/22/2016 N01lCE 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 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 a CSHelp@strongtie.com unlFIIss 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: 00141 Qty: 1 Truss: A7 Customer: Robert&Sylvia Collada SID: 0000061727 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-1-0 7-0-0 4-2-0 4-2-0 7-0-0 2-1-0 1 7-0-0 11-2-0 15-4-0 22-4-0 1 2 3 4 5 - I 6/12 3x6 3x4= 3x6 -6/12 M O O Ol 4-3 3x4= 3x4= 8„ 3x4= 5x5= 8„ 7-0-0 8-4-0 I 7-0-0 7-0-0 15-4-0 22-4-0 1 6 7 5 22-4-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by Code/Design: FBC-2014/TPI-2007 -----------Snow Load Specs----------- ----------Wind Load Specs---------- -------Additional Design Checks------ PSF Live Dead Cur Factors ASCE7-10 Ground Snow (Pg) = N/A ASCE7-10 Wind Speed (V) = 170 mph 10 pelf Non-Concurrent BCLL: Yes TC 20.0 10.0 Live Wind Snow Risk Cat: II Terrain Cat: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 FablTolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC f 2x9 SP (ALSC6-2013) Al Jot X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) A2 2-4 1 04-00 1127 854 -177 08-00 01-12 SPF 425 Vert LL L/360 L/999(-0.13) 6- 7 BCi 2x4 SP (ALSC6-2013) q2 5 22-00-00 1120 843 0 08-00 01-12 SPF 425 Vert DL L/120 L/999(-0.25) 6- 7 Webs 2x4 SP (ALSC6-2013) R2 Vert TL L/240 L/659(-0.38) 6- 7 Loads Summary Horz LL 0.75in ( 0.14) @Jt I Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.16) @Jt 1 ..!Mem... Ten Comp .CSI. live load occurring at (1102001 using a 1.00 Full and 0.00 Reduced load TC OH- 1 57 0 0.59 factor. Bracing Data Summary 1- 2 1243 1357 0.93 ------------ Bracing Data ------------ 2- 3 1244 1122 0.47 Chords; continuous except where shown 3- 4 1252 1131 0.47 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 4- 5 1231 1355 0.93 5-OH 57 0 0.59 Dead Loads may be slope adjusted: > 12.0/12 BC 1- 6 1122 672 0.69 Plate Offsets( ndi (None unless indicated below) 5- 7 1119 678 0.70 Jnt1(00-12,00-06), Jnt5(-00-12,00-06), 6- 7 1258 874 0.71 Notes Jnt7(0,-01-00) Web 2- 6 340 91 0.07 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 3- 6 306 222 0.11 degrees 3- 7 300 211 0.10 4- 7 337 92 0.07 I \,111111111//// REVIEWED BY: ,.`��..M.Boos'% AUG 3i2 No.69577 TODD N. P. SMITH, E. FL PE #42082 w_ STATE OF is G S�ONAL COAPi3ooU3///f r I I I 1 y 1�2/22/2016 i 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 rof ssional engineering responsibility solely for the truss component design shown.See the cover page and the'im'important Information&General Notes'page for Truss Studio v 2016.7.4.1 p@ g g p y y p g p g p p g y 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 h r r , CsHelp@strongtia.com unlls the specified plate size is followed by a%I 8'which indicates an 18 gauge plate,or"S#18%which indicates a high tension 18 gauge plate. - n Project Name: 00141 Qty: 1 Truss: AH8 Customer: Robert&Sylvia Collada SID: 0000061728 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-0 5-0-0 ] 4-1-5 1 4-1-5 4-1-5 1 5-0-0 r 2-1-0 5-0-0 9-1-5 13-2-11 17-4-0 22-4-0 1 11'0# 3 4 6 6/12 g 4x6 11�0# 1104_ 11�0# 4MI 11�0# g4x6 -6/12 M �� 5x7 5x7 4-3 Ch N , M 2x3n 3x4= 3x10 3x4= 2x31t 8,r -44# -44# 41# 41# 41# 41# 41# 41# 41# 5-0-0 1 4-1-5 1 4-1-5 1 4-1-5 1 5-0-0 5-0-0 9-1-5 13-2-11 17-4-0 22-4-0 1 7 8 9 11 6 22-4-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S(5) indicated by '-18' I 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L - 35.0 ft B = 22.3 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt r 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 Spaeing: 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 FablTolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TCJ 2x4 SP (ALSC6-2013) #1 Jnt X-1oc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BCJ 2x4 SP (ALSC6-2013) #2 1 04-00 1490 1425 -127 08-00 02-05 SPF 425 Vert LL L/360 L/999(-0.15) 8- 9 Webs 2x4 SP (ALSC6-2013) #2 6 22-00-00 1490 1415 0 08-00 02-05 SPF 425 Vert DL L/120 L/888(-0.28) 8- 9 Wedge 2x6 SP (ALSC6-2013) #2 Vert TL L/240 L/581(-0.43) 8- 9 Loads Summary Horz LL 0.75in ( 0.12) @Jt 1 Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Horz TL 1.25in ( 0.19) 0it 1 ..�mem... Ten Comp .csi. live load occurring at [110200] using a 1.00 Full and 0.00 Reduced load Tc OH- 1 57 0 0.68 factor. Bracing Data Summary 1- 2 2420 2332 0.79 ------------ Bracing Data ------------ 2- 3 3339 3086 0.68 Chords; continuous except where shown 1 3- 4 3338 3086 0.72 See Loadcase Report for loading combinations and additional details. Web Bracing -- None 1 4- 5 3339 3086 0.68 5- 6 2409 2332 0.78 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,l): 6-0 H 57 0 0.68 Concentrated Loads BC 1- 7 2012 1745 0.73 Domain Load Uplift Location Dir Description (None unless indicated below) 6-11 2012 1751 0.73 Transfer loads: Jntl(08-05,-00-15), Jnt6(-08-02,-00-14) 7- 8 2010 1750 0.66 TC -5 -51 5-00-12 Vert J35 @ 135 Deg 8- 9 3086 2875 0.86 TC 110 -169 5-00-12 Vert J15 @ 90 Deg 9-10 2010 1756 0.66 TC 110 -169 7-00-12 Vert J15 @ 90 Deg 10-11 2010 1756 0.62 TC 110 -169 9-00-12 Vert J15 @ 90 Deg TC 110 -169 11-02-00 Vert J15 @ 90 De Web 2- 7 208 0 0.04 4 2- 8 1234 1291 0.45 TC 110 -169 13-03-04 Vert J15 @ 90 Deg 3- 8 695 439 0.12 TC 110 -169 15-03-04 Vert J15 @ 90 Deg 3- 9 293 293 0.10 TC -5 -51 17-03-04 Vert J35 @ 45 Deg 4- 9 693 439 0,12 TC 110 -169 17-03-04 Vert J15 @ 90 Deg 5- 9 1235 1284 0.45 BC -44 0 5-00-12 Vert J35 @ 135 Deg 5-11 208 0 0.04 BC 41 0 5-00-12 Vert J15 @ 90 Deg BC 41 0 7-00-12 Vert J15 @ 90 Deg BC 41 0 9-00-12 Vert J15 @ 90 Deg BC 41 0 11-02-00 Vert J15 @ 90 Deg \11111lIf/, BC 41 0 13-03-04 Vert J15 @ 90 Deg \ BC 4 0 15-03-04 Vert J5 @ 90 Deg �� \••• •..••OO� / BC -44 0 17-03-04 Vert J335 @ 95 De BC 41 0 17-03-04 Vert J15 @ 90 Deg �\{{!�� ••oGENG ,•"y /� Notes No.69577 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 .1.. - degrees REVIEWED BY: All loads are to be verified by the Building Designer.AUG ;��X * w Vu 3 � 20�1-� trj STATE OF •� �� TODD N. SMITH, P.E. //, ONAL E\\\ FL PE #42082 COA#30003��ri1I11111�2/22/2016 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.®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 - _ xao 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 h r,r ,� CSHelp@strongtie.com 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. = I Project Name: 00141 Qty: 4 Truss: J13 Customer: Robert&Sylvia Collada SID: 0000061729 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-1-0 3-0-12 i F i 3-0-12 Z 6/.12 rn rn 4-3 3x4= o Z N 3.5" 3-0-0 3-0-12 1 3-0-12 3 plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Cod /Design: FBC-2019/TPI-2001 -----------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 "1 Live Wind Snow Risk Cat: II Terrain Cat: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L - 35.0 ft B = 22.3 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 SC = 5.0 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads No End Vertical Exposed: L = Yes R = Yes FabiTolerance: 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) q2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) N2 1 01-12 343 283 386 03-08 01-08 SPF 425 Vert LL L/360 L/999(-0.00) 1- 3 3 3-00-00 56 0 0 01-08 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 1- 3 Member Forces Summary 2 3-00-00 81 84 0 01-08 01-08 SPF 425 Vert TL L/240 L/999(-0.01) 1- 3 .:Mem... Ten Comp .CSI. .0. LL 0.75in ( 0.16) @Jt 1 TC OH- 1 57 0 0.81 Loads Summary Horz TL 1.25in ( 0.18) @Jt 1 1- 2 36 77 0.32 This truss has been designed for the effects of an unbalanced top chord BCi 1- 3 0 0 0.22 live load occurring at [300121 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary factor. ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None See Loadcase Report for loading combinations and additional details. 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 • I \\�IIIlllll!//7// .•M:B�OT'% ` ocENSF y i No.69577 REVIEWED BY: _ AUG 3 1 2017 .� STATE OF TODD N. SMITH, P,E, S, •'FCORIOP_.•' GN FL PE #42082 �N E�.. COA030003 S/�f I f 1 IA I l L il I I�2/22/2016 I 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 the®Component Solutions Trus Manufacturer and relies upon Lhe accuracy and completeness of the information set forth by the Building Designer.Aseal 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 - ,Yy 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 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. n 6!I I t4 "n CSHelp@strongtie.com I Project Name: 00141 Qty: 8 Truss: J15 Customer: Robert&Sylvia Collada SID: 0000061730 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 F 2-1-0 F 5-0-0 1 5-0-0 2 I 6/.12 M � M of 1.5" o 0 ry 4-3 3x4 M 8, 4-11-4 5-0-0 5-0-0 1 3 PlatI es -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Cod4/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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 RepCtitive 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 TCI 2x4 SP (ALSC6-2013) #2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BCI 2x4 SP (ALSC6-2013) #2 1 04-00 410 308 527 08-00 01-08 SPF 425 Vert LL L/360 L/999(-0.02) 1- 3 3 4-11-04 82 0 0 01-08 01-08 SPF 425 Vert DL L/120 L/999(-0.03) 1- 3 Member Forces Summary 2 4-11-04 161 169 0 01-08 01-08 SPF 425 Vert TL L/240 L/926(-0.05) 1- 3 .IMem... Ten Comp .CSI. Horz LL 0.75in ( 0.14) @Jt 1 TCI OH- 1 57 0 0.81 Loads Summary Horz TL 1.25in ( 0.15) @it 1 1- 2 72 157 0.69 This truss has been designed for the effects of an unbalanced top chord BC 1- 3 0 0 0.20 live load occurring at [50000] 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,Y): (None unless indicated below) Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees REVIEWED BY: No.69577 AUG 3 1 STATE OF G46 TODD N. SMITH, f.E. FL PE #42082 % s' .;40R10P.•' G-N 0NAU COA#30003 //r 1 1 1 1 1 1��42/22/2016 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,®Component Solutions Trussdrawing Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.Aseal on this dwing indicates acceptance of professional engineering responsibility sole) for the truss component design shown.See the cover page and the'Im Important Information&General Notes'page for Truss Studio V 2016.7.4.1 9 g p y y p g p g p p g Helpdesk: 1-866-252-8606 additional information.All connector plates shall be manufactured by Simpson Strong-Tie o Company,Inc in accordance with tension 18 g All connector plates are 20 gauge r r rr CSHelp@strongtie.com unless the specified plate size is followed by a'-1 B'which indicates an 18 gauge plate,or'S#18',which indicates a high tension 18 gauge plate. - I i i Project Name: 00141 Qty: 6 Truss: J21 Customer: Robert&Sylvia Collada SID: 0000061731 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 I 2-1-0 kli-1� 1 2 6112 3x4- 10-1 4-3 co _ d, 7.25'1b-15 1, l 111 1�1-1�1 1 3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, I Cod /Design: FBC-2019/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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft 0 = 22.3 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 FabiTolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TCI 2x4 SP (ALSC6-2013) q2 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BCI 2x4 SP (ALSC6-2013) R2 1 03-10 533 517 233 07-04 01-08 SPF 425 Vert LL L/360 L/999( 0.00) 1- 3 3 10-15 360 117 0 01-08 01-08 SPF 425 Vert DL L/120 L/999( 0.00) 1- 3 Member Forces Summary 2 10-15 329 111 0 01-08 01-08 SPF 425 Vert TL L/240 L/999( 0.00) 1- 3 .:Mem... Ten Comp .CSI. Horz LL 0.75in ( 0.15) @Jt 1 TC, OH- 1 57 0 0.81 Loads Summary Horz TL 1.25in ( 0.18) @it 1 1- 2 147 63 0.38 This truss has been designed for the effects of an unbalanced top chord BCI 1- 3 0 0 0.28 live load occurring at (1111] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary factor. - Bracing Data - - - Chords; continuous except where shown i 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 so \�{{{IIIIlff�7' {,,CENSF REVIEWED BY: _ No.69577 STATE OF TODD N. SMITH, P.E. '•.�CORIDP.•' G\=� FL PE #42082 IoNAU COA tf30003 <<1 1 I 1 11{\42/22/2016 NOIICE 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, 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.See the cover page and the"Important Information&General Notes'page for Truss Studio V 2016.7.4.1 p g g p y y p g p g p p g Helpdesk: 1-866-252-8606 additional information.All size is followed plates shall be manufactured by Simpson Strong-Tie o Company,Inc in accordance with tension 18 g All connector plates are 20 gauge n f r , CSHelp@strongtie.com unlei s the specified plate size is followed by a"-18'which indicates an 18 gauge plate,or"S#18',which indicates a high tension 78 gauge plate. - n i , Project Name: 00141 Qty: 4 Truss: J23 Customer: Robert&Sylvia Collada SID: 0000061732 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 i 2-1-0 2-11-11 1 2-11-11 2 6/.12 4-3 3x4= 00 2. 5' t N 8" 2-10-10 2-11-11 i 2-11-11 3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, I Code/Design: F13C-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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 Spaeing: 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 FablTolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw I Material Summary Reaction Summary Deflection Summary TCj 2x4 SP (ALSC6-2013) #2 Jot X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC; 2x4 SP (ALSC6-2013) @2 1 04-00 367 305 379 08-00 01-08 SPF 425 Vert LL L/360 L/999( 0.01) 1- 3 3 2-10-10 80 1 0 02-02 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 1- 3 Mem Der Forces Summary 2 2-10-10 64 68 0 02-02 01-08 SPF 425 Vert TL L/240 L/999( 0.00) 1- 3 .IMem... Ten Comp .CSI. Horz LL 0.75in ( 0.17) @Jt 1 TCi CH- 1 57 0 0.81 Loads Summary Horz TL 1.25in ( 0.20) @Jt 1 1- 2 28 50 0.42 This truss has been designed for the effects of an unbalanced top chord BC! 1- 3 0 0 0.32 live load occurring at [211111 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary factor. ------------ Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None See Loadcase Report for Loading combinations and additional details. 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 +� BC) L\GENSF OTy�: REVIEW Y. �N I L6J7 _ No.69577 TODD N. SMITH P.E. �� STATE OF FL PE #42082 ';�c� ' <ORIDP.•'• \ COA#30003�r/I I I l t t t��2/22/2016 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 the®Component Solut 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 udio 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 yvy 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 I r , CSHelp@strongtie.com unlelss the specified plate size is followed by a'-18'which indicates an 18 gauge plate,or'Sd 18•.which indicates a high tension 16 gauge plate. - n ' I ' i Project Name: 00141 Qty: 1 Truss: J33 Customer: Robert&Sylvia Collada SID: 0000061733 TID: 45596 Date: 12/22116 . Truss Mfr.Contact: Rick Mills Page: 1 of 1 I 2-11-6 4-3-4 1 -111#3-4 2 4.J4/12 I 4-3 3x4= 1 Ln fV 11.3125" 4-2-3 4 -118# -118# 4-3-4 1 4-3-4 3 Plats -- 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B - 22.3 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: 0 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 TCJ 2x4 SP (ALSC6-2013) &1 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC i 2x4 SP (ALSC6-2013) #2 1 05-11 205 207 0 11-05 01-08 SPF 425 Vert LL L/360 L/908( 0.04) 1- 3 3 4-02-03 28 80 0 02-02 01-08 SPF 425 Vert DL L/120 L/999( 0.03) 1- 3 Member Forces Summary 2 4-02-08 26 82 0 01-08 01-08 SPF 425 Vert TL L/240 L/532( 0.07) 1- 3 .�Mem... Ten Comp .CSI. Horz LL 0.75in ( 0.08) @Jt 1 TC OH- 1 30 0 0.27 Loads Summary Horz TL 1.25in ( 0.14) @Jt 1 1- 2 46 27 0.37 This truss has been designed for the effects of an unbalanced top chord BC 1- 3 0 0 0.49 live load occurring at [403041 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,Y): Concentrated Loads (None unless indicated below) Domain Load Uplift Location Dir Description Transfer loads: TC -111 0 1-05-05 Vert J21 @ -135 Deg TC -111 0 1-05-05 Vert J21 @ 135 Deg BC -118 0 1-05-05 Vert J21 @ -135 Deg BC -118 0 1-05-05 Vert J21 @ 135 Deg User Distributed Loads (plf) Domain Load Uplift Start Load Uplift End Dir Description TC .30 0 -2-11-06 30 0 0 Vert User-Defined Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees \\\\1tlilllff�/// All loads are to be verified by the Building Designer. \\\ M••8 O ��j�\�•\,\GENSF OT.S� No.69577 REVIEWED 201 'V (j STATE OF !(�: COR;O 'G��` TODD N. SMITH, P.E. �// \ �/ / E \\ j FL PE #42082 contr3000s�NALt\�%22/2016 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 the®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 prof4ssional 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 g f r r ,:f IZ • CSHelp@strongtie.52- unless the specified plate size is followed by a•-18•which indicates an 18 gauge plate,or"SH 18%which indicates a high tension 18 gauge plate. Project Name: 00141 Qty: 2 Truss: J35 Customer: Robert&Sylvia Collada SID: 0000061734 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 2-11-6 7-0-1 7-0-1 2 1 -111# -111# 41# 41# 4.24112 v 00 N 4-3 3x4 Q, M 11.3125" 6-11-0 4 � -118# -118# 15# 15# 7-0-1 i 7-0-1 3 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' II 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 Spaeing: 0 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: encl 2000 1b 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 FablTolerance: 20% Creep (Kcr) = 1.5 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: hybridmw Material Summary Reaction Summary Deflection Summary TC1 2x4 SP (ALSC6-2013) k2 Jot X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BCI 2x4 SP (ALSC6-2013) #2 1 05-11 186 242 0 11-05 O. SPF 425 Vert LL L/360 L/514( 0.14) 1- 3 3 6-11-00 25 43 0 02-02 01-08 SPF 425 Vert DL L/120 L/999( 0.04) 1- 3 Member Forces Summary 2 6-11-05 2 50 0 01-08 01-08 SPF 425 Vert TL L/240 L/398( 0.18) 1- 3 OH- Ten Comp CSI.1 30 0 0.37 Loads Summary Horz LL 0.75in ( 0.13) @Jt 1 TCJ OH- M . Horz TL 1.25in ( 0.20) @Jt 1 1- 2 44 16 0.57 This truss has been designed for the effects of an unbalanced top chord BCj 1- 3 0 0 0.53 live load occurring at [700011 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,Y): Concentrated Loads (None unless indicated below) Domain Load Uplift Location Dir Description Transfer loads: TC -111 0 1-05-05 Vert J21 @ -135 Deg TC -111 0 1-05-05 Vert J21 @ 135 Deg TC 41 -69 4-03-04 Vert J23 @ -135 Deg TC 41 -69 4-03-04 Vert J23 @ 135 Deg BC -118 0 1-05-05 Vert J21 @ -135 Deg BC -118 0 1-05-05 Vert J21 @ 135 Deg BC 15 0 4-03-04 Vert J23 @ -135 Deg BC 15 0 4-03-04 Vert J23 @ 135 Deg User Distributed Loads (plf) Domain Load Uplift Start Load Uplift End Dir Description TC 30 0 -2-11-06 30 0 0 Vert User-Defined \\�\\tltllrrrriii Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ��\��`.••... '•.... degrees \CENSF '••y �i All loads are to be verified by the Building Designer. �;'•• ••,� No.69577 REVIEWED BY: AUG 3 � l STATE OF G�� •'• FCORIOP..•• \\�� T000 N. SMITH, P.E. FL PE #42082 /'sSZONAL E��. cOA#30003 /r r I I i l t 42/22/2016 NOTICE A copy o(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 engineering responsibility sole) for the truss component design shown.See the cover page and the'Im'Important Information&General Notes'page for Truss Studio V 2016.7.4.1 p 0 g p y y p g p 0 p p g +rwa 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 b CSHelp@strongtie.com unlel s 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: 00141 Qty: 1 Truss: MV1 Customer: Robert&Sylvia Collada SID: 0000061735 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 3-0-12 I 4-1-4 4-0-0 i 3-0-12 2 3 11-2-0 4 6/12 3x4-- I rn rn 0 4-3 3x4= 134" 3-0-12 4-1-4 4-0-0 1 5 6 11-2-0 - Typical plate: 2x3 � 11-2-0 J Plat is -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by I 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 Greer{ 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 Req Mat PSI -- TrussSpan Limit Actual(in) Location BC I 2x4 SP (ALSC6-2013) #2 1 01-12 87 55 205 03-08 01-08 SPF 425 Vert LL L/360 L/999(-0.01) 6- 7 Webs 2x4 SP (ALSC6-2013) #2 5 2-11-00 258 285 0 03-08 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 6- 7 6 7-02-00 296 340 0 03-08 01-08 SPF 425 Vert TL L/240 L/999(-0.01) 6- 7 Member Forces Summary 7 11-00-04 109 113 0 03-08 01-08 SPF 425 HOrz LL 0.75in ( 0.00) @it 6 ...Mem... Ten Comp .CSI. Horz TL 1.25in ( 0.00) @it 6 TC 1- 2 50 116 0.11 Loads Summary 2- 4 0 0 0.46 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary BC 1- 7 0 0 0.07 live load occurring at (50101I using a 1.00 Full and 0.00 Reduced load ------------ Bracing Data ------------ Web 2- 5 496 187 0.08 factor. Chords; continuous except where shown 3- 6 699 291 0.12 Web Bracing -- None 4- 7 228 99 0.04 See Loadcase Report for loading combinations and additional details. Plate Offsets(X,l): Dead Loads may be slope adjusted: > 12.0/12 (None unless indicated below) Notes 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 SCSI -23. 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. 130 \,``141111fr/7/ REVIEWED By. No.69577 AUG 3 f STATE OF TOOO N. SMITH, P.E. �'`� CORID �s •.• FL PE #42082 �'' S�ONAL E�G�\• COA#30003/f f f f l l 1 11\12/22/2016 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,®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 io16.7.4.1 professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General Notes'page for s TrussHllpd St 1-866-016.7.4. addilio al 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 t f 1 r ,�j- � • CSHelpsk: 1-866- 52- unless he 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. • i � I Project Name: 00141 Qty: 1 Truss: MV2 Customer: Robert&Sylvia Collada SID: 0000061736 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 3-9-2 1-11-14 I 4-0-0 3-9-2 9-9-0 1 2 3 4 6/12 2x4 2x3u 2x3u rn rn 3x4= ------ --2x3n--- ----2x u 117" 5-9-0 9-9-0 1 6 7 9-9-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS1835, 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 ft 200 lb BC Accessible Ceiling: No Tota 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 Jnt X-loc React Up Hz Size Req Mat PSI -- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 1 01-12 152 134 209 03-08 01-08 SPF 425 Vert LL L/360 L/999(-0.01) 6- 7 Webs 2x4 SP (ALSC6-2013) #2 6 5-09-00 492 503 0 03-08 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 6- 7 7 9-07-04 215 152 0 03-08 01-08 SPF 425 Vert TL L/240 L/999(-0.01) 6- 7 Member Forces Summary Horz LL 0.75in ( 0.00) @Jt 6 ...Mem... Ten comp .CSI. Loads Summary Horz TL 1.25in ( 0.00) @Jt 6 TC 1- 2 16 59 0.39 This truss has been designed for the effects of an unbalanced top chord 2- 3 0 0 0.58 live load occurring at [503021 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary 3- 4 0 0 0.65 factor. ------------ Bracing Data 4-OH 0 0 0.00 Chords; continuous except where shown BC 1- 5 0 0 0.02 Web Bracing -- None 5- 6 0 0 0.05 See Loadcase Report for loading combinations and additional details. 6- 7 0 0 0.06 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): 7-OH 0 0 0.00 (None unless indicated below) We 3- 6 753 300 0.13 Jnt2(0,-00-04) 4- 7 203 104 0.03 Notes Valley Truss application only 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. I \\1`ttllflf,27/ ENSF •$, REVIEWED BY: a _ No.69577 _ 441 STATE OF TODD N. SMITH, P.E. ,�FS'.•!�4ORiOP- FL PE #42082 �,l /, N'AL coA 30003 !I I I I I t 1 �1912919016 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 the®Component Solutions Truss(Mann ufacturer 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 prof es onal 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 additis al 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 1 r ,. - CSHelp@ strongtie,com unlessl 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. . . is Project Name: 00141 Qty: 1 Truss: MV4 Customer: Robert&Sylvia Collada SID: 0000061737 TID: 45596 Date: 12/22/16 Trus's Mfr.Contact: Rick Mills Page: 1 of 1 3-9-2 3-11-14 3-9-2 7-9-0 1 2 3 I j 6/12 3x6 2x3n I 3x4' o RI -4x4u----- 2_x-n 93" 3-7-6 4-1-10 7-9-0 1 4 5 ' F J 7-9-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by Codel 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC 0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B = 22.3 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 1b TC Maintenance Load: No Spacing: 2-00-00 0.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 Greed 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 1 01-12 103 80 209 03-08 01-08 SPF 425 Vert LL L/360 L/999(-0.01) 4- 5 Webs 2x4 SP (ALSC6-2013) #2 4 3-07-06 374 359 0 03-08 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 4- 5 5 7-07-04 286 207 0 03-08 01-08 SPF 425 Vert TL L/240 L/999(-0.01) 4- 5 Member Forces Summary Loads Summa Horz LL 0.75in ( 0.00) @Jt 4 ..Mem... Ten Comp .CSI. ry Horz TL 1.25in ( 0.00) @Jt 4 TC 1- 2 48 ill 0.10 This truss has been designed for the effects of an unbalanced top chord 2- 3 0 0 0.41 live load occurring at [409021 using a 1.00 Full and 0.00 Reduced load gracing Data Summary BC 1- 5 0 0 0.07 factor. Bracing Data ------------ Web 2- 4 541 206 0.09 Chords; continuous except where shown 3- 5 280 116 0.05 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 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. i - \\��ttll[[rrrii oCENBF No.69577 AUG REVIEWED BY: ��/ •, STATE OF SMITH, P.E. a ` T000 N,. ,IFS .•CORIDP.•'`G\\\� FL PE #42082NAU COA 00oo3 I r r 1 1 1 1 1 0 42/22/2016 I 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 IN®Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.Aseat 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 additio al 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.com unlessItthe 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.. - • j i Project Name: 00141 Qty: 1 Truss: MV5 Customer: Robert&Sylvia Collada SID: 0000061738 TID: 45596 Date: 12/22/16 Truss Mfr.Contact: Rick Mills Page: 1 of 1 3-9-2 1-11-14 3-9-2 5-9-0 1 2 3 i 6/12 3x6 2x3ii rn rn 3x4= I ~ -- - 4 4; ----2-x n 691, 3-7-6 2-1-10 3-7-6 5-9-0 1 4 5 J J F 5-9-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS1BS6) 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: d Risk Cat: II Exposure Cat: d 20 psf BC Limited Storage: Yes BC I0.0 1.0 Lum 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L = 35.0 ft B - 22.3 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 GreenlLumber: 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 Mates ial Summary Reaction Summary Deflection Summary TC i 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 1 01-12 103 82 209 03-08 01-08 SPF 425 Vert LL L/360 L/999(-0.00) 1- 4 Webs! 2x4 SP (ALSC6-2013) #2 4 3-07-06 263 280 0 03-08 01-08 SPF 425 Vert DL L/120 L/999(-0.00) 1- 4 5 5-07-04 58 66 0 03-08 01-08 SPF 425 Vert TL L/240 L/999(-0.00) 1- 4 Member Forces Summary Herz LL 0.75in ( 0.Do) @Jt 4 ...Mem... Ten comp .CSI. Loads Summary Horz TL 1.25in ( 0.00) @Jt 4 TC ,1- 2 46 105 0.12 This truss has been designed for the effects of an unbalanced top chord '2- 3 0 0 0.08 live load occurring at (403021 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary 3-OH 0 0 0.00 factor. ------------ Bracing Data ------------ BC 1- 4 0 0 0.02 Chords; continuous except where shown 4- 5 0 0 0.02 See Loadcase.Report for loading combinations and additional details. Web Bracing -- None 5-OH 0 0 0.00 Web 2- 4 372 135 0.06 Dead Loads may be slope adjusted: > 12.0/12 Plate Offsets(X,Y): '3- 5 146 61 0.02 (None unless indicated below) Notes Valley Truss application only 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. I I \\`tllllll!/277 80 �� ...:.....O ��`��jJ• \\CENSE REVIEWED BY; No.69577 AUG 3 1 2017 -13 , G STATE OF ,(� R TODD N. SMITH, P.E. . � •-.CORIDP.•'•G\ �. FL PE #42082 ss COA#30003 ///l l I t t t\i2/22/2016 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 the omp ®Conent Solutions Truss Ma indicates acceptance of Truss Studio V 2016.7.4.1 r♦ufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing professior(at 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 y f , CSHelp@stronc_rtia.com unless thespecified plate size is followed by a%I B•which indicates an 18 gauge plate,or'S#18'.which indicates a high tension 18 gauge plate. - ^