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HomeMy WebLinkAboutTruss@i N J17 J17 iO J17 J17 J25 J23 10' CLG 7T 17T co T 11' CLG --- 16' -- --- -- — � I I I I I I I L! V8D _ ' Sheet provided for proper handling, installing and WIND SPEED l/U Mt'H 12' 0 G 6/12 bracing methods. 2017 FLORIDA BUILDING CODE LINE F PIG BACK REFERO EN PITCH _ _ _ _ PITCH _ -.. _ z (TD-C S-0001 - FIG RE 1 w URLI ) I ATTENTION FRAMERS/CONTRACTOR ASCE 7-1Q CAT, II, Enclosed V71)I Trusses are not to be cut or altered for any reason. EXPOSURE C N r M I If there ,s a: problem, you must follow the procedures o a a a- o- o_ CL d CL d (L - I _ listed below: MEAN HEIGHT 15'-0' i I oo J1 00 0 (1) Notify RMBC immediately. TC LL XX PSF N J1 N (2) Secure proper Engr rqr'd for any repair. r` tECEiWEC7 RM BUILBING COMPONENTS will not honor any backcharges FTC DL XX PSF V5D I lo' CLG J1 unless authorized by a RMBC Representative.I- BC DL j; XX PSF' _ LINE F PIGG BACK REFS O EN _ - _ _ i A !h r 1 °Roof trusses are not designed for additional attic O TOTAL LEAD XX PSF w w n storage loads unless noted otherwise. - WD (TD-C S-0001 - FIG RE 1 w URLI ) 12' CLG I DURATION 1,00 J1 ST. LUC Gains': P 9 oAttic frame trusses noted as storage/mechanical jjR I rooms are designed with additional 30 PSF BC LL I DEFL TETALI ! ✓360 oAttic frame trusses noted as attic living space !' - I V3D �V3X I --} a J17 are designed with additional 40 PSF BC LL r �- -- -- -- -- --� -- -- - -- -- -- -- -- - _r _ _.. S H E E T II *MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER _ V21) V2D2 AND \ N (0 J2 ENGINEERING BEFORE THEY ARE SET — - N N Gilt AYOU LT TECH: RM- PITCH \\ = MWE °WARNING! Inadequate size and/or fastening of bracing ENGR TECH: RM 1sV I D21= _ \ 2 material is a major cause or erection dominoing. l FILENAME 00386.dw -- - -- -- - - ra� *Any party who cuts or damages a truss shall be 9 J ` �E3J21 w0 A°� responsible for securing the engineering required�o�1 for the repair and for subsequent costs, 2-PLY M ¢ J17A N N N 9'mtz H� �oFor proper installation of truss to truss connection Si{ y���+j -� - -� ©myLL�,.-a I Y.1E'WEO FO,a0Zt,* Wg refer to hanger installation guide for attachment purp ! �I a z Oar *This truss placement diagram is for the use o��:r� „ -- bo - J17 r 1WZr oo ' fabricator, general contractor,' and truss erecti ` 10' cLG - 10' CLG `� 00 F �o �° M l contractor.' It is not intended to be a substituWTOTfto 10' CLG -' m a w o�N �� _. ELL j'a framing plan, which is the responsibility of the ` ( 22' 15'-4" J2 y $ 'oWo �z o I architect or engineer of record to provide. N ❑❑ vc �v 2 a )*Trusses are designed in accordance with the F� r"-� 2 ANSI/TPI 1-2014 National Design Standard for metal! i a-^ J2 m om " ° plate connected wood truss construction: fV Ircaao awzeov < Refer to BCSI 1-03 Summary Sheet for bracing { o, 0 i�=� s & truss design dwgs for additional permanent bracing.; +` 2-PLY J2 0 H k w�a ,°FIELD BRACING is not the responsibility of the truss _ I C; i ! N N N O d mzz¢a j fabricator, truss designer, nor plate manufacturer. W . "p ��Aoo� °Persons erecting trusses ore cautioned to seek J25 - (,professional advice regarding erection bracing which, �I \Nv� is always required to prevent toppling and dominoing.J23;olt is the responsibility of the builder to 'provide LL1adequate access roads into and through the site J ° _ for the safe delivery of trusses. a l J21 oWARNING! The consequences of improper handling, p i Q N + co vO r r r. r r- r r r r- r- ti r• n n r` u> m erecting, and bracing may be collapse of the W v structure, or worse, serous personal injury or death j —� J ' 00 p 1 ry Q v> 2, 4' IMPORTANT :; `nCO Approval of this truss placement is necessary o a� O e rn CD ii N before production can begin. Verify all dimensions, ! ! h-- O r $9' spans, pitches, overhangs, elevations, and bearing , I conditions. Acceptance of this truss placement W j assumes total responsibility. The trusses will be Y 11 ott ` LEFT SIDE OF TRUSS , built in strict accordance with this placement. �p r • � m � SIGNED f i U 4 l DATE _ ruw N Simpson Strong -Tie Company, Inc. • TRUSS DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd. Pleasanton, CA 94588 ® -(800) 999-5099 www.strongtie.com Prepared foR M Building Components • • 00386- Testa Residence - 2469 Johnston Rd . . 4/25/2019 2:48 PM VQEWE® FOR Ref. Numbere 84004 AUGLUCRE COUNTY Notes: � Ll:zyf 1. The truss design drawings referenced below have been prepared based on design criteria and requiements 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. 84 Truss; Design. Drawing (s): 1-A1: SID 465917 2-A2: SID 465916 3-A3: SID 465919 4-A4: SID 465920 5-A5: 'SID 465921 6-A6: SID 465922 7-A7: SID 465923 8-A8: SID 465924 9-A9: SID 465925 10-A10: SID 465926 11-Al 1:SID 465927 12-Al2:SID 465928 13-A13:SID 465929 14-A14: SID 465930 15-B1: SID 465931 16-B2: SID 465932 17-133:SID 465933 18-B4:SID 465934 19-B5: SID 465935 20-B6:SID 465936 21-87: SID 465937 22-C1: SID 465936 23-C2: SID 465939 24-C3: SID 465940 25-C4: SID 465941 26-05: SID 465942 27-C6: SID 465943 28-C7: SID 465944 29-C8: SID 465945 30-C9:SID 465946 31-C10: SID 465947 32-C11:SID 465948 33-C12:SID 465949 34-C13:SID 465950 35-014:SID 465951 36-C15:SID 465952 37-DI : SID 465953 38-D2: SID 465954 39-D3,. SID 465955 40-D4: SID 465956 41-D5: SID 465957 42-E1: SID 465958 43-E2: SID 465959 44-E3:SID 465960 45-Fi: SID 465961 46-F2: SID 465962 47-F3: SID 465963 48-F4: SID 465964 49-J17: SID 465965 50-J17A: SID 465966 51-J17C: SID 465967 52-J17T: SID 465968 53-J15: SID 465969 54-J15T: SID 465970 55425: SID 465971 56-J25T: SID 465972 57-J23: SID 465973 58-J21: SID 465974 5943: SID 465675 60-J3A: SID 465976 61435: SID 465977 62-J35T:SID 465978 63-MV1A: SID 465979 64-MV2A:SID 4659 OP DRAWING SUBMITTAL REVIE�III PPROVED APPROVED AS NOTED 65-MV2E: SID 465 VISE AND RESUBMIT ❑ REJECTED 66-MV3A: SID 4659 �uBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORD AT OF HIS WORK WITH H R TRADES AND FULL CE WITH CONTRACT C ENTS By: Date: (� Architectoni Inc. Fort Pierce, FL 34950 67-PI:SID 465983 68-P2: SID 465984 69-P3:SID 465985 70-V1 D: SID 465986 71-V1D2:SID 465987 72-Vl F: SID 465988 73421): SID 465989 74-V2D2:SID 465990 75-V2F:SID 465991 76431):SID 465992 77-V3D2:SID 465993 78-V3F: SID 465994 79441): SID 465995 80-V4F: SID 465996 81-V5D:SID 465997 82-V6D:SID 465998 83-V71): SID 465999 84-VSD: SID 466000 Component Solutions"m Important Information & General Notes General Notes 1. Each Truss Design Drawing (TDD) provided with this sheet has been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. 2. TDDs should not be assumed to be to scale. 3. The Contractor and Building Designer shall review and approve the Truss Submittal Package. 4. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. 5. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss -to -Structural Element connections except Truss -to -Truss connections. 6. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. 7. Unless specifically stated otherwise, each Design assumes trusses Will be adequately protected from the environment and will not be used in corrosive environments unless protected using an approved method. This includes not being used in locations where the sustained, temperature is greater than 150°F. 8. Trusses are designed to carry loads within their plane. Any out -of - plane loads must be resisted by the Permanent Building Stability Bracing. 9. Design dead loads must account for all materials, including self -weight. The TDD notes will indicate the min. pitch above which the dead loads are automatically increased for pitch effects. 10. Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. Handling, Installing, Restraint & Bracing 1. The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job -specific details, refer to BCSI. 2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong -Tie is not responsible for providing these services. 3. Trusses require permanent lateral restraint to be applied to chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. Web restraints are to be located at mid points, or third points of the member and chord purlins are not to exceed the spacing specified by the TDD. Chords shown without bracing indicated are assumed to be continuously braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-133 or BCSI-137, supplemental bracing details referenced on the TDD, or as specified in a project -specific truss permanent bracing plan provided by the Building Designer. 4. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. 5. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see BCSI-133). 6. Do not cut, drill, trim, or otherwise alter truss members or plates without prior written approval of an engineer, unless specifically noted on the TDD. 7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise specified in the Construction Documents. 8. For floor trusses, when specified, Strongbacking shall be installed per BCSI-137 unless otherwise specified in the Construction Documents. Referenced Standards ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). BCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). Symbols and Nomenclature 5X7 Plate size; the first digit is the plate width (perp. to the slots) and the second digit is the plate length (parallel to the slots). 5X7-18 -18, -18S5, or -18S6 following the plate size indicates different 18 gauge plate types. These symbols following the plate size indicate the direction of II o the plate length (and tooth slots) for square and nearly square plates. 10-3-14 Dimensions are shown in feet -inches -sixteenths (for this example, the dimension is 10'-3 14/16"). — P Joints are numbered left to right, first along the top chord and Z then along the bottom chord. Mid -panel splice joint numbers are not shown on the drawing. Members are identified using their end joint numbers (e.g., TC 2-3). \ When this symbol is shown, permanent lateral restraint is required. Lateral restraint may be applied to either edge of the member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. Bearing supports (wall, beam, etc.), locations at which the truss is required to have full bearing. Minimum required bearing width for the given reactions are reported on the TDD. Required bearing widths are based on the truss material and indicated PSI of the support material. The Building Designer is responsible for verifying that the capacity of the support material exceeds the indicated PSI, and for all other bearing design considerations. Truss -to -Truss or Truss -to -Structural Element connection, which require a hanger or other structural connection (e.g., IY� toe -nail) that has adequate capacity to resist the maximum reactions specified in the Reaction Summary. Structural connection type is not limited by type shown on TDD. Toe- nails may be used where hanger type shown where allowed by detail or other connection design information. Design of the Structural Element and the connection of the Truss to a Structural Element is by others. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item that is represented. Materials and Fabrication 1. Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more restrictive criteria are part of the contract specifications. 2. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. 3. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. 4. Plate type, size, orientation and location indicated are based on the specified design parameters. Larger plate sizes may be substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSVrPI 1 tolerances on both faces of the truss at each joint, unless noted otherwise. 5. Truss plates shall be centered on the joint unless otherwise specified. DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org ). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong -Tie@ AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD-GEN-0003A 7/2018 Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: Al Customer: John Testa SID: 0000465917 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-Ply 0-32-4-0 t r 4-8-0 3-7-4 5-0-12 4-0-0 4-8-0 4-0-0 5-0-12 3-7-4 4-8-0 2-4-0) 3 2-4-0 7-0-0 10-7-4 15-8-0 19-8-0 24-4-0 28-4-0 33-4-12 i 37-0-0 41-8-0 4-0 1 2 3 4 5 6 7 8 9 10 11 12 12# 118# 11�8# 1 # 6/12 -6/12 14�3# lb# ! 4x6 4x6 6/12 4x8 rn 0 3x4 Sx7 5x7 3x4= 4x8 -6/12 �) c 3x6 3x6 N "^ 4-3 4x6 4x6 4-3 XEll X x 3x8 4x4= 5x7 3x4= 3x10 5x7 4x4= 3x8 x -74# 42# 51# 1027# 42# -74# 1027# 51# 2-4-0 4-8-0 3-7-4 5-0-32 4-0-0 4-8-0 4-0-0 5-0-32 3-7-4 4-8-0 2-4-0 2-4-0 7-0-0 0-7-4 15-8-0 19-8-0 24-4-0 28-4-0 33-4-12 37-0-0 41-8-0 44-0-0 1 13 1 14 15 16 17 18 19 20 21 22 12 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW , OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location Sc 2x6 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.36) 18-19 Webs 2x4 SP (ALSC6-2013) #2 13 2-04-00 3136 2301 08-00 02-07 SPF 425 Vert DL L/120 L/999(-0.33) 18-19 2x6 SP (ALSC6-2013) #2 13-2 22 41-08-00 3136 2301 08-00 02-07 SPF 425 Vert CR L/240 L/673(-0.69) 18-19 22-11 Max Horiz = -250 / +250 at Joint 13 Horz LL 0.75in ( 0.05) @Jt22 ` Horz CR 1,25in ( 0.09) @Jt22 Member Forces Summary Can CR L/120 L/323 ( 0.07) 1-13 ...Mem... Ten comp .CSI. Loads Summary Cant CR L/120 L/317( 0.08) 22-12 TC OH- 1 6 0 0.00 This truss has been designed for the effects of an unbalanced top chord 1- 2 172 221 0.30 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced Vert CR and Horz CR are the vertical and 2- 3 3723 4125 0.62 load factor. horizontal deflections due to live load 3- 4 5371 5883 0.84 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 4- 5 6261 6946 0.91 Dead Loads may be slope adjusted: > 12.0/12 dud to dead load, computed as Defl_LL + 5- 6 4838 5346 0.78 Concentrated Loads - Based on Live Load (Kcr - 1) x Defl_DL in accordance with 6- 7 4407 4728 0.66 Domain Load Uplift Location Dir Description ANSI/TPI 1. 7- 8 4814 5322 0.80 Transfer loads: 8- 9 6268 6953 0.92 TC 118 -214 7-00-12 Vert J17 @ -90 Deg 9-10 5369 5881 0.84 TC 12 -23 7-01-08 Vert J3 @ -135 Deg Bracing Data Summary 10-11 3724 4125 0.62 TC 143 -231 9-00-12 Vert J17A @ -90 Deg ------------Bracing Data ------------ 11-12 175 221 0.30 TC 143 -231 34-11-04 Vert J17A @ -90 Deg Chords; continuous except where shown 12-OH 6 0 0.00 TC 12 -23 36-10-08 Vert J3 @ -45 Deg Web Bracing -- None BC 1-13 243 152 0.13 TC 118 -214 36-11-04 Vert J17 @ -90 Deg 12-22 243 154 0.13 BC 42 -13 7-00-12 Vert J17 @ -90 Deg: - Plate offsets (X, l): 13-14 243 353 0.13 BC 1 -74 0 7-01-08 Vert J3 @ -135 Deg (None unless indicated below) 14-15 3616 3096 0.38 BC 51 -34 9-00-12 Vert J17A @ -90 Deg Jnt3(-00-02,-00-01), 7nt5(02-05,01-01), 15-16 5883 5049 0.64 BC 1027 -839 10-07-04 Vert E3 @ -90 Deg Jnt8(-02-05,01-01), Jntl0(00-02,-00-0l), 16-17 6999 5993 0.72 BC 1027 -839 33-04-12 Vert E3 @ -90 Deg Jnt13(0,-01-10), Jntl4(-00-08,0), 17-18 4735 3910 0.43 BC 51 -34 34-11-04 Vert J17A @ -90 Deg Jntl6(0,-02-00), Jntl9(0,-02-00), 18-19 7004 5998 0.71 BC -74 0' 36-10-08 Vert J3 @ -45 Deg Jnt2l(00-08,0), Jnt22(0,-01-10) 19-20 5882 5048 0.63 BC 42 -13 36-11-04 Vert J17 0 -90 Deg 20-21 3616 3097 0.38 21-22 243 154 Web 2-13 2873 2956 0.13 0.18 2-PLY TRUSS Fastener Spacing, follows(rows �t1111111// \ _ \\ U `- H. 2-14 3514 3149 3-14 793 733 0.39 0.07 Fasten each ply to the adjacent ply as staggered): TC, 1-row(s) o£ 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. ...... �� N(�v BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" tCENS 3-15 3038 2615 4-15 920 885 \0.34 0.08 o.c.** WE 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. y .• 1 i 9-16 1315 11010.15 5-16 799 796 0.07 WB 2x6, 2-yow(s) of lOd Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. ** Use additional fasteners of the same type within +/-12" of the 7C 7� o• 7493 _ 5-17 2691 2924 0.23 location(s) indicated (except where approved hangers are used with _ 6-17 2075 1784 0.23 fasteners that transfer the load to all plies): 6-18 424 437 0.05 - - ;.� = 7-18 2047 1756 8-18 2734 2967 0.23 0.24 BC:10-07-04, 3, BC:33-04-12, 3 ' •• 8-19 775 772 0.07 O ST OF '• T •' 9-19 1325 1112 0.15 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ,. ,� // •.� ♦) P•'w• 9-20 924 889 10-20 3036 2612 0.08 0.34 degrees `U.� `�� /� vsl, •�\v �� 10-21 792 732 0.07 Plates located at TC pitch breaks meet the prescriptive minimum size // ONAL 4 \\ 11-21 3514 3150 0.39 requirement to transfer unblockedldiaphragm loads across those joints. COA #30003//1/111111t'4/26/2019 11-22 2873 2956 0.18 NOTICEA copy of this design shall be fumished to the erection contractor. The design of this individual truss is based an design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates ®. Trues Studio V acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover p p g g p ty y po g page and the Information &General 2018.9.0.105 Notes page for 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 specked plate size is followed by a %18' which indicates an 18 gauge plate, or'S# 18, which indicates a high tension 18 gauge plate. ° _ Helpdesk: .1-866-252-8606 _ v CSHelp@strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A2 Customer: John Testa SID: 0000465918 TID: 84004 Date: 04125 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0,P�R-4-0 6-8-0 4-4-0 4-4-0 4-4-0 4-4-0 4-4-0 4-4-0 6-8-0 2-4- 1,3 i 2-4-0 9-0-0 i i i r i 13-4-0 17-8-0 22-0-0 26-4-0 30-8-0 35-0-0 41-8-0 4 04 0 1 2 3 4 5 6 7 8 9 10 11 6/12 4x6 -6/12 4x6 3x4= 7x8= 7x8= 3x4= 4x6 6/12 m E -6/12 O rl m O 3x6 3x6 i v 4-3 3x6 3x6 4-3 x 4x12 3x6 3x4= 3x8 3x4= 3x6 4x12 x 2-4-0 6-8-0 1 8-8-0 4-4-0 4-4-0 8-8-0 6-8-0 2-4-0 2-4-0 9-0-0 17-8-0 22-0-0 26-4-0 35-0-0 41-8-0 44-0-0 1 12; 1 13 14 15 16 17 18 19 20 11 _ 44-0-0 T Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1885, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0) M.R.H(h) - 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ' OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection• Summary TC 2x4 SP (ALSC6-2013) #1 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 3-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.31) 13-15 7-9 12 2-04-00 1768 936 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.41) 13-15 2x6 SP (ALSC6-2013) #2 5-6 20 41-08-00 1768 946 08-00 02-12 SPF 425 Vert CR L/240 L/643(-0.72) 13-15 6-7 Max Horiz = -282 / +302 at Joint 12 Horz LL 0.75in ( 0.07) @Jt20 BC 2x4 'SP (ALSC6-2013) #2 Horz CR 1.25in ( 0.13) @,7t20 Webs 2x4 SP (ALSC6-2013) #2 Cant CR L/120 L/297( 0.08) 1-12 2x6 SP (ALSC6-2013) #2 12-2 Loads Summary Cant CR L/120 L/297( 0.08) 20=11 20-10 This truss has been designed for the effects of an unbalanced top chord live load occurring at [21-08-00] using.a 1.00 Full and 0.00 Reduced Vert CR and Horz CR are the vertical and Member Forces Summary load factor. horizontal deflections due to live load ..Mem... Ten Comp .CSI. plus the creep component of deflection See LLoads a Report for loading combinations and additional details. TC OH- 1 5 0 0.59 due to dead load, computed as Defl LL + Dead Loads may be slope adjusted: > 12.0/12 P 1- 2 104 123 0.59 (Kcr - 1) x Defl_DL in accordance with 2- 3 1820 2247 0.78 ANSI/TPI 1. 3- 4 1752 1916 0.61 Notes 4- 5 2857 3259 0.91 5- 6 2377 2628 0.57 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Bracing Data Summary 6- 7 2394 2628 0.57 degrees ------------Bracing Data ------------ 7- 8 2903 3259 0.91 Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown 8- 9 1772 1916 0.61 requirement to transfer unblocked diaphragm loads across those ------- Web Bracing -- CLR----------- 9-10 1842 2247 0.78 joints. _ Single: 16- 6 10-11 104 123 0.59 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd 11-0H 5 0 0.00 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-B3 3.0 BC 1-12 155 71 0.26 11-20 155 74 0.26 Plate offsets (X,1): 12-13 343 356 0.57 (None unless indicated below) 13-14 2689 2061 0.97 Jnt5(02-09,00-02), Jnt7(-02-09,00-02) 14-15 2689 2061 0.85 15-16 3267 2491 0.95 16-17 3267 2496 0.95 17-18 2689 2052 0.85 18-19 2689" 2052 0.97 11111 \0 ''/, 19-20 155 74 0.57 Web 2-12 1644 1673 0.20 ,� (jN .. .. •. ...�0 �\ v •• LENS N 2-13 1856 6.96 1 ' i \'E 1358 3-13 624 364 0.14 4-13 976 1104 0.71 * '. 4-15 843 622 0.37 o. 74931 5-15 548 485 0.17 5-16 1149 1289 0.78 _ - 7k 6-16 1872 1610 0.42 7-16 1155 1289 0.78 7-17 563 485 0.17 ' 8-17 843 642 0.38 / 0•. SF 8-19 994 1104 0.71 ��,(\('�'., Rapp. 10-19 1856 1376 0.97//`"'s •. /��/��� '^"�• ��\ 10-20 1657 1673 0.21 AL �� - a coA aa000a' 1 1\\\\� 11 1 4/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. Asset on this drawing indicates ® Truce Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important information & General 2018.9. 0.105 Notes' page for additional Information. An connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Cates are 20 gauge, unless the specified late size is followed b a'-18' which indicates an 18 gauge late, or'S# 18', which Indicates a high tension 18 gauge late. P 9 9 Pe P Y 9 9 P 9 9 P H ° ° Helpdesk: 1-866-252-8606 a CSHelp@strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 , Truss: A3 Customer., John Testa SID: 0000465919 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0T3?-4-0 F 4-4-0 4-4-0 7-4-0 7-4-0 7-4-0 4-4-0 4-4-0 2-4-0 r 6-8-0 i2-4-OD-3 11-0-0 18-4-0 25-8-0 33-0-0 37-4-0 41-8-0 4 04 0 1 2 3 4 5 6 7 8 9 10 11 4x6 3x8 3x6 3x6 4x6 6/12 -6/12 M 3x4% 3x4a O 3x4� 3x4 4-3 3x6 3x6 4-3 X 2x4 3x4= 3x6 x 3x8 x 0 5x1 3x8 X 3x4i 3x41 2-4-0 4-4-0 I 4-4-0 7-0-8 7-4-0 7-0-8 s -8 4-4-0 3I -I8 4-4--0 2-4-0 -4-0 6-8-0 I 1 11-0-0 i I2 _0 32-8-8 337-4-0 41-8024-0- 11 12 13 16 17 18 2O 5 21 21 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 ----------- 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 ft B = 0.0 ft .200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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: INo End Vertical Exposed: L - Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- / TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.10) 17-19 Webs 2x9 SP (ALSC6-2013) #2 12 2-04-00 403 204 08-00 00-10 SPF 425 Vert DL L/120 L/999(-0.10) 17-19 2x6 SP (ALSC6-2013) #2 12-2 14 11-01-12 1404 740 07-08 02-03 SPF 425 Vert CR L/240 L/999(-0.20) 17-19 22-10 20 32-10-04 1394 768 07-08 02-03 SPF 425 Horz LL 0.75in ( 0.01) @Jt20 22 41-08-00 408 188 08-00 00-10 SPF 425 Horz CR 1.25in ( 0.02) @Jt20 Member Forces Summary Max Horiz = -258 / +258 at Joint 12 Cant CR L/120 L/999 (-0.01) 1-12 ..Mem... Ten Comp .CSI. Cant CR L/120 L/999(-0.01) 22-11 TC OH- 1 5 1- 2 177 0 0.00 225 0.25 Loads Summary. Vert CR and Horz CR are the vertical and 2- 3 197 180 0.36 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 431 153 0.35 live load occurring at (22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 341 77 0.79 load factor. due to dead load, computed as Defl_LL + 5- 6 660 560 0.80 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 6- 7 332 105 0.79 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. 7- 8 332 105 0.56 8- 9 420 178 0.35 9-10 189 188 0.35 Bracing Data Summary 10-11 177 225 0.25 Notes ------------Bracing Data ------------ 11-OH 5 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown BC 1-12 228 131 0.11 degrees ------- Web Bracing -- CLR----------- 11-22 229 131• 0.12 Plates located -at TC pitch breaks meet the prescriptive minimum size Single: 15- 5 5-17 6-19 12-13 286 225 0.21 requirement to transfer unblocked diaphragm loads across those Continuous Restraint Bracing Req'd 13-14 12 9 0.21 joints. See BCSI-B3 3.0 15-16 557 233 0.61 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 16-17 557 233 0.61 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate Offsets (X: , Y)' 17-18 560 224 0.61 (None unless indicated below) 18-19 560 224 0.50 Jntl4(0,00-04), Jntl5(0,00-12), 20-21 14 9 0.21 Jntl9(0,00-12), Jnt20(O,00-04) 21-22 229 131 0.21 Web 2-12 451 323 0.05 2-13 146 88 0.03 3-13 189 3-15 436 0 0.04 365 0.19 \\\G N-� t H S� // 4-15 478 493 0.23 \\�\v. .,.•••••. • �j / 5-15 848 1086 0.36 `� \ •• \,�CENSF'•. 5-16 319 0 0.07 \ 5-17 148 140 0.04 * : 6-17 314 0 0.07 0. 7493 _ 6-19 877 1078 0.35 8-19 496 488 0.23 _ 9-19 447 362 0.19 > 9-21 164 10-21 154 0 0.04 81 0.03 II�� :• `�/ ••• �(/ 10-22 429 329 0.05 Q STD, F OF •• \ 13-15 246 14-15 1157 151 0.06 1368 0.19 j�j(\•••.•F(pP,.'•��; 19-211 1173 1358 0.05 'SS�ONAL / / COA 930003 111 1 1 1 11 04/26/2019 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 the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Component Solutions ®Truss acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General Truss Studio Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.AN connector . 0.105 plates are 20 gauge, unless the speed plate size is followed by a %I8' which indicates an 18 gauge plate. or'S# 18°, which indicates a high tension 18 gauge plate. c Helpdesk: 1-866-252-8606 - CSHel @stron p gtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: A4 Customer: John Testa SID: 6000465920 TID: 84004 Date: 04 / 26 / 19 Truss Mfr, Contact: Rick Mills Page: 1 of 1 002-4-0 1 4-6-0 4-2-0 2-0-0 6-0-0 6-0-0 6-0-0' 4-2-0 4-6-0 2-4-0),--3 2-4-0 i2-0-0 i 6-10-0 ll-0-0 13-0-0 19-0-0 25-0-0 31-0-0, 33-0-0 37-2-0 41-8-0 4 04 0 1 2 3 4 5 6 7 8 9 10 11 12 13 4x4= 6x6=3x6 3x4= 4x4= 3x4 3x4. 6/12 -6/12 3x4% 0 >3x4--,- � 2x4 2x4 4-3 3x6 3X6 4-3 5x10 `� 2x4 3x4=3x6 5x10 3x4= X 2 6/12 -6/12 4x1 3x4 2-4-0 9-0-0 2-5-8 5-2-8 6-0-0 5-2-8 2-5-8 9-0-0 2-4-0 2-4-014 11-4-0 19-0-0 25-0-0 30-2-8 41-8-0 4-0-1 1 d 1513-9-8 6 17 18 19 2032-8- 21 22 3 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18• Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt c 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 O.C. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf ' Material Summary Reaction Summary Deflection Summary TC 2x4 SP'(ALSC6-2013). #2 --------------Reaction Summary(Lbs)-----=---------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/618(-0.16) 21-22 Webs 2x4 SP (ALSC6-2013) #2 14' 2-04-00 420 259 08-00 00-11 SPF 425 Vert DL L/120 L/640(-0.15) 21-22 2x6 SP (ALSC6-2013) #2 14,2 15 10-11-14 1382 687 08-00 02-03 SPF 425 Vert CR L/240 L/314(-0.30) 21-22 15-4 21-10 22-12 21 33-00-02 1376 705 08-00 02-03 SPF 425 Horz LL 0.75in ( 0.01) @Jt2l 22 41-08-00 423 249 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jt21 Member Forces Summary Max Horiz - -305 / +305 at Joint 14 Cant CR L/120 L/999 ( 0.02) 1-14 ..Mem.-. Ten Comp .CSI. Cant CR L/120 L/999( 0.02) 22-13 TC OH- 1 5 1- z e7 0 292 0.00 0-28 Loads Summary Vert CR and Horz CR are the vertical and 2- 3 105 115 0.34 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 352 84 0.34 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 433 269 0.29 load factor. due to dead load, computed as Defl LL + 5- 6 414 7 240 0.54 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. 6- 816 619 0.61 Dead Loads may be slope adjusted: > 12.0/12 7-8 816 619 0.60 8- 9 397 237 0.53 9-10 415 266 0-.28 Bracing Data Summary 10-11 346 70 0.34 Notes ------------Bracing Data ------------ 11-12 105 115 0.34 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 12-13 87 293 0.28 degrees Web Bracing -- None 13-OH 5 b 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size . BC 1-14 282 57 0.68 requirement to transfer unblocked diaphragm loads across those Plate offsets (X,l): 13-22 283 57 0.68 joints. (None unless indicated below) 14-15 196 208 0.67 Jntl5(0,00-02), Jntl6(0,-01-00), 15-16 391 289 0.20 Jnt20(O,-01-00), Tnt2l(0,00-02) 16-17 618 277 0.36 17-18 618 277 0.37 ' 18-19 620 268 0.37 19-20 620 268 0.24 20-21 414 283 0.21 21-22 98 Web 156 273 0.67 0.05 \11111I111/// 3-14 304 3-15 412 40 280 0.05 0.16 ' �1(;ENSF \ 4-15 719 4-16 705 966 337 0.33 0.16 1 5-16 90 167 0.08 '• 7� 6-16 573 703 0.63 o.7493 6-17 235 6-18 138 0 133 0.05 0.13 _ - 7k 8-18 232 0 0.05 ; 8-20 586 9-20 93 699 165 0.62 0.08 •' `V •'• F 10-20 703 347 0.16 ST" OF 10-21 731 963 0.33 j� PCO 0 �' •••'•.-••,,,• 11-21 417 11-22 282 279 45 0.16 0.05 / `` `G �/ Sts� ^r `••G\y \\�\ 12-22 424 273 0.05 �� 'it COA 030003 I I 11 1 114/P6/2019 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 Component Solutions ouso the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ® Studio V acceptance of professional engineering P P responsibility sole) for the truss component design shown. See the cover page and the'Im 'Important Information & General 9 Pa ty Y Po 9 P 9 Po 2018.Truss 2018.9.0.105 r Noles"page for 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 specked plate size is followed by a'48' which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate. � geipdeak: 1-866-252-H606 1-866 CSaeip5k: corn Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A5 Customer: John Testa SID: 0000465921 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-3?-4-0 ' �'4-4-0 4-4-0 1 4-0-0 7-0-0 7-0-0 4-0-0 4-2-0 4-6-0 2-4-OD-3 2-4-0 6-8-0 ll-0-0 15-0-0 22-0-0 29-0-0 33-0-0 37-2-0 41-8-0 44-0-0 1 2 3 45 6 7 8 910 11 . 12 13 4x4= 3x8 4x4= 3x 6/12 3x63x6 3x6 -6/12 c 3W 3x4e r. 2x4 2x4 4-3 3x6 SX10 c 2x4 5x10 3x6 4-3 N 6/12 -6/12 3x4 x 2 4x1 3x4= 2-4-0 9-0-0 4-0-0 6-8-0 6-8-0 4-0-0 9-0-0 2-4-0 11-4-0 2-4-014 15-4-0 22-0-0 28-8-0 32-8-0 41-8-0 44-0- 1 15 16 17 18 19 20 13 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'' -Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit IACtUal(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/626,(-0.15) 19-20 Webs 2x4 SP (ALSC6-2013) #2 14 2-04-00 427 268 08-00 00-11 SPF 425 Vert DL L/120 L/650(-0.15) 19-20 2x6 SP (ALSC6-2013) 42 14-2 15 10-11-.14 1368 682 08-00 02-02 SPF 425 Vert CR L/240 L/319(-0.30) 19-20 15-5 19-9 20-12 19 33-00-02 1368 682 08-00 02-02 SPF 425 Horz LL 0.75in ( 0.01) @Jtl9 20 41-08-00 427 268 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jt19 Member Forces Summary Max Horiz - -353 / +353 at Joint 14 Cant CR L/120 L/999 ( 0.02) 1-14 ...Mem... Ten Comp .CSI. Cant CR L/120 L/999(-0.02) 20-13 TC OH- 1 5 0 0.00Loads 1- 2 88 299. 0.26 26 S Summary Vert CR and Horz CR are the vertical and 2- 3 109 104 0.32 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 312 126 0.33 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 330 109 0.34 load factor. due to dead load, computed as Defl LL + 5- 6 573 430 0.42 See Loadcase Report for loading combinations and additional details. (Kcr - 1) is Defl_DL in accordance with 6- 7 589 438 0.83 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. 7- 8 590 438 0.83 8- 9 572 430 0.40 ' 9-10 328 29 0.32 Bracing Data Summary 10-11 310 45 0.33 Notes ------------Bracing Data ------------ 11-12 104 114 0.32 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 12-13 86 291 0.29 degrees -------,Web Bracing -- CLR----------- 13-OH 5 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size Single: 16- 7 7-18 BC 1-14 290 58 0.67 requirement to transfer unblocked diaphragm loads across those Continuous Restraint Bracing Req'd 13-20 280 56 0.67 joints. See BCSI-B3 3.0 14-15 212 228 0.66 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 15-16 362 265 0.17 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate oftets,(X, Y): 16-17 693 270 0.55 (None unless indicated below) 17-18 693 270 0.55 Jntl510,00-02), Jntl6(0,-01-00), 18-19 364 267 0.17 Jntl8(0,-01-00), Jntl9(0,00-02) 19-20 84 150 0.66 Web 2-14 411 264 0.05 3-14 345 66 0.06 5-15 760 968 0.33 \\�`AUL H�•SO 1%,% 5-16 690 287 0.15 ^ - �.• Yj 6-16 126 181 0.10 �\ \,►CEN$�'•.; 7-16 398 486 0.16 •.•. 7-17 295 0 0.06 7-18 397 486 0.16 :. o.7493 8-18 129 183 0.10 9-18 691 289 0.15 _ - - 9-19 749 961 0.33 11-19 393 275 0.15 ' •� 11-20 321 50 0.05 12-20 429 278 0.05 - 44 - O •• $T OF �(/ T i FCO DP`.•' GN COA a3o003sZONAL \%k26/2019 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 Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Component Solutions acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General P P 9 P ty Y Po 9 P 9 Po Truss Studio V Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9.0.105 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. y ® � - aelpdeak: 1-866-252-8606 - Helpdask: 1-866 252 r Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A6 Customer: John Testa SID: 0000465922 TID: 84004 Date: 04 / 25 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 0732-4-0 4-6-0 4-2-0 6-0 5-0-0 6-0-0 4-2-0 4-6-0 2-4-m 3 2-4-0 6-10-0 11-0-0 17-0-0 22-0-0 27-0-0 33-0-0 37-2-0 41-8-0 44-0-0 1 2 3 4 5 6 78 9 10 11 12 13 4x4= 2x4 4x4= 4x6 4x6 6/12 3x4% 3x4o -6/12 m ,0i 3x4% 3x4 2x4 2x4 4-3 3x6 4x6 c 3x8 4x6 3x6 4-3 X N 6/12 -6/12 3x4 x 2 4x1 3x4 2-4-0 1 9-0-0 4-0-0 6-8-0 6-8-0 4-0-0 9-0-0 2�4-0 11-4-0 15-4-0 22-0-0 28-8-0 32-8-0 41-8-0 44-0-0 12-4-014 15 16 17 18 19 20 3 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, , Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 £t 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1-25 1.60 N/A Thermal Condition: All Others(1.0) M.R-H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c- Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW' OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/626(-0.15) 14-15 Webs 2x4 SP (ALSC6-2013) #2 14 2-04-00 449 271 08-00 00-11 SPF 425 Vert DL L/120 L/647(-0.15) 14-15 2x6 SP (ALSC6-2013) #2 14-2 15 10-11-14 1346 679 08-00 02-02 SPF 425 VeA CR L/240 L/318(-0.30) 14-15 15-4 19-10 20-12 19 33-00-02 1346 679 08-00 02-02 SPF 425 Horz LL 0.75in ( 0.01) @Jtl9 20 41-08-00 449 271 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jtl9 Member Forces Summary Max Horiz = -400 / +400 at Joint 14 Cant! CR L/120 L/999 ( 0.02) 1-14 ..Mem-., Ten Comp .CSI. Cant�CR L/120 L/999( 0,02) 20-13 TC OH- 1 5 0 0.00 1- 2 80 282 0.31 Loads Summary Vert CR and Horz CR are the vertical and 2- 3 93 117 0.31 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 283 139 0.60 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 576 475 0.68 load factor. due to dead load, computed as Defl LL + 5- 6 588 475 0.56 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 6- 7 826 587 0.39 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. 7- 8 826 587 0.39 8- 9 588 475 0.56 9-10 576 475 0.68' Bracing Data Summary 10-11 283 37 0.60 Notes ------------Bracing Data ------------ 11-12 93 117 0.31 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 12-13 80 282 0.31 degrees Web Bracing -- None 13-OH 5 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size BC 1-14 269 50 0.67 requirement to transfer unblocked diaphragm loads across those plate olfsets(X,1�: ' 13-20 269 50 0.67 joints. (None unless indicated below) 19-15 248 251 0.66 Jnt5(00-02,-00-04), Jnt9(-00-02,-00-04), 15-16 328 286 0.16 Jnt15(0,00-02), Jntl6(0,-00-08), 16-17 420 127 0.59 Jnt18(0,-00-08), Jnt19(0,00-02) 17-18 420 59 0.59 18-19 328 286 0.16 19-20 96 129 0.66 Web 2-14 445 290 0.05 3-14 297 102 0.05 3-15 346 4-15 808 263 0-14 984 0.34 - \\\` u L H: `// 4-16 619 189 0,19 \\\ •''•CENS'' �A. •• 6-16 306 384 0.25 �\ F •'Y� 6-17 289 173 0.19 • •••. 7-17 363 8-17 289 300 0.22 173 0.19 7k : WO.7493 8-18 306 384 0.25 _ 10-18 619 189 0.14 - '*' - 10-19 808 984 0.34 11-19 346 11-20 297 263 0.14 68 0.05 • 141- 12-20 445 290 0.05 Q • 3T F OF ••• i� FCO Ji)N ' �s COA#300//NNAL \� 6/2019 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 the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Component Solutions acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover page and the 'Important Information & General P P 9 Po b Y Po 9 P 9 Po Truss Studio V Notes" page for additional r information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762 All connector 2019.9.0.105 plates are 20 gauge, unless the specked 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 r - Belpdesk: 1-866-252-8606 - o. Csgeip@atrongtie, com Project Namb: 00386-Testa Residence -2469 Johnston Rd Qty.- 1 Truss: A7 Customer: John Testa SID: 0000466923 i TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-32-4-0 4-6-0 4-2-0 4-4-0 3-8-0 6-0-0 3-8-0 4-4-0 4-2-0 4-6-0 2-4-W,-3 j 2-4-0 6-10-0 I 11-0-0 15-4-0 19-0-0 25-0 0 28-8-0 3-0-0 I 37-2-0 41-8-0 4-0-0 1 2 3 4 S 6 7 8 9 10 11 12 13 4 4x4= 4x4= 3x4% 2x4 3x6 3x6. 6/12 -6/12 3x4% 3x4 m �r 0 3x4 3x4. 2x4 2x4 4-3 3x6 4x6 c 3x8 Sx7 3x6 4-3 6/12 -6/12 3x4 x 2 qxl 3x4 2-4-0 9-0-0 4-0-0 3-8-0 9-8-0 4 O0 O 9-0-0 2-4-0 1 2-4-0 11-4-0 15-4-0 19-0-0 18 28-8-0 19 32-8-0 41-8-0 4-0-0 4 15 16 17 20 21 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) MrR.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf " Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)------ =--------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013)" #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/822(-0.31) 18-19 2x4 SP (ALSC6-2013) 01 17-19 15 2-04-00 464 278 08-00 00-12 SPF 425 Vert DL L/120 L/999(-0.22) 18-19 Webs 2x4 SP (ALSC6-2013) #2 16 10-11-14 1303 663 08-00 02-01 SPF 425 Vert CR L/240 L/484(-0.53) 18-19 2x6 SP (ALSC6-2013) #2 15-2 20 33-00-02 1386 707 08-00 02-03 SPF 425 Horz LL 0.75in ( 0.01) @Jt20 16-4 20-11 21-13 21 41-08-00 423 253 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jt20 Max Horiz - -447 / +447 at Joint 15 Cant CR L/120 L/999( 0.02) 1-15 Member Forces Summary Cant CR L/120 L/999 ( 0.02) 21-14 ...MTen TC OH- 1 5 OH- comp .CSI. 0 0.00 Loads Summary ry Lds S Vert CR and Horz CR are the vertical and 1- 2 83 287 0.29 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 2- 3 99 116 0.31 live load occurring at (22-00-001 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 3- 4 343 222 0.36 load factor. due to dead load, computed as Defl LL + 4- 5 608 515 0.44 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. 5- 6 614 515 0.36 Dead Loads may be slope adjusted: > 12.0/12 6- 7 772 661 0.38 7- 8 765 641 0.54 8- 9 768 604 0.36 Bracing Data Summary 9-10 571 480 0.33 Notes ------------Bracing Data ------------ 10-11 565 480 0.44 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown ' 11-12 342 5 0.35 degrees ------- Web Bracing -- CLR----------- 12-13 101 116 0.31 Plates located at TC pitch breaks meet the prescriptive minimum size Single: 18- 8 13-14 85 291 0.29 requirement to transfer unblocked diaphragm loads across those Continuous Restraint Bracing Req'd 14-OH 5 0 0.00 joints. See BCSI-133 3.0 BC 1-15 276 53 0.67 Continuous Lateral Restraint (CLR) rows require diagonal bracing per 14-21 280 54 0.68 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate offsets(X, Y): 15-16 246 245 0.66 " (None unless indicated below) 16-17 340 286 0.18 Jntl6(0,00-02), Jntl7(-01-05,00-01), 17-18 386 164 0.81 Jntl9(0,-01-00), Jnt20(O,OO-02) 18-19 430 48 0.81 19-20 482 20-21 Web 2-15 431 153 0.67 280 0.05 \`\`�\111I1i►f////, H.,Sp%� 3-15 344 3-16 384 162 0.07\� 263 0.15 GNU!- �.. ' `� OCENSF 4-16 776 4-17 654 941 0.32 293 0.14 • i 6-17 324 444 0.26 = * ' 6-18 192 12 0.05 - o. 7493 _ 7-18 85 62 0.06 8-18 159 94 0.04 8-19 136 195 0.21 9-19 404 11-19 723 239 0.17 315 0.16 11-20 802 991 0.34 Q • ST -OF ''• �� 12-20 395 274 0.16 �T�''•,.F�Op,•••'��Z\ 12-21 217 13-21 431 39 0.05 278 0.05 COA#30003S1 1 11111 a/26/2p1g 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Truss Studio V acceptance of professional engineering responsibility solely forthe truss component design shown. See the cover page and the 'Important Information & General 2016.9.0.105 2018. 9. 0.esk: Notes' page for 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. 1-866-252-8606 _ CSaelp@strongtie.com Project Nanib: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A8 Customer: John Testa SID: 0000465924 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of t 0-32-4-0 4-6-0 4-2-0 4-4-0 3-8-1 5-11-14 3-8-1 4-4-0 4-2-0 4-6-0 2-4-0)-3 274-0 6-10-0 11-0-0 15-4-0 19-0-1 24-11-15 28-8-0 3-0-0 37-2-0 41-8-0 1 2 3 4 5 6 7 8 9 10 11 12 1344-0- 14 4x4= 4x4= 3x4% 2x4 3x6 3x6 / 6/12 -6/12 3x4� 3x4o .a 0 3x4- 3x4a 2x4 4-3 3x6 4, c 3x8 Sx7 �2x4 3x6 4-3 6/12 -6/12 X 3x4 2 4x1 3x4 2-4-0 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0 9-0-0 2-4-0 2-4-011-4-0 15-4-0 19-0-1 28-8-0 32-8-0 41-8-0 4-0-0 1 15 1 16 17 18 19 20 2 1 4 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/823(-0.31) 18-19 2x4 SP (ALSC6-2013) #1 17-19 15 2-04-00 464 278 08-00 00-12 SPF 425 Vert DL L/120 L/999(-0.22) 18-19 Webs 2x4 SP (ALSC6-2013) #2 16 10-11-14 1304 663 08-00 02-01 SPF 425 Vert CR L/240 L/485(-0.53) 18-19 2x6 SP (ALSC6-2013) #2 15-2 20 33-00-02 1386 707 08-00 02-03 SPF 425 Horz LL 0.75in ( 0.01) @Jt20 16-4 20-11 21-13 21 41-08-00 423 253 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jt20 ' Max Horiz = -447 / +447 at Joint 15 Cant CR L/120 L/999( 0.02) 1-15 Member Forces Summary Cant CR L/120 L/999 ( 0.02) 21-14 ...MOH- 1 Ten Comp .0.00 TC OH- 1 s o o.00 Loads Summary rY Vert CR and Horz CR are the vertical and 17 2 83 287 0.29 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 2- 3 99 116 0.31 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 3- 4 343 222 0.36 load factor. 'due to dead load, computed as Defl LL + 4- 5 608 514 0.44 See Loadcase Report for loading combinations and additional details. Defl_DL in accordance with 5- 6 613 514 0.36 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPL)1x 6- 7 772 661 0.38 7- 8 765 641 0.54 8- 9 768 604 0.36 Bracing Data Summary 9-10 571 480 0.33 Notes ------------Bracing Data ------------ 10-11 565 460 0.44 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 11-12 342 5 0.35 degrees ------------- Purlins------------ 12-13 101 116 0.31 Plates located at TC pitch breaks meet the prescriptive minimum size ---oc--- From -- ---To--- #Bays 13-14 85 291 0.29 requirement to transfer unblocked diaphragm loads across those TC 2-00-00 19-00-01 21-00-00 1 14-OH 5 0 0.00 joints. TC 2-00-00 23-00-00 24-11-15 1 BC 1-15 276 53 0.67 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR----------- 14-21 280 54 0.68 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 18- 8 15-16 246 245 0.66 . Continuous Restraint Bracing Req'd 16-17 341 286 0.18 See BCSI-B3 3.0 17-18 385 164 0.81 18-19 430 47 0.81 19-20 408 363 0.29 Plate offsets (X,' I (None unle,yyµh,, ��t1e31]�p.7�w) 20-21 82 153 0.67 Web 2-15 431 280 • 0.05 3-15 344 163 0.07 Jnt16 (0, Qk 02)r� nt . (-014,91,p0-01) , Jntl9 (QV01 1�J n 9 (�¢C� 62'y/, \ z!j^• 3-16 384 263 0.15 •• LSFEN'Y o 4-16 776 941 0.32 4-17 654 293 0.14 `.' i 1. •.'• 6-17 324 444 0.26 ( * 7c 6-18 192 12 0.05 0. 74931 7-18 85 62 0.06 _ 8-18 159 94 0.04 - 7k B-19 136 195 0.21 9-19 405 240 0.17 11-19 723 315 0.16 W F 11-20 802 991 0.39 Qom'. STD. OF 12-20 395 274 0.16 12-21 217 39 0.05 j FLOP •.•' �_� " r... G \\ 13-21 431 278 0.05SSA V AL COA #30003 / / 1 1 1 �aj26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ® Truss acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information 8 General Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2019.9.0.105 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. Helpdesk: 1-8i 6 1-86 -252-8606 a CSeelpsk: corn Project Namb: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: A9 Customer: John Testa SID: 0000465925 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-32-4-0 4-6-0 4-2-0 6 4-4-0 3-8-1 5-11-14 3-13-1 4-4-0 4-2-0 4-6-0 2-4-m-3 2-4-0 6-10-0 ll-0-0 . 15-4-0 19-0-1 24-11-15 28-8-0 3-0-0 37-2-0 41-8-0 4 0 1 2 3 4 S 6 7 8 9 10 11 12 13 14 4x4= 4x4= 3x4% 2x4 3x6 3x6 6/12 -6/12 3W 3x4o v c i , 3x4-- 3x4a 2x4 2x4 4-3 3x6 4x6 c 3x8 Sx7 3x6 4-3 N 6/12 -6/12 3x4 x 2 4x1 3x4 2-4-0 i 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0 9-0-0 2-4-0 i 2-4-011-4-0 15-4-0 19-0-1 28-8-0 32-8-0 41-8-0 4-0- 1 15 il 16 17 18 19 20 2 1 1 4 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS16HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 ------.----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: All Others(1,0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Surrmary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/823(-0.31) 18-19 2x4 SP (ALSC6-2013) #1 17-19 15 2-04-00 464 278 08-00 00-12 SPF 425 Vert DL L/120' L/999(-0.22) 18-19 Webs 2x4 SP (ALSC6-2013) #2 16 10-11-14 1304 663 08-00 02-01 SPF 425 Vert CR L/240 L/485(-0.53) 18-19 2x6 SP (ALSC6-2013) #2 15-2 20 33-00-02 1386 707 08-00 02-03 SPF 425 Horz LL 0.75in ( 0.01) @Jt20 16-4 20-11 21-13 21 41-08-00 423 253 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jt20 Max Horiz = -447 / +447 at Joint 15 Cant CR L/120 L/999( 0.02) 1-15 Member Forces Summary Cant CR L/120 L/999 ( 0.02) 21-14 ...Mem... Ten Comp -CSI. TC OH- 1 5 0 0.00 Loads Summary Vert CR and Horz CR are the vertical and 1- 2 83 287 0.29 This truss has been designed for the effects of an unbalanced top chord .horizontal deflections due to live load 2- 3 99 116 0.31 live load occurring at [22-00-001 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 3- 4 343 222 0.36 load factor. due to dead load, computed as Defl LL + 4- 5 608 514 0.44 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. 5- 6 613 514 0.36 Dead Loads may be slope adjusted: > 12.0/12 , 6- 7 772 661 0.36 7- 8 765 641 0.54 8- 9 768 604 0.36 Bracing Data Summary 9-10 571 480 0.33 Notes oes ------------Bracing Data ------------ 10-11 565 480 0.44 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 11-12 342 5 0.35 degrees ------------- Purlins------------ 12-13 101 116, 0.31 Plates located at TC pitch breaks meet the prescriptive minimum size --- oc--- From -- ---To--- #Bays 13-14 85 291 0.29 requirement to transfer unblocked diaphragm loads across those TC 2-00-00 19-00-01 24-11-15 3 14-OH 5 0 0.00 joints. ------- Web Bracing -- CLR----------- BC 1-15 276 53 0.67 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 18- 8 14-21 280 54 0.68 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd 15-16 246 245 0.66 See BCSI-B3 3.0 16-17 341 286 0.18 17-18 385 164 0.81 Plate offsets (X, Y): 18-19 430 47 0.81 19-20 908 363 0.29 • (None unless indt'-ppa,t�eed below) 20-21 82 153 0.67 Jnt16 (0, 00-QQ�`i 5d lh (1--0fir ,05, 00-01) , Jntl9 (0,1 Bkmo�`1 Jn o (0 (iy0 ) Web 2-15 431 280 0.05 3-15 344 163 0.07 \�j \ V y . / \ �j-• Q 3-16 384 263 0.15 • • EN N •• /i 4-16 776 941 0.32 '' �'`C S� 4-17 659 293 0.14 6-17 324 444 0.26 * - ••'•' 6-18 192 12 0.05 0.74931 _ 7-18 85 62 0.06 8-18 159 94 0.04 8-19 136 195 0.21 �• , 9-19 405 240 0.17 11-19 723 315 0.16 ' •' W 11-20 Baz 991 0.34 / ST":,�OF 12-20 395 274 0.16 j��'•.• /C�DP,••.•' �\�� 12-21 217 39 0.05 13-21 431 278 0.05s, •'• G� \\ A COA #30003 / / I I1L ,�`,iia/26/2019 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 Component Solutions the 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 solely for the truss component design shown. See the cover page and the 'Important Information & General Truss Studio V Notes" page for additional information. All connector plates shall be manufactured: by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105 plates are 20 gauge, unless the specified plate size is followed by a %16' which indicates an 18 gauge plate, or S# 16', which indicates a high tension 18 gauge plate. ® Helpdesk: 1-866-252-8606 - CSHeip@strongtie. com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: Al Customer: John Testa SID: 0000465926 TID: 84004 Date: 04 / 26 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 0,9::1-0 4-6-0 4-6-0 I 4-0-0 3-8-1 5-11-14 3-8-1 4-4-0 4-2-0 4-6-0 2-4-07-3 2-4-0 6-I _0 I I r i 11-4-0 15-4-05 010-1 24-11-15 28-8-0 1 37-2-0 41-8-0 4-0-0 4 1 2 3 4 6 7 8 9 1033-0-0 11 12 13 4x4= 4x6 3x4% 2x4 3x6 3x6 6/12 -6/12 3x4� 3x4a a r 0 4x4% 3x4. 2x4 2x4 4-3 3x6 5x7 c 3x8 5x10 3x6 4-3 6/12 -6/12 3x6 4x8 Sxl 3x4 I 2-4-0 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0 9-0-0 2-4-0 2-4-0 11-4-0 15-4-0 19-0-1 28-8-0 32-8-0 41-8-0 44-0-0' 1, 15 16 17 18 .19 20 21 14 44-0-0 ' Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 20.0 100 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: All'Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.31) 18-19 2x4 SP.(ALSC6-2013) #1 17-19 15 2-04-00 1313 718 08-00 02-01 SPF 425 Vert DL L/120 L/999(-0.24) 18-19 Webs 2x4 SP (ALSC6-2013) #2 20 33-00-02 2069 1056 08-00 03-04 SPF 425 Vert CR L/240 L/655(-0.55) 18-19 2x6 SP (ALSC6-2013) #2 15-2 21 41-08-00 279 234 08-00 00-07 SPF 425 Horz LL 0.75in ( 0.05) @Jt20 20-11 21-13 Max Horiz = -447 /- +447 at Joint 15 Horz CR 1.25in ( 0.09) @Jt20 Cant CR L/120 L/999( 0.02) 1-15 Member Forces Summary Cant CR L/120 L/999 ( 0.02) 21-14 ..Mem... Ten Comp .CSI. Loads Summary TC OH- 1 5 0 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 1- 2 54 246 0.32 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load - 2- 3 65 173 0.32 load factor. plus the creep component of deflection 3- 4 1364 1397 0.59 a See LReport for loading combinations and additional details. due to dead load, computed as Defl LL + 4- 5 1511 1564 0.56 Dead Loads may be slope adjusted: > 12.0/12 Loads (Kcr - 1) x Defl_DL in accordance with 5- 6 1517 1982 0.49 ANSI/TPI 1. 6(- 7 1277 1181 0.45 7- 8 1213 1012 0.57 Notes 8- 9 748 582 0.38 Bracing Data Summary 9-10 542 446 0.35 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ------------Bracing Data ------------ 10-11 536 446 0.44 degrees Chords; continuous except where shown 11-12 751 334 0.41 Plates located at TC pitch breaks meet the prescriptive minimum size ------------- Purlins------------ 12-13 122 105 0.32 requirement to transfer unblocked diaphragm loads across those ---oc--- --From-----To--- #Bays 13-19 104 307 0.28 joints. TC 2-00-00 19-00-01 24-11-15 3 14-OH 5 0 0.00 - Web Bracing -- None BC 1-15 237 26 0.76 14-21 295 72 0.65 Plate offsets (X, Y): ' 15-16 1177 916 0.90 (None unless indicated below) 16-17 1342 903 0.52 Jnt16 (0,-00-06), Jnt17 (0,-01-00), 17-18� 1339 726 0.87 Jntl9(0,-01-00), Jnt2o(0,00-02) 18-19 611 113 0.81 19-20 757 672 0.30 20-21 331 470 0.64 Web 2-15 442 231 0.051 ��ltllli►// `qL•••. �O^ 3-15 1458 1425 0.61 3-16 155 99 0.02 \�` �j_C \\� �• 'v 373 �CENS 4-16 461 0.25 4-17 187 2 0.04 ` 6=17 490 445 0.25 *'. •'* ' 6-18 770 647 0.53 0. 7493 7-18 296' 209 0.20 8-18 669 453 '0.71 ` _ 8-19 422 667 0.72 9-19 426 265 0.18 11-19' 1148 682 0.33 :•'�` ' W ` 11-20 1174 1435 0.50 Q ST6, F OF •'. 12-20 465 346 0.19 i F P •'•C�i• D.•'•••�` 12-21 571 66 0.13 13-21 429 275 0.05 �j� \\ COA #30003 / / Ol' V ~ ` \`�i4/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio �. Trues Studio V _ acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General 2018.9.0.105 0.ask; Notes" page for 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 specked plate size is followed by a •48• which indicates an 18 gauge plate, or •S# 18•, which indicates a high tension 18 gauge plate. q 1-86fi-252-afi0fi a. CSHelp@stron-866.252 Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A11 Customer: John Testa SID: 0000465927 TID: 84004 Date: 04 126 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0,-32-4-0 , 4-6-0 4-6-0 4-0-0 3-8-1 5-11-14 3-8-1 4-4-0 4-4-0 4-8-0 °2-4-0 6-10-0 11-4-0 15-4-0 19-0-1 i 24-11-15 28-8-0 33-0-0 37-4-0 42-0-0 1 2 3 4 5 6 7 8 9 10 11 12, 13 4x8 4x6 3x40 3x6 x4 3x6 -6/12 6/12 3x4% 3x4. a 0 o~ 4x4% 3x4. , 2x4 3x4= 4-3 3x6 5x7 1c 3x8 5x10 N 2x4E 6/12 -6/12 3x6 4x8 Sxl 3x4= 8„ 2-4-0 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0 4-8-0 4-8-0 2-4-014 11-4-0 15-4-0 19-0-1. 28-8-0 32-8-0 37-4-0 42_0-0 1 15 16 17 18 19 20 21 42-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18• Code/Design: FBC-2017/TPI-2014 -----------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 ,now .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 It, BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd .-Mat PSI Vert LL - L/360 L/999(-0.28) 17-18 2x4 SP (ALSC6-2013) #1 16-18 14 2-04-00 1316 707 08-00 02-01 SPF 425 Vert DL L/120 L/999(-0.21) 17-18 Webs 2x4 SP (ALSC6-2013) #2 19 33-00-02 2082 1118 08-00 03-04 SPF 425 Vert CR L/240 L/726(-0.50) 17-18 2x6 SP (ALSC6-2013) #2 14-2 21 41-09-04 175 209 08-00 00-04 SPF 425 Horz LL 0.75in ( 0.05) @Jtl9 19-11 21-13 Max Horiz - -416 / +459 at Joint 14 Horz CR 1.25in ( 0.09) @Jtl9 Cant CR L/120 L/999( 0.02) 1-14 Member Forces Summary. ...Mem... Ten comp -.CSI. Loads Summary Vert CR and Horz CR are the vertical and TC OH- 1 5 0 0.00 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 1- 2 54 247 0.32 live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 2- 3 65 174 0.32 load factor. due to dead load, computed as Defl LL + 3- 4 1343 1401 0.54 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 4- 5 1493 1569 0.56 ANSI/TPI Dead Loads may be slope adjusted: > 12.0/12 , 1. 5- 6 1499 1487 0.47 6- 7 1232 1157 0.42 7- 8 1179 997 0.58 Bracing Data Summary 8- 9 701 589 0.23 Notes ------------Bracing Data ------------ 9-10 690 595 0.38 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 10-11 494 450 0.42 degrees -------- ----- Purlins------------ 11-12 738 401 0.42 Plates located at TC pitch breaks meet the prescriptive minimum size. ---oc--- From -- ---To--- #Bays 12-13 455 212 0.40 requirement to transfer unblocked diaphragm loads across those TC 2-00-00 19-00-01 24-11-15 3 13-OH 6 0 0.00 joints. Web Bracing -- None BC 1-14 238 25 0.76 ' 14-15 1179 933 0.91 Plate offsets (X, Y): 15-16 1346 920 0.52 (None unless indicated below) 16-17 1342 742 0.82 Jntl5(0,-00-06), Jntl6(0,-01-00), 17-18 618 138 0.77 Jntl8(0,-01-00), Jntl9(0,00-02) 18-19 791 657 0.27 19-20 318 386 0.26 , 20-21 34 31 0.19 �111111f/ 21-0 Web 2-14 14 442 0 231 0.0 0.05 - .\`\\a1 v L 30 3-14 1438 3-15 156 1429 42 0.62 0.02 \\ �j_\ :,••••••• • •• 4-15 378 464 0.25 %, F i 4-16 186 12 0.04 • •.•• 6-16 502 446 0.25 : lc • 6-17 759 644 0.55 0.74931 7-17 289 8-17 649 181 453 0.18 0.68 - 7k 8-18 457 661 0.71 10-18 427 11-18 1149 261 706 0.18 0.39 :• ••• 11-19 1192 12-19 511 1438 439 0.50 0.2.4 Q ST OF •• �(/ \ •'.••Fi0 i� pp, •.•' �_� 13-20 293 399 0.11 /�� S •'••• �� \`\ S 13-21 251 126 0.04 �ONAL coA #30003 `� 4/26/2019 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 Component Solutions the 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 solely for the truss component design shown. See the cover page and the Important Information & General Trues Studio V Notes page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 20201 18.9.105 0. 0. plates are 20 gauge, 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. d9. n o , 1-866-252-8606 - p • . CSHelp@atrongtie.com Project Namb: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: Al2 Customer: John Testa SID: 0000465928 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 00-4-0 I 4-6'-0 4-6-0 4-0-0 3-8-1 5-11-14 3-8-1 4-8-0 2-4_0 6-10-0 11-4-0 15-4-0 19-0-1 24-I1-15 28-8-0 33-4-0 1 2 3 4 5 6 7 8 9 10 • 1 4x8 4X4= -6/12 3x4% 2x3i 3x6 6/12 3x4% 3x4r v 0 rn 4W m 2X3i v 4-3 3x4= Sx7 c 3x8 7x8a X 6x6i 6/12 -6/12 4x6 4x8 8" 2-4-0 i • 9-0-0 4-0-0 3-8-1 9-7-15 4-8-0 2-4-0 11-4-0 15-4-0 19-0-1 28-8-0 33-4-0 1 11 i 12 13 14 15 16 33-4-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1:0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 = No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.28) 14-15 2x4 SP (ALSC6-2013) #1 13-15 11 2-04-00 1434 760 08-00 02-04 SPF 425 Vert DL L/120 L/999(-0.23) 14-15 2x6 SP (ALSC6-2013) #2 15-16 16 33-01-04 1245 714 08-00'01-15 SPF 425 Vert CR L/240 L/712(-0.50) 14-15 Webs 2x4 , SP (ALSC6-2013) #2 Max Horiz = -176 / +430 at Joint 11 Horz LL 0.75in ( 0.08) @Jtl6 2x6 SP (ALSC6-2013) #2 11-2 Horz CR 1.25in ( 0.16) @Jtl6 16-10 Cant CR L/120 L/999( 0.02) 1-11 Loads Summary Member Forces Summary This truss has been designed for,the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and ..Mem... Ten Comp .CSI. live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load TC OH- 1 5 0 0.00 load factor. plus the creep component of deflection 1- 2 51 240 0.33 due See LLoads a Report for loading combinations and additional details. to dead load, computed as Defl_LL + 2- 3 68 0.55 J (Kcr Dead Loads may be slope adjusted: > 12.0/12 - 1 x Defl_DL in accordance with ) 3- 9 1941 604 1604 0.55 - ANSI/TPI 1. 4- 5 1823 1866 0.61 5- 6 1828 1784 0.50 Notes 6- 7 1506 1443 0.45 Bracing Data Summary 7- 8 1427 1255 0.64 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------ Bracing Data ------------ 6- 9 1193 1022 0.56 degrees Chords; continuous except where shown 9-10 952 1016 0.52 Plates located at TC pitch breaks meet the prescriptive minimum size ------------- Purlins------------ 10-OH 6 0 0.00 requirement to transfer unblocked diaphragm loads across those ---oc--- --From-----To--- #Bays BC 1-11 232 22 0.77 joints. TC 2-00-00 19-00-01 24-11-15 3 11-12 1329 1466 0.94 Web Bracing -- None 12-13 1548 1529 0.59 , 13-14 1606' 1495 0.83 Plate offsets (:, Y): 14-15 966 808 0.80 (None unless indicated below) 15-16 38 38 0.12 Jntl2(0;-00-06), Jntl3(0,-01-00), 16-OH 4 0, 0.00 Jntl5(00-08,01-00), Jntl6(-00-04,-00-08) Web 2-11 443 234 0.05 ' 3-11 1522 1613 0.70 3-12 129 25 0.03 4-13 293 9-13 293 170 0.32 170 0.08 08 �ti\tlllli// \\\��.� H \ 6-13 523 6-14 843, 547 0.31 656 0.59 \\ ,.• --_.., O^- •• \'` F i 7-14 378 8-14 531 8-15 189 9-15 501 298 0.30 379 0.57 246 0.26 372 0.21 0. 7493 10-15 1062 918 0.45 - ,1.. - - 10-16 1122 1178 0.40 -_ 7� W. ST FF OF Q . t'O ' \ COA #30003 /' 1 iAL ,a/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General . 2018.9.0.105 Notes" page for 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 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. - -866-252-860fi gelpdeak: 1 2.gtie. _ a CSHe1psk: com Project Narrte: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A13 Customer: John Testa SID: 0000465929 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 4-8-0 4-8-0 7-8-1 5-11-14 3-8-1 4-8-0 4-8-0 9-4-0 17-0-1 22-11-15 26-8-0 31-4-0' 1 2 3 4 5 6 7 8 4x12 4x6 -6/12 2x3i 6/12 3x4% 3x4r 0 3x6 i 3x4% m 4x6 c 3x4= 7x8o v 2x4 6x6n -1119 4x4= 4x8 6/12 -6/12 8„ 8„ 4-8-0 4-8-0 4-0-0 3-8-1 9-7-15 4-8-0 9 r 4-8-0 9-4-0 13-4-0 + 17-0-1 WTI 31-4-0 915 10 11 12 13 14 F 31-4-0 Plates -- Simpson Strong -Tie 20 0 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 --- .- ------- 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 ft B =, 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 3-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI, Vert LL L/360 L/999(-0.31) 13-14 BC 2x4 SP (ALSC6-2013) #2 9 02-12 1253 673 08-00 01-15 SPF 425 Vert OL L/120 L/999(-0.24) 13-14 2x4 SP (ALSC6-2013) #1 12-14 15 31-01-04 1253 736 08-00 01-15 SPF 425 Vert CR L/240 L/649(-0.55) 13-14 2x6 SP (ALSC6-2013) #2 14-15 Max Horiz - -197 / +409 at Joint 9 Horz LL 0.75in ( 0.08) @Jtl5 Webs 2x4 SP (ALSC6-2013) #2 Horz CR 1.25in ( 0.14) @Jtl5 2x6 SP (ALSC6-2013) #2 9-1 15-8 Loads Summary Vert CR and Horz CR are the vertical and This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load Member Forces Summary live load occurring at 120-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection ..Mem... Ten Comp .CSI. load factor. due to dead load, computed as Defl LL + TC OH- 1 6 0 0.00 See Loadcase.Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. 1- 2 1406 1645 0.59 Dead Loads may be slope adjusted: > 12.0/12 2- 3 1519 1645 0.50 3- 4 1531 1595 0.83 ' 4- 5 1885 1893 0.87 Bracing Data Summary 5- 6 1486 1295 0.64 Notes -^----------Bracing Data ------------ 6- 7 1211 1034 0.58 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 7- 8 965 1025 0.54 degrees . ------------- Purlins------------ 8-OH 6 0 0.00 Plates located at TC pitch breaks meet the prescriptive minimum size --- oc--- --From-----To--- #Bays BC OH- 9 0 0 0.00 requirement to transfer unblocked diaphragm loads across those TC 2-00-00 17-00-01 22-11-15 3 9-10 221 425 0.22 joints. Web Bracing -- None ' 10-11 1425 1549 0.44 11-12 1619 1659 0.51 Plate offsets (X, l)• 12-13 1297 1107 0.87 (None unless indicated below) 13-14 972 821 0.84 Jnt5(-01-15,-0l-00), Jnt9(0,-01-00), 14-15 38 37 0.12 Jntll(0,-00-06), Jnt12(Q,-00-08), 15-OH 4 0 0.00 Tntl4(00-08,01-00), Jntl5(-00-04,-00-08) Web 1- 9 1086 1214 0.14 1-10 1473 1161 0.33 2-10 3312 2-111 94 58 0.03 4-11 724 634 0.36 `\\�`�Illlllf////'' H:.SO 4-12 206 33 0.09�NVL 5-12 - 676 805 0.89 �•.•' ��GENSF'•.?/j �� `� 5-13 435 268 0.26 6-13 576 442 0.69 1 •,• i 6-14 190 245 0.26 7-14 512 382 0.22 * 7[ 0.74931 8-14 1071 933 0.45 8-15 1135 1186 0.41 _ Q ST� aF (V�� E� �. COA #30003 // 1 t i I I I 1� 14/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy, and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General 2018.9.0.105 Notes' page for 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 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. -Helpdesk: 1-866-252-8606 �C9He1p@etrongtie.com Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A14 Customer: John Testa SID: 0000465930 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 4-8-0 4-8-0 * 7-8-1 5-11-14 3-8-1 5-3- I 4-8-0 34-0 17-0-1 22-11-15 26-8-0 31-9-0 1 2 4 S 6 7 8 U6f 4x4= -6/12 2x3r 6/12 3x4,- 4x8 v 0 3x6 0) 3x4% 4x4= 4x6 0 3x4= Sx10 N 2x4 4x4= 4x8 6/.12 -6/12 4x4=3x6 4-8-0 4-0-0 3-8-1 9-7-15 4-0-0 -1- 4-8-0 9-4-0 13-4-0 17-0-1 26-8-0 30-8-0 i 9 9 10 11 12 13 14 15 16 1 31-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 ` N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No ,Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 = No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No.Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 3-5 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.29) 13-14 BC 2x4 SP (ALSC6-2013) #2 9 01-12 1270 682 03-00 HGR SPF 565 Vert DL L/120 L/999(-0.23) 13-14 2x4 SP (ALSC6-2013) #1 12-14 16 31-07-04 1270 739 03-00 HGR SPF 565 Vert CR L/240 L/729(-0.51) 13-14 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz '= -208 / +409 at Joint 9 Harz LL 0.75in ( 0.07) @Jtl6 Harz CR 1.25in ( 0.12) @Jtl6 Member Forces Summary ...Mem... Ten comp .CSI. Loads Summary Vert CR and Harz CR are the vertical and TC OH- 1 3 0 0.00 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 1- 2 1463 1708 0.61 live load occurring at (20-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 2- 3 1569 1695 0.53 load factor. due to dead load, computed as Defl LL + 3- 4 1582 1650 0.83. See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 4- 5 1944 1957 0.86 Dead Loads may be slope adjusted: > 12.0/12 - ANSI/TPI 1. 5- 6 1520 1330 0.62 6- 7 1329 1144 0.67 7- 8 1066 1140 0_ 63 Bracing Data Summary 8-0H 3 0 0.00 Notes ------------Bracing Data ------------ BC OH- 9 0 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown 9-10 213 407 0.22 degrees ------------- Purlins------------ 10-11 1480 1584 0.45 Plates located at TC pitch breaks meet the prescriptive minimum size ---oc--- --From-----To--- #Bays 11-12 1666 1686 0.52 requirement to transfer unblocked diaphragm loads across those TC 2-00-00 17-00-01 22-11-15 3 12-13 1332 1121 0.84 joints. Web Bracing -- None 13-14 1038 865 0.81 14-15 55 11 0.20 Plate offsets (X, Y): 15-16 0 0 0.04 (None unless indicated below) 16-OH 0 0 0.00 Jnt5(-01-01,-00-08), Jnt8(-00-08,00-03), Web 1- 9 1104 1231 0.21 Jnt9(0,-01-00), Jntll(0,-00-06), - 1-10 1525 1211 0.36 Jntl2(0,-00-08), Jntl4(0,-01-00), 2-10 329 246 0.06 Jnt15(0,-00-08) 2-11 106 75 0.03 4-11 729 645 0.37 4-12 229 5-12 699 36 0.05 812 0.91 \\111111JJ/ S� /��j 5-13 409 6-13 549 260 0.26 407 0.61 �� ���� • • •. �•• • 6-14 177 200 0.21 \,\CENS',6 7-14 550 407 0.23 \ i • 8-14 1120 983 0.53' 8-15 107 10 0.02 8-16 1169 1278 0.62 H74931 �44/ Q COA #30003 /// J f 1 1 1 1 1\ \4/26/2019 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 Truss Manufacturer and miles upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Component Solutions � Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General - 2018. 9. 0.105 Notes- page for 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'A8• which indicates an 18 gauge plate, or'S# 16', which indicates a high tension 18 gauge plate. „ o Helpdeak: 1-866-252-8606 1-866 o CSHelpsk: corn Project Nante: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: B1 Customer: John Testa r SID: 0000465931 TID: 84004 Date: 04 126 119 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-Ply 0T32-4-0 2-0-0 3-0-0 4-2-0 4-2-0 5-8-1 5-11-14 3-8-1 5-1-0 �-z-qi-s-ij 2-4-p 1 s- s-o-o-0 7_0-0 10-0-0 14-2-0 18-4-0 24-0-1 29-11-15 33-8-0 38-9-0 1 2 3 4 5 6 7 8 9 10 11 12 -1# 48�# 4x8 4x4= -6/12 6/12 2x3i 3x4% 3x6 v 0 3ic4, N 6/12 4x6 3x4= Sx7 3x4 3x4 `^ r 4-3 3x4= 4x6 c 3x4= 5x7 4x123x4-3x4= 3x4= 3x4= 4x6 6/12 ^, 4x4=2x4 -6/12 4x4=2x4 d 1 � 15# 550# -95# 2-4-0 i-a-of-a-o 2-0-0 -2-0 4-2-0 2-0-0 7-15 4-0-0 -i- 2-4-p 3-8-05-e-0 7_0-0 Mn10-0-0 14-2-0 18-4-0 20-4-0 Mn24-0-1 33-8-0 37-8-0 s s 1 13 1 14,15 16 17 18 19 20 21 22 23 24 25 38-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FSC-2017/TPI-2014 -----------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 SC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No 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 = No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mein... Ten comp .CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 10-23 235 345 0.05 - TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 11-23 550 408 0.05 Vert LL L/360 L/999(-0.28) 18-19 ' 2x6 SP (ALSC6-2013) #1 15-20 12-23 1385 ' 1186 0.15 Vert DL L/120 L/999(-0.27) 18-19 Webs 2x4 SP (ALSC6-2013) #2 12-24 112 21 0.01 Vert CR L/240 L/782(-0.55) 18-19 2x6 SP (ALSC6-2013) #2 13-2 12-25 1373 1540 0.12 Horz LL 0.75in ( 0.11) @Jt25 13-15 280 455 0.02 Horz CR 1.25in ( 0.21) @Jt25 Member Forces Summary 14-15 45 21 0.12 Cant CR L/120 L/152 ( 0.16) 1-13 ...Mem.:. Ten comp .CS2. Reaction Summary TC OH- 1 5 0 0.00 --------------Reaction Summary(Lbs)---------------- Vert CR and Horz CR are the vertical and 1- 2 189 244 0.06 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI horizontal deflections due to live load 2- 3 2817 3091 0.30 13 2-04-00 2102 1181 08-00 01-10 SPF 425 plus the creep component of deflection 3- 4 3101 3606 0.40 25 38-07-04 1527 852 03-00 HGR SPF 565 due to dead load, computed as Defl LL + 4- 5 4208 4949 0.63 Max Horiz = -195 / +432 at Joint 13 (Kcr - 1) x Defl_DL in accordance with 5- 6 5732 6766 0.82 ANSI/TPI 1. 6- 7 3636 4246 0.66 Summary 7- 8 2595 2881 0.51 Loads 8- 9 2760 2869 0.45 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary 9-10 1885 1812 0.39 'live load occurring at [27-00-00] using a 1.00 Full and 0.00 Reduced ------------Bracing Data ------------ 10-11 1525 1401 0.39 load factor. Chords; continuous except where shown 11-12 1262 1395 0.37 See Loadcase Report for loading combinations and additional details. -------------Purlins------------ 12-OH 3 0 0.00 Dead Loads may be slope adjusted: > 12.0/12 --- oc--- --From-----To--- #Bays BC 1-13 266 138 0.07 Concentrated Loads - Based on Live Load TC 2-00-00 24-00-01 29-11-15 3 13-14 82 82 0.06 Domain Load Uplift Location Dir Description Web Bracing -- None 15-16 2856 2952 0.22 Transfer loads: ' 16-17 3166 3027 0.33 TC 48 -126 5-00-12 Vert J15T @ -90 Deg Plate offsets(X, l): 17-18 4949 4450 0.67 TC -1 0 5-01-08 Vert J35T @ -135 Deg (None unless indicated below) 18-19 6838 6040 0.78 BC 15 0 5-00-12 Vert JLST @ -90 Deg Jnt6(02-05,01-03.), Jnt9(-00-02,-00-01), 19-20 3805 3444 0.26 BC -95 0 5-01-08 Vert J35T @ -135 Deg Jntl3(0,-00-15), Jntl5(0,-00-12), 20-21 2840 2560 0.41 BC 550 -376 6-10-08 Vert 87 @ -90 Deg, Jnt20(0,00-01), Jnt21(0,-00-08), 21-22 1816 22-23 1333 1488 0.67 1094 0.63 Jnt23(0,-01-00), ,,77 t24,-00-08), l l`� l(0i 23-254 11 0. 2-PLY TRUSS Fastener Spacing Jnt25 (0,-00-1�3t)I . 24-25 0 0' 0.02 Fasten each ply to the adjacent ply as follows(rows staggered): TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. \\\\ v L H. \ N S 25-OH 0 Web 2-15 0 0.00 0.11 BC 2x4, 1-row(s) of lOd Nails (0.120" die. x 2-7/8" min.) @ 12.0" o.c.** ., \ �j_ •.,• O • �.' •\. 2803 2-15 2803 2633 31 2633 0.31 BC 2x6, 2-row(s) of lOd Nails (0.120" dia. x 2-7/8•' min.) @ 12.0" o.c.** � E � � 3-15 258 583 0.12 WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. WB 2x6, 2-row(s) lOd Nails die. 2-7/8" @ 9.0" � •• 3-16 448 448 234 0.05 of (0.120" x min.) o.c. * : * � 4-16 4-17 2103 30.05 1670 0.23 ** Use additional fasteners of the same type within +/-12" of the location(s) indicated (except where approved hangers are used with o. 74931 _ _ 5-17 533 559 0.09 fasteners that transfer the load to all plies): -_ 5-18 2054 1715 0.23 BC:6-10-08, 2 6-18 1186 6-19 2716 1270 0.10 3174 0.24 �O F 7-19 1242 934 0.14 Notes ' T ••' $Tr �F �W ' 7-20 1509 273 1646 0.13 224 Plates designed for C at 0.80 and Rotational Tolerance of 10.0 g q degrees ,• // •.�Q•• pP,.'•�.�\\� •� 8-20 0.02 Plates located at TC pitch breaks meet the prescriptive minimum size transfer diaphragm loads / S �// /ONAL 9-21 1505' 1524 0.22 requirement to unblocked across those `\\ 9-22 581 476 0.06 joints. COA #30003�/111111lj�\4/26/2019 10-22 831 626 0.12 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Asset on this drawing indicates TrussStudio ® Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General 2018.9.0.105 9 01Hel9. 0.esk: Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector p + , plates are 20 gauge, 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. -1-866-252-8606 �,CHHalp@atrongtie.com ProJect Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: B2 Customer: John Testa SID: 0000465932 TID: 84004 Date: 04 / 26 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 0.T32-4-0 �-2-4i 3-5-12 5-0-0 6-4-0 5-8-1 5-11-14 4-4-9 4-4-8 F 2-4-0 -s-4 7-0-0 12-0-0 18-4-0 24-0-1 29-11-15 34-4-8 38-9-0 1 2 3 4 5 6 7 8 9 10 6xW 4x6 -6/12 6/12 2x3t 3x4% 4x6 v o • 6/12 4x6 Sx10 m 3x4% - � %4-3 3x`�Sx51 3x4= SxX,4x4 4x8 3x10 21x,31 Sx10 6/12 3x6 2x4 -6/12 4x4=3x6 a 3-4-0 5-000 6-4-0 2-0-0 3-8-1 9-7-15 47080-2-4-0La -l- 24 1-0--0 318-4-0 20-4-0 24-0-1 33-8-0 -0 ss 1 1112,13 14 15 16 17 18 19 20 21 38-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18• Code/Design: FBC-2017/TPI-2014 -----------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 0.10 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mem... Ten Comp .CSI. Deflection Summary -TC 2x4 SP (ALSC6-2013) #2 12-13 43 17 0.14 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 5-7 Reaction Summary Vert LL L/360 L/999(-0-32) 18-19 BC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.32) 18-19 2x4 SP (ALSC6-2013) #1 13-16 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/663(-0.65) 16-19 17-19 11 2-04-00 1653 864 08-00 02-09 SPF 425 - Horz LL 0.75in' - ( 0.16) @Jt21 Webs 2x4 SP (ALSC6-2013) #2 21 38-07-04 1459 805 03-00 HGR SPF 565 Horz CR 1.25in ( 0.29) @Jt21 2x6 SP (ALSC6-2013) #2 11-2 Max Horiz = -195 / +432 at Joint 11 Cant CR L/120 L/149( 0.16) 1-11 Member Forces Summary Vert CR and Horz CR are the vertical and ...Mem... Ten comp .CSI. Loads Summary horizontal deflections due to live load TC OH- 1 5 0 0.00 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 1- 2 197 252 0.11 live load occurring at [27-00-001 using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + 2- 3 2088 2128 0.42 load factor. (Kcr - 1) x Defl_DL in accordance with 3- 4 2280 2590' 0.62 ANSI/TPI 1. See Loadcase Report for loading combinations and additional details. 4- 5' 2105 22630.71 Dead Loads may be slope adjusted: > 12.0/12 5- 6 2348 2630 0.83 6- 7 2609 2653 0.86 Bracing Data Summary ' 7- 8 1788 1682 0.67------------Bracing Notes Data ------------ 8- 9 1389 1289 0.62 Chords; continuous except where shown 9-10 1197 1304 0.59 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 1_Purlins------------ 10-OH 3 0 0-00 degrees --- oc--- --From-----To--- #Bays BC 1-11 273 146 0.13 Plates located at TC pitch breaks meet the prescriptive minimum size TC 2-00-00 24-00-01 29-11-15 3 11-12 56 63 0.10 requirement to transfer unblocked diaphragm loads across those ------- Web Bracing -- CLR----------- 13-14 1962 2285 0.31 joints. i Single: 5-16 17- 7 14-15 4123 3813 0.68 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd 15-16 4122 3814 0.70 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See SCSI-B3 3.0 16-17 2588 2399 0.56 , 17-18 1686 1391 0.93 Plate offsets (t, Y): 18-19 1255 1041 0.88 (None unless indicated below) 19-20 57 20-21 0 8 0.34 Jnt510,01-00), Jpp 7(-Q1-01,-00-08), 0 0.02 Jntl3(0,00-Q4���41112 9l Web 22-Oil 1540 1390 0.000 Jntl7(0, i QA`Ai0� j1Jn 9(019 2-13 1984 2035 0.45 Jnt20`Gj40 u�..• • • • • • • 3-13 282 485 0.19 \\ • // NSF "•. �� 3-14 418 4-14 t 904 213 0.09 711 0.20 \ • • 5-14 1727 2069 0.96 * : •. '!� 5-15 234 0 0.05 o.7493 5-16 1794 1936 0.40 6-16 504 403 0.23 6-17 207 106 0.04 7-17 1331 7-18 521 1416 0.42 400 0.40 ." z •"• F 8-18 750 556 0.83 Q S1. • OF 8-19 252 349 0.39 9-19 503 10-19 1335 373 . 0.19 1172 0.61/�7s, / S • • •� • . • \\ 10-20 81 2 0.02 /: ONA� �\ 1313 10-2111-13 1455 0.70 COA #30D03�/f1111I1t\�4126/2019 257 454 0.04 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteda,and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General -®, Notes' page for additional information. PJI connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector 2018.9. 0.105 plates are 20 gauge, unless the specked plate size is followed by a %18' which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate. ° Helpdesk: 1-866-252-8606 o CSHelp@strongtie.com Project Nante: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: B3 Customer: John Testa SID: 0000465933 I TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-�-4-0 2- 5-5-12 5-0-0 4-4-0 5-8-1 5-11-14 4 I 3-8-1 5-1-0 2-4-0 6 9-0-0 14-0-0 18-4-0 24-0-1 29-11-15 33-8-0 38-9-0 1 2 3 4 5 6 7 8 9 10 6x6% 4x6 6/12 -6/12 2x3i 3x4% 4x6 v 4x8 Sx7 0 m 6/12 3 � 4x4%x4,1 '^ r 4-3 3x4 Sx5' 0 3x4 Sx10 4x12 c 3x4 3x4= 4x8 6/12 3x62x4 6/12 4x43x6 2-4-05-4-0 5-0-0 4-4-0 2-0-0 3 1-_l 9-7-15 4-0-0 1- 2_4_0 3-a-o 9-0-0 14-0-0 18-470 20-4-0 24-0-1 33-8-0 37-8-0 a s 1 1112,13 14 15 16 17 18 19 20 21 38-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No ' Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain'Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L)360 L/999(-0.30) 18-19 2x4 SP (ALSC6-2013) #1 17-19 11 2-04-00 1653 864 08-00 02-09 SPF 425 Vert DL L/120 L/999(-0.30) 18-19 Webs 2x4 SP (ALSC6-2013) #2 21 38-07-04 1459 805 •03-00 HGR SPF 565 Vert CR L/240 L/709(-0.61) 18-19 2x6 SP (ALSC6-2013) #2 11-2 Max Horiz - -195'/ +432 at Joint 11 Horz LL 0.75in ( 0.15) @Jt21 Horz CR 1.25in ( 0.28) @Jt21 Member Forces Summary cant CR L/120 L/174 ( 0.14) 1-11 ..Mem... Ten Comp .CSI. Loads Summary TC OH- 1 5 0 0.00 This truss has been designed for effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 1- 2 202 259 0.09 live load occurring at [27-00-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load 2- 3 2262 2242 0.79 load factor. plus the creep component of deflection 3- 4 2214 2558 0.88 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 4- 5 2911 3211 0.91 Dead Loads may be slope adjusted: > 12.0112 (Kcr - 1) x Defl_DL in accordance with 5- 6 2368 2592 0.95 ANSI/TPI 1. 6- 7 2576 2638 0.98 7- 8 1788 1682 0.68 Notes 8- 9 1474 1332 0.69 Bracing Data Summary 9-10 1212 1327 0.65 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ------------Bracing Data ------------ 10-OH 3 0 0.00 degrees Chords; continuous except where shown BC 1-11 283 153 0.13 Plates located at TC pitch breaks meet the prescriptive minimum size ------------- Purlins------------ 11-12 59 68 0-10 requirement to transfer unblocked diaphragm loads across those ---oc--- --From-----To--- #Bays 13-14 2111 2512 0.61 joints. TC 2-00-00 24-00-01 29-11-15 3 14-15 2206 2141 0.65 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR----------- 15-16 3224 2982 0.81 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 17- 7 16-17 2572 2365 0.67 Continuous Restraint Bracing Req'd 17-18 1686 1391 0.88 See BCSI-133 3.0 18-19 1255 1036 0.83 19-20 54 11 0.23 Plate offsets (X, Y): 20-21 0 0 0.05 (None unless indicated below) 21-OH 0 Web 2-11 1524 0 0.00 1383 0.19 Jnt4(-00-02,-00-Q}), nt5(02-05,01-01), Jnt7(-01-01-�0�1�08)l,i S7hj! (0,00-04), 2-13 2138 354 3-13 354 2269 0.48 .511 0.21 511 q Jnt16(0,=Qf}-U611�` JnJnt [,]�7(00-(��� O(1-19), 66 3-13 4-14 214 0.21 29 0.05EN.3 \ C�•.•••••. '•. �j 4-15 1222 5-15 636 1000 0.56 620 0.14 5-16 1100 1168 0.57 '• 7c 6-16 388 .336 0.19 o.7493 1. 6-17 220 7-17 1313 98 0.04 1373 0.40 1 - It ' 7-18 526 405 0.40 8-18 748 8-19 213 563 0.84 306 0,33 •' W ••. 9-19 548 407 0.23 Q STD OF 10-19 1314 1135 0.63 j�,(�•'•.•F( pP•. ••' ��� 10-20 113 10-21 1320 17 0.02 1471 0.7111-13 `•'s, • • ••' • • • •!_C:� \\\ 245 55 419 //ONAI. 12-13 0.115 COA#30003 1 III 1 1 \�4/26/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates - Trues Studio V acceptance of professional engineering responsibility sole) for the truss component design shown. Seethe cover page and the "Important Information& General p p g p b y g y, g p° 2018.9.0.105 Notes" page for additional r ur 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 specked plate size is followed by a •48' which indicates an 18 gauge plate, WEI# 18', which indicates a high tension 18 gauge plate. * Helpdesk: 1-866-252-8606 - 1-866 252 o CSBelpsk: Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: B4 Customer: John Testa SID: 0000465934 TID: 84004 Date: 04 / 26 /.19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0,�32-4-0 4-2-4i 3-8-141 3-8-14I 5-00 4-4-0 3-8-1I 5-11-14 3-8-1 5-1-0 I i 2-4-0 -6-4 7-3-2 11-0-0 1620-4-0 24-0-1 29-11-15 33-8-0 38-9-0 1 2 34 5 6 7 8 9 10 11 4x8 4x6 6/12 -6/12 4x8 Zx31 4x6 4x6 4x6 v 0 6/1243x4=3x6 c� m � 3x4% 4x4% 3x4= 4x12 0 4x8 Sx10 4-3 4x8 4x8 6/12 3x6 2X4 N -6/12 4x4=3x6 2-4-0 1-a-o 3-7-2 3-8-14 7-4-0 2-0-0 9-7-15 4-0-0 1- 2-4-0 3 e-o 7-3-2 11-0-0 18-4-0 20-4-0 24-0-1 33-8-0 37-8-0 8s 1 1213,14 15 16 17 18 19 f 20 21 22 38-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18,ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' , Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 - No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ... Mem- .. Ten Comp .CSI. Deflection Summary TC 2x4 .SP (ALSC6-2013) #2 13-14 42 .17 0.14 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Reaction Summary Vert LL L/360 L/999(-0.29) 19-20 2x4 SP (ALSC6-2013) #1 18-20--------------Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.29) 19-20 Webs 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/733(-0.59) 19-20 - 2x6 SP (ALSC6-2013) #2 12-2 12 2-04-00 1653 864 08-00 02-09 SPF 425 Horz LL 0.75in { 0.15) @Jt22 22 38-07-04 1459 805 03-00 HGR SPF 565 Horz CR 1.25in ( 0.28) @Jt22 Member Forces Summary Max Horiz - -195 / +432 at Joint 12 Cant CR L/120 L/218( 0.11) 1-12 ..Mem..- Ten Comp -CSI. TC OH- 1 K 5 0 0.00 Vert CR and Horz CR are the vertical and 1- 2 196 251 0.11 Loads Summary horizontal deflections due to live load 2- 3 2069 2107 0.41 This truss has been designed for the .effects of an unbalanced top chord plus the creep component of deflection 3- 4 2327 2616 0.65 live load occurring at (27-00-00] using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + 4- 5 2168 2411 0.62 load factor. (Kcr - 1) x Defl_DL in accordance with 5- 6 2006 2099 0.59 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. .6- 7 2904 2571 0.68 Dead Loads may be slope adjusted: > 12.0/12 7- 8 1903 1919 0.58 8- 9 1779 1681 0.69 - Bracing Data Summary 9-10 1473 1333 0.68 Notes ------------Bracing Data ------------ 10-11 1211 1328 0.64 Chords; continuous except where shown 11-0H 3 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ------------- Purlins------------ BC 1-12 272 145 0.13 degrees ---oc--- --From-----To--- #Bays 12-13 56 62 0.10 Plates located at TC pitch breaks meet the prescriptive minimum size TC 2-00-00 24-00-01 29-11-15 3 14-15 1935 2258 0.48 requirement to transfer unblocked diaphragm loads across those Web Bracing -- None 15-16 2303 2313 0.72 joints. 16-17 2724 2530 0.82 Plate onsets (X, Y): 17-18 2539 2281 0.81 (None unless indicated below) 18-19 2286 2041 0.90 Jntl4(0,00-04), Jntl7(-00-01,00-01), 19-20 1254 1033 0.83 Jnt18(00-02,-00-05), Jnt20(O,-01-00), 20-21 54 11 0.22 Jnt2l(0,-00-08) 21-22 0 0 0.04 22-OH 0 0 0.00 Web 2-12 1546 2-14 1956 1397 0.19 2007 0.44 `�� L v L //�j 3-14 283 3-15 479 471 0.19 190 0.11 (`,,,•``• ••�.�Q \\\ V• �•. ' �/j 4-15 68 40 0.01 \\ �,GE(tJs+�'•, i 4-16 422 354 0.10 ` 5-16 797 636 0.21 * ' * ' 6-16 733 826 0.62 o. 74931 6-17 1070 7-17 100 980 0.41 135 0.09 y - 7t 7-18 1130 1022 0.59 7-19 1241 8-19 552 1131 0.91 494 0.48 :•`� mac/ F 9-19 747 553 0.83 O '• ST�f'.' QF •• ` 9-20 213 302 0.32 j�,[\•.'••��� ` •••'F40R1QP•.,•..••, 10-20 548 11-20 1315 11-21 112 407 0.23/ 1134 0.63 15 0.02OIVAL • G \� v\ \� 11-22 1317 1470 0.71 ` CCIA #30003//1{]i1111 \4/26/2019 12-14 257 455 0.04 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General 2018.9. 0.105 2018. 0. 0. Notes' page for 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 specked plate size is followed by a -4 8" which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate. * Helpdesk::ro1-866 - 1-366-252-8606 �; corn Project Nanie: 00386-Testa Residence - 2469 Johnston Rd Qty. 1 Truss: B5 Customer: John Testa SID: 0000465935 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-32-4-0 z- 4-8-14 4-8-14 5-0-0 6-0-1 5-11-14 k 3-8-1 5-1-0 2-4-0 6 a 8-3-2 13-0-0 I 18-0-0 24-0-1 29-11-15 33-8-0 38-9-0 1. 2 3 4 5 6 7 8 9 10 N 6/12 6x6% 4x6 - -6/12 3x4a 4x6 SX10 4x6 �* 6/12 c ti � 3x4- m 3x4% 4x4% ; 4-3 3x4 SXS= c 3x4= 3x4= 5xl0 4x8 c 3x4= 3x6 4x6 6/12 ^' 3x6 2x4 -6/12 4x4=3x6 2-4-0 1-a-o 4-7-2 4-8-14 5-4=0 2-0-0 3-8-1 5-11-14 3-8-1 4-0-0 -1- 2-4-0 8-3-2 13-0-0 18-4-0 20-4-0 24-0-1 29-11-15 33-8-0 37-8-0 e-9 1 1112,13 1 14 15 16 17 18 19 � 20 21 22 38-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1BS5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 £t Kzt ='1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 TOLL: Yes Green Lumber: No' Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary r Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.19) 15-16 Webs 2x4 SP (ALSC6-2013) #2 11 2-04-00 1653 864 08-00 02-09 SPF 425 Vert DL L/120 L/999(-0.22) 15-16 2x6 SP (ALSC6-2013) #2 11-2 22 38-07-04 1459 805 03-00 HGR SPF 565 Vert CR L/240 L/999(-0.41) 15-16 Max Horiz = -195 / +432 at Joint it Horz LL 0.75in ( 0.14) @Jt22 Member Forces Summary Horz CR 1.25in ( 0.26) @Jt22 ...Mein... Ten Comp .CSI. Cant CR L/120 L/223( 0.11) 1-11 TC OH- 1 5 0 0.00 Loads Summary 1- 2 197 253 0.10 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 2- 3 2121 2137 0.48 live load occurring at [27-00-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load 3- 4 2299 2609 0.83 load factor. plus the creep component of deflection 4- 5 2085 2284 0.79 I See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl LL + 5- 6 1951 1975 0.57 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 6- 7 2533 2629 0.87 ANSI/TPI 1. 7- 8 1794 1676 0.65 6- 9 1515 1470 0.71 Notes 9-10 1212 1316 0.66 Bracing Data Summary 10-OH 3 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ------------Bracing Data ------------ BC 1-11 275 147 0.13 degrees Chords; continuous except where shown 11-12 57 64 0.10 Plates located at TC pitch breaks meet the prescriptive minimum size ------------- Purlins------------ 13-14 1974 2326 0.52 requirement to transfer unblocked diaphragm loads across those ---oc--- --From-----To--- #Bays 14-15 2285 2264 0.60 joints. TC 2-00-00 24-00-01 29-11-15 3 15-16 2317 2102 0.61 Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR----------- 16-17 2563 2326 0.72 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 17- 7 17-18 1680 1397 0.56 Continuous Restraint Bracing Req'd 18-19 1261 1008 0.50 See SCSI-B3 3.0 19-20 1135 980 0.49 20-21 51 15 0.24 Plate offsets (X, Y): 21-22 0 0 0.08 (None unless indicated below) 22-OH 0 Web 2-11 1543 0 0.00 1394 0.19 _ Jnt6(0,01-00), Jpp 7(-�1-01,-00-08), 2-13 1996 2076 0.95 Jntl3(0,00- ii��L]li6P-00-06), Jnt17(0�'0iQ�3% OpCi4) uJnt20Q�- 1-00), H 3-13 301 3-14 424 976 0.19 215 0.09 U L Jnt21;�0�• •• Q�•/�i S •• 4-14 136 18 0.03 \\ �• �CENS 'Y �' F i 4-15 531 5-15 683 497 0.23 544 0.28 i •. 6-15 399 496 0.46 7C 6-16 1059 1046 0.58 o.7493 6-17 203 7-17 1315 98 0.04 1300 0.38 - 7k 7-18 502 420 0.42 8-18 717 8-19 185 612 `0<92 174 0.17 :• ,�` r.l F 9-19 284 134 0.09 Qom'.• ST7D�. OF 9-20 619 10-20 1305 597 0.390 1141 0.63 ` IOP•,.•G\=� '•.;,.,,, 10-21 146 1307 0 0.03 1474 0.71 {� p�10-22 �� 07V AL 0\0 11-13 257 453 0.04 COA#30003/0111110 /26/2019 12-13 43 17 0.14 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Trusa Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 Notes' page for 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# 10', which indicates a high tension 18 gauge plate. - gelpdesk: 1-866-252-e606 o CSBalp@strop-866-cam Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: B6 Customer: John Testa SID: 0000465936 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 of :4-0 -z- 5-8-14 5-8-14 1 5-0-0 4-8-0 4-10-0 4-10-0 4-5-0 2-4-0 6 I 15-0-0 20-0-0 24-8-0 29-6-0 1 34-4-0 38-9-0 1 2 3 4 5 fi 7 8 9 10 11 6/12 4x8 3x4= 4x4- -6/12 4x6 5xl0Z3x81xl0 Sx 10 6/1 3x43x6 O�^N mCrI ' l 1l - 3x63x40 4-3 34x Sx5= 4= 5x= 6/12 3x6 20 'i -6/12 4x4=3x6 2-4-0 1-a-o 5-7-2 5-8-14 3-4-0 2-0-0 4-4-0 9-0-0 4-0-0 1- 2-4-0 3-a-o 9-3-2 15-0-0 18-4-0 20-4-0 24-8-0 33-8-0 37-8-0 s 9 1 12 13,14 i 15 16 17 18 19 20 21 22 , 38-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design:,FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf _ Material Summary ...Mem... Ten comp .CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 13-14 42 17 0.14 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 1-5 Reaction Summary Vert LL L/360 L/999(-0.26) 19-20 BC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)-------------- Vert DL L/120 L/999(-0.24) 19-20 2x4 SP (ALSC6-2013) #1 18-20 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/870(-0.49) 19-20 Webs 2x4 SP (ALSC6-2013) #2 12 2-04-00 1653 835 08-00 02-09 SPF 425 Horz LL 0.75in ( 0.15) @Jt22 2x6 SP (ALSC6-2013) #2 12-2 22 38-07-04 1459 833 03-00 HGR SPF 565 Horz CR 1.25in ( 0.26) @Jt22 Max Horiz -95 / +483 at Joint 12 Cant CR L/120 L/236( 0.10) 1-12 Member Forces Summary ...Mem... Ten Comp .CSI. Vert CR and Horz CR are the vertical and TC OH- 1 5 0 0.00 Loads Summary horizontal deflections due to live load 1- 2 198 257 0.07 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 2- 3 2395 2172 0.41 live load occurring at (29-06-00] using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + 3- 4 2243 2591 0.76 load factor. (Kcr - 1) x Defl_DL in accordance with 4- 5 1903 2142 0,72 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 5- 6 1922 2105 0.69 Dead Loads may be slope adjusted: > 12.0/12 ' 6- 7 1878 1957 0.59 7- 8 1716 1829 0.58 Bracing Data Summary 8- 9 1637 1585 0.56 Notes - ------------Bracing Data------------ 9-10 870 773 0.99 Chords; continuous except where shown 10-11 858 908 0.50 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ------- Web Bracing -- CLR----------- 11-OH 3 0 0.00 degrees Single:. 7-19 9-20 22-11 BC 1-12 279 147 0.12 Plates located at TC pitch breaks meet the prescriptive minimum size Continuous Restraint Bracing Req'd 12-13 54 72 0.10 requirement to transfer unblocked diaphragm loads across those See BCSI-B3 3.0 14-15 2012 2825 0.61 joints. 15-16 2259 2423 0.67 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Plate offsets � 16-17 1832 1833 0.45 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. (None unless indicated below) 17-18 2613 2506 0.67 • Jnt7(0,01-00), Jnt11(-01-08,-00-05), 18-19 2352 2256 0.89 Jntl4(0,00-04), Jntl7(0,00-04), 19-20 1256 1147 0.79 JntlB(0,-01-00), Jnt20(O,-01-00), 20-21 51 14 0.27 Jnt2l(0,-00-08) 21-22 0 0 0.02 22-OH 0 Web 2-12 1665 0 0.00 1397 0.21 \\���1,`,` au L fl 2-14 2039 3-14 168 2344 0.46 477 0.19 \` �(j` ••'•••'•,�0 \\ cENs �' 3-15 996 130 0.08 o �•• � i 4-15 215 2 0.05 - ` \ 4-16 701 664 0.46o. 6-16 385 332 0.24 74931 ' 6-17 266 7-17 1282 117 0.10 1382 0.90 - 7-18 1174 1082 0.59 r Qi 7-19 1264 8-19 523 1180 0.29 398- 0.43 - _ !�� C W 9-19 708 9-20 992 562 0.77 999 0.35 Qom'.. ST OF A'60 ,•'• ��� i 111-20 1175 1029 0.92 's,•• •'• f�� \\\ 11-21 85 0 0.02 - // OVAL 4 // 11-22 1319 1499 0.41 COA #30003 1 / 1 1 1 1 1 11/426/2019 12-14 133 470 0.04 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ® Studio V acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover a and the"Important Information 8 General p p 9 tY y g page _ 2018.Truss 2018.9.0.105 Notes' page for additional r ur 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 specked plate size is followed by a •48' which indicates an 18 gauge plate, or S# 18', which indicates a high tension 18 gauge plate. Helpdeak: 1-866-252-8606 1-866-tom _ CSNelpsk: Project Narrie: 00386- Testa Residence .2469 Johnston Rd Qty: 1 Truss: B7 Customer: John Testa SID: 0000465937 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-Ply ` E�- 1411-5-12 1-6-4 3-0-0 1 2 3 6/12 2x3i m M . o oI •r m 03X8 N 3x_ o' 8" 1270# 1-8-0 1-4-0 , 13-0-0 - 1-8-0 4 5,6 7 .I J r 3-0-0 --r Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-181 Code/Design: FBC-2017/TPI-2014 -----------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 SC 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: •2.0 psf �- Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 4- 5 2x4 SP (ALSC6-2013) #2 6-7 4 01-12 960 498 08-00 00-12 SPF 425 Vert DL L/120 L/999(-0.00) 4- 5 Webs 2x4 SP (ALSC6-2013) #2 7 2-10-04 549 375 03-00 HGR SPF 565 Vert CR L/240 L/999(-0.01) 4- 5 Max Hertz = -56 / at Joint 4 Horz LL 0.75in ( 0.00) @Jt 7 Member Forces Summary. ,+131 Horz CR 1.25in ( 0.00) @Jt 7 ...Mem... Ten comp .CSI. Loads Summary Vert CR Horz CR the TC OH- 1 3 0 0.00 1- 2 567 853 0.08 This truss has been designed for the effects of an unbalanced top chord horizontal and are vertical and deflections due to live load 2- 3 25 51 0.04 live load occurring at [3-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 3-OH 0 3 0.00 load factor. due to dead load, computed as Defl LL + BC OH- 4 0 0 0.00 See Loadcase Report for loading combinations and additional details. (Kcr - 1) a Defl_DL in accordance with 4- 5 32 23 0.25 Dead Loads may be slope adjusted: > 12.0/12 ANSI%TPI 1. 6- 7 777 562 0.08 Concentrated Loads - Based on Live Load 7-011 0 0 0.00 Domain Load Uplift Location Dir Description Web 1- 4 373 498 0.03 Transfer loads: Bracing Data Summary , 1- 6 742 435 0.08 BC 1270 -683 1-00-12 Vert A14 @ -90 Deg ------------Bracing Data------------ 2- 6 791 478 0.13 Chords; continuous except where shown 2- 7 715 906 0.06 Web Bracing -- None 3- 7 90 66 0.02 2-PLY TRUSS Fastener Spacing 4- 6 72 120 0.00 Fasten each ply to the adjacent ply as follows(rows staggered): Plate Offsets((, y)' 5- 6 860 448 0.13 TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. (None unless indicated below) BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. Jnt6(0,00-04) BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.** WB, 1-row s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. ** Use additional fasteners of the same type within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:1-00-12, 6 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0\� Vt H. (1 ( N •.•• �7 degrees ��/_ • O Plates located at TC pitch breaks meet the prescriptive minimum size �� " '�v-.• �,10ENSF'•.: requirement to transfer unblocked diaphragm loads across those Joints. o.7493 STd'., F OF (V�� Q `V COA #30003 / �ONA` 1 \4126/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the infonnation set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8' General Truss Studio V Notes" page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105 plates are 20 gauge, 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. r eel ak: 1-866-252-8606 - 1 _ _o. CSHelp@strongtie. cam Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C1 Customer: John Testa SID: 0000465938 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 5-9-12 5-9-12 -10- 6-0-0 5-0-0 5-0-0 5-0-0 9-1-0 14-10-12 16-9- 22-9-0 27-9-0 32-9-0 `37-9-0 1 2 3 k4 5 6 7 8 910 11 12 4x6 4x6 2x3ii 3x10-18 3x6356 -6/12 6/12 m 3x4- r 3x8 m 3x4% 4x4% 2x1 5-11 3x4 4x8 c 3x4= Sx10 4x6 � 3x6 2x4 2x4 3x6 4x12 3x4= 8„ J 2-1-0 1-4-0 5-8-0 5-8-0 8-0-0 7-4-9 7-7-7 2-1-0 s-s-o 9-1-0 14-9-0 22-9-0 30-1-9 37-9-0 1 13 14,15 16 17,18 19 20 21 22 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb 3C Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) 01 1-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.20) 18-20 BC 2x4 SP (ALSC6-2013) #2 13 2-01-00 1589 851 08-00 02-08 SPF 425 Vert DL L/120 L/999(-0.25) 18-20 Webs 2x4 SP (ALSC6-2013) #2 22 37-06-04 1433. 767 08-0002-04 SPF 425 Vert CR L/240 L/919(-0.45) 18-20 2x6 SP (ALSC6-2013) #2 13-2 Max Horiz = -371 / +406 at Joint 13 Horz LL 0.75in �( 0.08) @Jt22 22-12 _ Horz CR 1.25in ( 0.16) @Jt22 Cant CR L/lzo L/202 ( 0.10) 1-13 Member Forces Summary Loads Summary ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and TC 1- 2 139 165 0.07 live load occurring at [19-09-001 using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load 2- 3 1792 2162 0.43 load factor. plus the creep component of deflection 3- 4 2188 2526 0.72 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 4- 5 1933 2051 0.69 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 5- 6 1944 1960 0.68 ANSI/TPI 1. 6- 7 2124 1976 0.65 7- 8 1653 1452 0.64 8- 9 1736 1678 0.59 Notes Bracing Data Summary 9-10 1717 1698 0.71 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 _____ - ------Bracing Data ------------ 10-11 1897 1980. 0.75 degrees Chords; continuous except where shown 11-12 152 100 0.47 Plates located at TC pitch breaks meet the prescriptive minimum size ------- Web Bracing -- CLR----------- 12-OH 6 0 0.00 requirement to transfer unblocked diaphragm loads across those Single: 7-20 11-22 BC 1-13 178 96 0.12 joints. Continuous Restraint Bracing Req'd 13-14 54 42 0.09 Continuous Lateral Restraint (CLR) rows require diagonal bracing per See SCSI-B3 3.0 15-16 2005 1593 0.68 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. 16-17 2201 1695 0.73 Plate oftets (X, 1): 18-19 44 31 0.59 (None unless indicated below) 19-20 44 31 0.62 Jntl(00-04,0), Jntll(00-06,-00-03), 20-21 1677 1253 0.87 Jntl5(0,00-04), Jntl7(0,00-12) 21-22 1669 1396 0.76 22-OH 0 0 0.00 Web 2-13 1240 1385 0.15 2-15 2007 3-15 530 3-16 529 1725 0.45 427 0.18 423 0.24 \\ L H / // 4-16 248 0 0.05\\�t�l`��••••.•�O'A�/ • • �� 4-17 605 527 0.47 \ ` •� \.xr_ENSF "� 6-17 395 7-17 803 280 0.23 812 0.70 •. 7-20 291 307 0.15 7c o. 7493 8-20 440 337 0.42 10-20 554 387 0.47 _- 10-21 186 82 0.05 11-21 170 ell-22 1779 33 0.04 2075 0.36 /�� ' - :• W Z ••. 12-22 236 178 0.09 Q STD. F OF 13-15 471 14-15 43 448 0.08 16 0.14 j� F�IDP•..•�`_� 17-18 129 ' 0 0.12 ,�A••.•.• �•.. \ 17-20 1521 957 1.00 / ONAL COA #30003 / 1 \, \-26/2019 •NOTICE A 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 the Truss Manufacturer and relies upon the accuracy and completeness of the information'set forth by the Building Designer. Aseal on this drawing indicates ® Component Solutions acceptance of professional engineering responsibility p p 9 p sole) for the truss component design shown. See the cover page and the 'Important Information & General y y, g Truss Studio V Notes' page for additional r r Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector •2018.9.0.105 ' plates are 20 gauge, 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. p � Hel ak: 1-866-252-8606 - i �, CSHelp@atrongtie.com Project Narde: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C2 Customer: John Testa SID: 0000465939 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 599-12 -90-12 2-4 -ll0 -2-3 -26--13 428 5-4-1 57--29--300 1-10I 1I -1-0 -1-1z1 12 32513 1 2 3 4 5 6 7 8 9 10 11 12 4x4% 4x6 2XII 4x6 ( 3x10-18 3x4,-- -6/12 6/12 3x4% 4x6 3x4% 4x4% 2x3r 5-11 3x4= 4x8 c 3x4= 5x109 4x6 1 3x6 2x4 2x4 5x12 3x4= 8„ 2-1-0 1-a-o 5-8-0 5-8-0 7-5-8 7-i1-1 7-7-7 2-1-0 3-5-0 9-1-0 14-9-0 22-2-8 30-1-9 37-9-0 1 13 14,15 t 16 17,18 19 20 21 37-9-0 T Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '=18' Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000'1b 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction SummaryDeflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 1-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.15) 18-19 BC 2x4 SP (ALSC6-2013) #2 13 2-01-00 1589 851 08-00 02-08 SPF 425 Vert DL L/120 L/999(-0.20) 18-19 Webs 2x4 SP (ALSC6-2013) #2 21 37-06-04 1433 767 08-00 02-04 SPF 425 Vert CR L/240 L/999(-0.35) 18-19 ' 2x6 SP (ALSC6-2013) #2 13-2 Max Horiz = -383 / +418 at Joint 13 Horz LL 0.75in ( 0.08) @Jt21 21-12 Horz CR 1.25in ( 0.16) @Jt21 ' Cant CR L/120 L/202( 0.10) 1-13 Member Forces Summary Loads Summary . .Mem.-. Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and TC 1- 2 139 165 0.07 live load occurring at [19-09-00] using a 1.00 Full and.0.00 Reduced horizontal deflections due to live load 2- 3 1799 2163 0.43 load £actor: plus the creep component of deflection 3- 4 2195 2528 0.72 due to dead load, computed as Defl LL + See LLoads a Report for loading combinations and additional details. 4- 5 1952 0.67 Dead Loads may be slope adjusted: > 12.0/12 ( Kcr - 1) x Defl DL in accordance with - 5- 6 1952 1961 1961 0.67 � ANSI/TPI 1. 6- 7 2154 1993 0.66 ' 7- 8 1641 1419 0.52 Notes 8- 9 1715 1600 0.64 Bracing Data Summary" 9-10 1702 1658 0.76 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing Data ------------ 10-11 1915 1986 0.79 degrees Chords; continuous except where shown 11-12 157 103 0.50 Plates located at TC pitch breaks meet the prescriptive minimum size ------- Web Bracing -- CLR----------- 12-OH 6 0 0.00 requirement to transfer unblocked diaphragm loads across those Single: 7-19 11-21 BC 1-13 178 96 0.12 joints. Continuous Restraint Bracing Req'd 13-14 54 43 0.09 Continuous Lateral Restraint (CLR) rows require diagonal bracing per See BCSI-133 3.0 15-16 2006 1600 0.68 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. 16-17 2200 1701 0.73 Plate offsets (X, Y): 18-19 40 29 0.59 (None unless indicated below) 19-20 1664 1245 0.84 Jntl(00-04,0), Jnt9(-00-02,-00-04), 20-21 1685 1406 0.83 Jntl5(0,00-04), Jntl7(0,00-12), 21-OH 0 0 0.00 Jntl9(0,-01-00) Web 2-13 1244 1385 0.15 - 2-15 2008 1731 0.45 3-15 531 3-16 540 427 0.18 435 0.24 \\ U L H. 4-16 248 9-17 603 0 0.05 526 0.47 \ (G Q �vN�tCENs� ••, �/� �� 6-17 437 312 0.26 `� 7-17 855 876 0.87 i 7-19 291 285 0.12 * :. '• 8-19 431 359 0.48 0. 7493 10-19 596 10-20 218 420 0.54 105 0.07 - 7t 11-20 220 36 0.04 11-21 1784 12-21 243 2087 0.38 184 0.04 : W 13-15 486 14-15 43 464 0.08 16 0.19 - Q STP:1OF •• \ i .'• F �j •'' (p pP'•• 17-18 114 17-19 1469 0 0.11 906 0.83VS' • G\\\� COA 930003 / / �N/4L \ \ki(312019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. Aseal on this drawing indicates _ �s'y ��/� �.'1tJ Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General Notes' page for additional information. PJI connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105 plates are 20 gauge, unless the specked plate size is followed by a'A8° which indicates an 18 gauge plate, or18%which indicates a high tension 18 gauge plate. e a Helsk: 1-866-252-8606S# ,,CSHelpestrongtie.com Project Name; 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: C3 Customer: John Testa SID: 0000465940 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: f of 1 7-5-5 6-1-11 2-i1-11 2-8-9 1-0 2� 8-9 2-ll-11 5-10-10 5-ll-10 1 i i i i 7-5-5 13-7-4 16-6-15 19-3-8 22-11-1825-10-129 31-9-6 i 37-9-012 2 3 4 5 10 11 13 4x6 4x6 SxS= Sx5= 3x10 3x10 -6/12 6/12 Sx14-18 20 21 7x8a 3x6 3x6 n 3x6 3x4a ti 7- -0 3x4a .5x10 4x6 5-11 12-0-0 v 2x4 6x6=3x10 3x10 5x7 2x4 d d 8„ 62# 62# 7-5-5 6-1-15 12-3-8 5-10-10 5-11-10 i i 7-5-5 13-7-4 25-10-12 31-9-6 37-9-0 1 14 15 16 17 18 19 13 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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: I,- Yes R = Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice,Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x6 SP (ALSC6-2013) DSS--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) #2 6-7 Jnt--X-Loc- React -Up- --Width- -Regd ' -Mat PSI Vert LL L/360 L/913(-0.48) 16-17 2x6 SP (ALSC6-2013) #1 10-13 1 01-04 1898 668 02-08 RGR SPF 565 Vert DL L/120 L/999(-0.43) 16-17 BC 2x8 SP (ALSC6-2013) #2 13 37-05-10 1974 658 08-00 03-02 SPF 425 Vert CR L/240 L/483(-0.92) 16-17 2x8 SP (ALSC6-2013) DSS Max Horiz = -400 / +433 at Joint 1 Horz LL 0.75in ( 0.06) @Jtl3 15-18 Horz CR 1.25in ( 0.12) @Jtl3 2x8 SP (ALSC6-2013) #1 18-13 Webs 2x4 SP (ALSC6-2013) #2 Loads Summary Vert CR and Horz CR are the vertical and 2x6 SP (ALSC6-2013) 02 12-13 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load live load occurring at (19-09-001 using a �1.00 Full and 0.00 Reduced plus the creep component of deflection Member Forces Summary load factor. due to dead load, computed as Defl_LL + ..Mem.-- Ten Comp .CSI. Attic space centered at 19-09-00. is loaded with 40.0 psf Live & 10.0 (Kcr - 1) x Defl_DL in accordance with TC 1- 2 2313 3831 0.29 psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1. 2- 3 1719 2687 0.56 meets deflection criteria L/360. ' 3- 4 1726 2646 0.76 4- 5 1653 2103 0.75 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 5- 6 553 35 0.71 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ 6- 7 634 24 0.17 Chords; continuous except where shown 7- 8 580 33 0.82 Attic tie beam (TB) & walls are designed 6- 9 1672 2125 0.80 oes Notes as continuously braced unless noted 9-10 1693 10-11 1688 2604 0.59 2645 0.89 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 below. Web Bracing -- None 11-12 1716 2941 0.80 degrees • 12-13 1601 2714 0.39 Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X, 1f)' ' BC 1-14 3404 1979 0.59 requirement to transfer unblocked diaphragm loads across those indicated 13-19 2451 1359 0.75 joints. (None unless below) Jnt5(0,00-12), Jnt8(0,00-12), 14-15 3404 1979 0.74 Jntl0(-00-05,-00-ll), Jntl6(0,-00-12), 15-16 3404 1919 0.39 Jntl7(0,-01-00), Jntl3(-00-04,00-01) 16-17 2272 1063 0.61 ' 17-18 2451 1359 0.59 18-19 2451 1359 0.67 Web 2-14 287- 2-16 1063 183 0.06 1055 0.86 \Illilllll/// \ \\ u L H : s+ / �j 4-16 1182 5-20 1895 239 0.33 2906 0.40 - \ �• .• Q �� ''••, 6-20 142 115 0.02 \\CENS'�'•.: Y� 7-z1 123 190 0.00 8-21 1914 2955 0.39 _� o.74931 _ 9-17 1045 11-17 385 125 0.29 309 0.23 - - 11-19 292 555 0.14 ; 12-13 95 20-21 1914 147 0.26 2955 0.38 S Q� • T.. OF -i COA #30003sZO'vAL 1 \4�2612019 / 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 018.9- 0.105 2018. Notes' page for 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. Helpdesk: 1-866-252-8606 �' CSHe1p@strongtie. com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: C4 Customer: John Testa SID: 0000465941 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-3-8 i 2-0-0 r- 4-7-14 4-7-14 2-11-11 3-2-1 3-2-1 2-11-11 5-10-10 5-11-10 2-3-8 1 8-11-6 13-7-4 16-6-15 19-9-0 22-11-1 31-9-6 37-9-012 24-3-83 1 925-10-1 10 4 5 6 7 8 11 13 4x6 4x6 4x6 6/12 3x10 3x8 -6/12 23 3x6 4x6 3x8 4x8 6/12 7- -0 4x8 7x& Sx5= � 3x4a 5x10 rr � 12-0-0 3x8 7x8= 4x4= 3x4= 5x7 3x10 3x10 5x7 2x4 ' b b 8„ 62# 62# 2-3-8 4-7-14 4-7-14 12-3-8 S-10-10 5-31-10 i r2-0-0. -3 1 8-11-6 13-T4 25-10-12 -9-6 37-9-0 142-3-815 16 17 19 20 21 22 13 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' ' Code/Design: FBC-2017/TPI-2014 -----------Snow Load Specs ----------- ----------Wind Load Specs---------- • -------Additional Design Checks------ PSF Live Dead Dur Factors ASCE7-10 Ground Snow(Pg ) = N/A ASCE7-10 Wind S eed(V) = 170 p mph 10 psf Non -Concurrent HCLL: 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: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0 BC =i 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x6 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- ,- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) DSS 5-8 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360, L/899(-0.49) 19-20 8-11 14 01-12 1900 665 03-00 HGR. SPF 565 Vert DL L/120 L/998(-0.44) 19-20 . BC 2x8 SP (ALSC6-2013) #2 13 37-05-10 1972 656 08-00 03-02 SPF 425 Vert CR L/240 L/473(-0.93) 19-20 2x8 SP (ALSC6-2013) DSS Max Horiz - -399 / +395 at Joint 14 Horz LL 0.75in ( 0.05) @Jtl3 18-21 Horz CR 1.25in ( 0.10) @Jtl3 2x8 SP (ALSC6-2013) 11 21-13 Webs 2x4 SP (ALSC6-2013) #2 Loads Summary Vert CR and Horz CR are the vertical and 2x6 SP•(ALSC6-2013) #2 12-13 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load -. live load occurring at [19-09-00+] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection Member Forces Summary load factor. due to dead load, computed as Defl-LL + ..Mem... Ten Comp _CSI. Attic space centered at 19-09-00 is loaded with 40.0 psf Live & 10.0 (Kcr - 1) x Defl_DL in accordance with TC OH- 1 3 0 0.00 psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1. 1- 2 1338 2159 0.24 meets deflection criteria L/360. 2- 3 1843 3000 0.33 3- 4 2178 3652 0.58 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 4- 5 1740 2713 0.53 Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------ 5- 6 1759 2709 0.82 Chords; continuous except where shown 6- 7 1639 2091 0.81 Attic tie beam (TB) &'walls are designed 7- 8 497 0 0.66 as Notes continuously braced unless noted 8- 9 470 9-10 1661 0 0.79 2118 0.77 below- Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing --None 10-11 1678 2632 0.61 degrees 11-12 1706 2822 0.88 Plates located at TC pitch breaks meet the prescriptive minimum size Plateoffsets ( 12-13 1587 2693 0.50 requirement to transfer unblocked diaphragm loads across those (None indicated unless ndidi cated below) BC OH-14 0 0 0.00 joints. Jnt3(0,02-00),.Jnt7(0,00-04), 13-22 2433 1348 0.90 Jnt9(0,00-04), Jntll(00-11,01-05), 14-15 399 395 0.19 Jnt14(0,-01-10), Jntl5(-00-08,-01-ll), 15-16 1889 1123 0.76 Jnt19(0,-00-12), Jnt20(0,-01-00), 16-17 3065 17-18 3270 1770 0.90 1760 0.76 Jntl3(-00-05,00- ) �i[uil 18-19 3270 1760 0.41 /' \\\��� �.••• 20-21. 2440 .21-22 2440 1351 0.58 1351 0.67 - \\\\A(G• �•�L'l �� N` ti� 1-14 1274 2008 0.22 - `_ ��CENSF'•. Web 1-15 2095 1256 0.47 2-15 165 256 0.03 2-16 1217 825 0.34 o. 7493 3-16 1083 3-17 218 1628 0.19 0 0.06 _ _ 4-17 384 273 0.08 4-19 978 " 6-19 1297 1034 0.63 344 0.36 / 4 7-23 1840 8-23 65 2820 0.37 10 0.02 _ Q•• STOF 9-23 1840 10-20 1032 2820 0.37 115 0.29 j�,[�• Pi pp, ,.•• �_� / ` •'•.,,.,,,. aG \\ 11-20 385 286 0.21 11-22 281 555 0.14 COA #30003//11111111N %26/2019 12-13 98 150 0.26 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018. 9.0.105 Notes' page for 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 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. Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C5 Customer: John Testa SID: 0000465942 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 4-3-8 2-0-0 7-3-12 2-]1-11 3-2-1 3-2-1 2-11-11 5-10-10 5-11-10 4-3-8 6-3-8 13-7-4 16-6-15 19-9-0 22-11-1 25-10-12 31-9-6 37-9-0 1 2 3 4 5 6 7 8 9 10 11 12 46 Sx5= Sx5= 6/12 3x8 3x10 -6/12 21 7x&a m 3x6 '3x4o 0 6/12 4x8 7x8= 7- -0 S3x4a 4x6 n 5x10 �I 12-0-0 III U 3x8 4x6 4x4- 7x8.3x10 3x10 6x6= 2x4 d : B„ ' 62# 62# h 4-3-8 2-0-2 7-3-12 12-3-8 5-10-10 5-11-10 4-3-8 6-3-8 13-7-4 25-10-12 31-9-6 37-9-0 13 14 15 16 17 18 19 20 12 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0) M.R.H(h) - 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00'o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x6 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) DSS 3-6 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/837(-0.53) 17-18 6-9 13 02-12 1904 666 03-00 HGR SPF 565 Vert DL L/120 L/921(-0.48) 17-18 2x6 SP (ALSC6-2013) #1 9-12 12 37-05-10 1967 655 08-00 03-01 SPF 425 Vert CR L/240 L/438(-1.01) 17-18 BC 2x8 SP (ALSC6-2013) #2 Max Horiz - -399 / +395 at Joint 13 Horz LL 0.75in ( 0.05) @Jtl2 2x8 SP (ALSC6-2013) DSS Horz CR 1.25in ( 0.10) @Jtl2 16-19 2x8 SP (ALSC6-2013) #1 19-12 Loads Summary Vert CR and Horz CR are the vertical and Webs 2x4 SP (ALSC6-2013) #2 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 2x6 SP (ALSC6-2013) 02 11-12 live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 13-1 load factor. due to dead load, computed as Defl LL + Attic space centered at 19-09-00 is loaded with 40.0 psf Live & 10.0 (Kcr - 1) x Defl_DL in accordance with Member Forces Summary psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1. ..Mem... Ten Comp .CSI. meets deflection criteria L/360. TC OH- 1 6 0 0.00 1- 2 1583 2604 0.39 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 2- 3 1969 3092 0.40 Dead Loads may be slope adjusted: > 12.0/12------------Bracing Data------------ 3- 4 1643 2640 0.71 Chords; continuous except where shown 4- 5 1671 2112 0.77 Attic tie.beam (TB) & walls are designed 5- 6 571 93 0.79 Notes as OeS continuously braced unless noted 6- 7 561 92 0.89 7- 8 1672 2121 0.82 below. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None 8- 9 1703 2607 0.60 degrees 9-10 1698 2649 0.90 Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets (X, lr7• 10-11 1701 2824 0.79 requirement to transfer unblocked diaphragm loads across those (None unless indicated below) 11-12 1587 2699 0.39 joints. Jnt3(0,02-00), Jnt5(0,00-12), BC OH-13 0 0 0.00 Jnt7(0,00-12), Jnt9(-00-05,-00-ll), 12-20 2437 1346 0.74 Jntl3(0,-01-09), Jntl7(0,-00-12), 13-14 399 395 0.06 Jntl8(0,-01-00), Jntl2(-00-04,00-01) 14-15 2279 1299 0.75 15-16 3132 1795 0.85 16-17 3132 1785 0.37 17-18 2274 1072 0.64 ��►•Illll/If .\\�NUL Fi :.sp ' 18-19 2437 1346 0.62 19-20 2437 1346 0.68 \ �•. ' CENSB ••• �� �� `\ Web 1-13 1233 1883 0.15 1-14 2352 1348 0.53 2-19 173 221 0.03 2-15 1431 816 0.32 \ i ` � ' 0. 7493 3-15 876 1289 0.25 _ 3-17 762 766 0.77 ' 4-17 1037 15 0.29 5-21 1980 2926 0.39 6-21 67 0 0.02• ((/\ 7-21 1980 2926 0.39 Q� •, ST . OF 8-18 1062 146 0.30 �••''•• i ,(� F P• /� ••'•• �Q �/ 10-18 400 313 0.23 10-20 318 573 0.19 _ ` , V`\\\ /// , G \\\ /t 11-12 94 146 0.26 / �4/26/2019 COA #30003 J 11 1 1 1 11 NOTICE A copy of this design shall befumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the -Important Information & General 2018.9.0.105 2018.Help9.0.esk: Notes page for 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'-1B• which indicates an 18 gauge plate, or "S# 18•, which indicates a high tension 18 gauge plate. p - 1-666-252-6606 CSHelp@stmongtie.com Project Nan'le: 00386- Testa Residence - 2469 Johnston Rd Qty.- 1 Truss: C6 Customer: John Testa SID: 0000465943 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 6-3-8 5-3-12 2-11-11 . 3-2-1 3-2-1 . 5-10-10 5-31-10 6-3-8 12-0-0. 12-11-11 i 8-3-813-7-4 16-6-15 19-9-0 22-11-1 25-10-128 31-9-6 37-9-0 1 23 4 5 6 7 9 10 11 12 4x6 6/12 Sx5= Sxs= 3x10 3x10 -6/12 21 7x8a 3x6 ,n 6/12 4x8 7x8= 3x4 7- -0 3x4o 4x6 Sx10 `r 12-0-0 3x8 5x5= 3x4i 6x6=3x10 3x10 5x7 2x4 1 1 8„ 62# 62# 6-3-8 5-3-12 12-3-8 5-10-10 5-31-10 6-3-8 r2-0-Oi i -3 13-7 25-10-12 -g-6 37-9-0 13 14 15 16 17 18 19 20 12 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, - Code/Design: FBC-2017/TPI-2014 -----------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 200 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x6 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) DSS 3-6 Jnt--X-Loc- React -Up- --Width- -Regd -Mat, PSI. Vert LL L/360 L/874(-0.51) 17-18 6-9 13 02-12 1904 666 03-00 HGR SPF 565 Vert DL L/120 L/970(-0.46) 17-18 2x6 SP (ALSC6-2013) #1 9-12 12 37-05-10 1967 655 08-00 03-01 SPF 425 Vert CR L/240 L/459(-0.96) 17-18 BC 2x8 SP (ALSC6-2013) #2 Max Horiz = -399 / +395 at Joint 13 - Horz LL 0.75in ( 0.04) @Jtl2 2x8 SP (ALSC6-2013) DSS Horz CR 1.25in ( 0.09) @Jt12 16-19 2x8 SP (ALSC6-2013) #1 19-12 Loads Summary Vert CR and Horz CR are'the vertical and Webs 2x4 SP (ALSC6-2013) #2 This truss has been designed for the effects of an unbalanced top chord -horizontal deflections due to live load 2x6 SP (ALSC6-2013) #2 11-12 live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 13-1 load factor. due to dead load, computed as Defl LL + Attic space centered at 19-09-00 is loaded with 40.0 psf Live 6 10.0 (Kcr -- 1) x Defl_DL in accordance with Member Forces Summary psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1. ..Mem... Ten Comp .CSI. meets deflection criteria L/360. TC OH- 1 6 0 0.00 1- 2 1671 2845 0.59 Bracing Data Summary See Loadcase Report for loading combinations and additional details. g 2- 3 1915 3030 0.36 Dead Loads may be slope adjusted: > 12.0/12------------Bracing Data------------ 3- 4 1687 2657 0.75 Chords; continuous except where shown 4- 5 1648 2098 0.74 Attic tie beam (TB) 6 walls are designed 5- 6 535 41 0.72 Notes as O@S continuously braced unless noted 6- 7 514 7- 6 1662 27 0.82 2119 0.80 below.- ' Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None 8- 9 1683 2596 0.59 degrees f 9-10 1677 2638 0.89 Plates located at TC pitch breaks meet the prescriptive minimum size plat® offsets (X, �: 10-11 1706 2830 0.80 requirement to transfer unblocked diaphragm loads across those (None unless indicated below) 11-13 1590 2700 0.00 joints. Jnt3(0,02-00), Jnt5(0,00-12), BC OH-13 0 0 0.00 Jnt7(0,00-12), Jnt9(-00-05,-00-11), 12-20 2442 1350 0.74 Jntl3(0,-01-09), Jntl7(0,-00-13), 13-14 399 395 0.09 Jntl8(0,-01-00), Jntl2(-00-04,00-01) 14-15 2479 1333 0.73 , 15-16 3058 1629 0.81 16-17 3058 17-18 2265 1629 0.40 1053 0.61 18-19 2442 19-20 2442 1350 0.59 1350 0.67 \\\ �C`��•••. VO,t�///, �'••• •• 1-13 1230 1847 �'1 F i Web 1-14 2516 0.15 1360 0.77 • 2-14 154 108 0.02 * ' * ` 2-15 988 624 0.28 0. 7493 3-15 672 3-17 706 1298 0.39 735 0.51 -_ - 4-17 1146 163 0.32 5-21 1896 6-21 66 2871 0.37 0 0.02 ' %• `� ' 7-21 1896 2871 0.37 Q� •., STD. OF ,• 1042 ��ii(/ %/ F(�P`,.'•r�`` •••'•. 10-18 386 10-20 291 11-12 94 293 0.21 556 0.14 147 0.26 r..••• V COA 93001114l26/2019 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 Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9. 0.105 Notes' page for 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 specked plate size Is followed by a "A8' which indicates an 18 gauge plate, o'r'S# 18% which indicates a high tension 18 gauge plate. r : aelpdesk: 1-866-252-8606 a, CSBelp@strongtie.com Project Namle: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C7 Customer: John Testa SID: 0000465944 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 i 4-1-12 I 4-1-12 2-0-01 3-3-12 2-11-11 3-2-1 3-2-1 2-11-i1 5-10-10 5-11-10 4-1-12 r i i i 8-3-8 3 0-3- 4 13-7-4 16-6-15 19-9-0 22-ll-1 31-9-6 37-9-012 1 2 825-10-129 10 5 6 7 11 13 4x6 6/12 4x6 4x6 3x10 3x10 -6/12 22 7x8a 3x6 4x6 4x8 m 6/12 d 3x4. 3x4% 7- -0 n ^ 4x6 r 3x4. SX10 12-0-0 3x8 4x6 4x8 5x7 3x10 3x10 5x7 2x4 1 1 81, 62# 62# 4-r 4-1-12 5-3-12 12-3-8 10 10 5-11-10 4-1-12 8-3-8 13-7 25-10-12 -g-6 r 37-9-0 14 15 16 17 18 19 20 21 13 1 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 £t 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary . TC 2x6 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) DSS 4-7 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/946(-0.47) 18-19 7-10 14 02-12 1904 666 03-00 HGR SPF 565 Vert DL L/120 L/999(-0.41) 18-19 2x6 SP (ALSC6-2013) #1 10-13 13 37-05-10 1967 655 08-00 03-01 SPF 425 Vert CR L/240 L/502(-0.88) 18-19 BC 2x8 SP (ALSC6-2013) #2 Max.Horiz - -399 / +395 at Joint 14 Harz LL 0.75in ( 0.05) @Jtl3 2x8 SP (ALSC6-2013) DSS Harz CR 1.25in ( 0.09) @Jtl3 17-20 2x8 SP (ALSC6-2013) #1 20-13 Loads Summary Vert CR and Harz ,CR are the vertical and Webs 2x4 SP (ALSC6-2013) #2 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 2x6 SP (ALSC6-2013) #2 12-13 live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 14-1 load factor, due to dead load, computed as Defl_LL + Attic space centered at 19-09-00 is loaded with 40.0 psf Live & 10.0 (Kcr - 1) x Defl_DL in accordance with Member Forces Summary psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf 'Dead Ceiling loads, and ANSI/TPL 1. ..Mein... Ten Comp .CSI. meets deflection criteria L/360. TC OH- 1 6 0 0.00 'l- 2 1593 2593 0.31 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 2- 3 1770 2850 0.34 Dead Loads may be slope adjusted: > 12.0/12------------Bracing Data------------ 3- 4 1658 2495 0.26 Chords; continuous except where shown 4- 5 1766 2730 0.B5 Attic tie beam (TB) & walls are designed 5- 6 1629 2079 0.84 Notes as continuously braced unless noted 6- 7 488 7- 8 455 0 0.63 0 0.79 below. Plates designed for Cq at 0.80 and Rotational Tolerance of/10.0 Web Bracing -- None 8- 9' 1654 2112 0.77 degrees 9-10 1666 2579 0.59 Plates located at TC pitch breaks meet the prescriptive minimum size plate onsets (X, l): 10-11 1661 2621. '0.89 requirement to transfer unblocked diaphragm loads across those 11-12 1710 2836 0.80 30ints. ' (None unless indicated below) 12-13 1595 2710 0.39 Jnt4(0,01-00), Jnt6(0,00-04),, Jnt8(0,00-04),_ Jnt10(-00-05,-00-ll), BC OH-14 0 0 0.00 Jnt14(0,-01-09), Jntl8(0,-00-13), 13-21 2447 1354 0.74 Jntl9(0,-01-00), Jntl3(-00-04,00-01) ' 14-15 399 395 0.06 15-16 2283 1328 0.49 16-17 2514 1479 0-76Iulf/A /// \ N / 18-19 2250 19-20 2447 1039 0.59 1354 0.56 �`\�j_.�L'?.,u0 • •• • �•• •' �� 20-21 2447 1354 0.66 _\CEN gk Web 1-14 1198 1843 0.15 -•� ` 1-15 2361 1382 0.53 2-15 430 500 0.07 0. 7493 2-16 255 3-16 899 0 0.07 558 0.25 4-16 522 1313 0.60 1 4-18 777 5-18 1394 843 0.45 381 0.39 ' :• '� 6-22 1827 2796 0.36 Q •. SG OF 7-22 65 .0 0.02 //�.C�•'•. F(DP 8-22 1827 9-19 1021 2796. 0.36 103 0.29 . .•'•/ ���� ` V 11-19 363 11-21 270 284 0.21 533. 0.13 / COA #30003 11114126/2019 12-13 95 147 0.26 NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requiremerits supplied by 'Component Solutions the Truss Manufacturer and relies upon the accuracyand completeness of the Information set forth by the, Building Designer. A seal on this drawing indicates ®. acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General Truss Studio V Notes" page for additional information. All connector, plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR -2762. All connector 2018.9. 0.105 2018.Help9sk: plates are 20 gauge, 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. r r 1-866-252-8606 - . CSBel @afro p ngtie.com Project Name: .00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C8 Customer: John Testa SID: 0000465945 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 5-1-12 5-1-12 2-0-0 -s- 2-11-ll 3-2-1 3-2-1 2-11-11 5-10-10 . 5-11-10 5-1-12 10-3-8 12-3- 3-7 16-6-15 19-9-0 22-11-1 25-10-12 31-9-6 37-9-0 1 2 3 4 5 6 7 8 9 10 11 12 13 4x6 6/12 4x6 4x6 3x10 3x10 -6/12 4x6 5x7 22 7x8a 3x6 m 6/12 v 0 3x4% 3x4. 7- -0 r. 4x6 3x4o Sx10 12-0-0 3x8 SX52 4x8 5x7 5x10 3x10 5x7 2x4 1 1 8„ 62# 62# 5-1-12 5-1-12 3-3-12 12-3-8 5-10-10 5-11-10 5-1-u 10-3-8 1317-4 25-10-12 -9-6 37-9-0 -. 14 15 16 18 19 20 21 13 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18• Code/Design: FBC-2017/TPI-2014 -----------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 ft' B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1-0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mem... Ten Comp .CSI. Deflection Summary TC 2x6 SP (ALSC6-2013) #2 i12-13 95 147 0.26 TrussSpan Limit Actual(in) Location 2x6 SP 2400/2.0 4-7 Reaction Summary - Vert LL L/360 L/957(-0.46) 18-19 2x6 SP (ALSC6-2013) DSS -------; -----Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.41) 18-19 7-10 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/506(-0.97) 18-19 2x6 SP (ALSC6-2013) #1 10-13 14 02-12 1904 666 03-00 HGR SPF 565 Horz LL 0.75in ( 0.04) @Jtl3 BC 2x8 SP (ALSC6-2013) #2 13 37-05-10 1967 655 08-00 03-01 SPF 425 Horz CR 1.25in ( 0.09) @Jtl3 2x8 SP (ALSC6-2013) DSS Max Horiz = -399 / +395 at Joint 14 17-20 Vert CR and Horz CR are the vertical and 2x8 SP (ALSC6-2013) #1 20-13 horizontal deflections due to live load Webs 2x4 SP (ALSC6-2013) #2 Loads Summary plus the creep component of deflection 2x6 SP (ALSC6-2013) #2 12-13 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL + 14-1 live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced (Kcr - 1) x Defl_DL in accordance with load factor. ANSI/TPI 1. Member Farces Summary Attic space centered at 19-09-00 is loaded with 40.0 psf Live s 10.0 ..Mem... Ten Comp .CSI. psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and TC OH- 1 6 0 0.00 meets deflection criteria L/360. Bracing Data Summary 1- 2 1684 2765 0.42 - ------------Bracing Data ------------ 2- 3 1744 2879 0.42 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 3- 4 1652 2027 0.27 Dead Loads may be slope adjusted: > 12.0/12 Attic tie beam (TB) & walls are designed 4- 5 1926 3039 0.89 as continuously braced unless noted 5- 6 1624 2078 0.87 below. ' 6- 7 483 0 0.60 Web Bracing -- None Notes 7- 8 445 8- 9 1650 7 0.78 2116 0.77 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Plate Offsets (t, Y): 9-10 1661 10-11 1656 2580 0.58 2622 0.88 degrees (None Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) unless), indicatedbelow) 11-12 1710 2836 0.80 requirement to transfer unblocked diaphragm loads across those Tnt4(0,01-07), 12-13 1595 2710 0.39 joints. Jnt10(-00-05,-00-11), Jntl4(0,-01-09), Jntl8(0,-00-14), BC OH-14 0 0 0.00 Jntl9(0,-01-00), Jntl3(-00-04,00-01) 13-21 2447 1354 0.74 14-15 399 395 0.07 15-16 2431 1391 0.45 \ 16-17 2483 17-18 2483 1267 0.68 1267 0.45 \\\�y\9L .. & l� 18-19 2252 1034 0.58 \ • 19-20 2447 1354 0.56 LENS . / o � 0-21 2447 Web 211-14 1208 1354 0.66 1841 0.15 *' : • ••'. '*" 1-15 2484 1430 0.56 o.74931 2-15 371 2-16 269 395 0.07 91 0.05 _ 3-16 907 490 0.28 ' 4-16 283 4-18 1060 1321 0.77• 1383 0.66 :• `V ••• 5-18 2125 751 0.60 O ST OF •' :(/` 6-22 1813 65/��'•.••;C`�pP,...•'/ 2789 0.36 i7-22 8-22 1813 1366 2789 0.369-19 SSA 11-19 2771 0.20 COA #30003 // ONAL \4/26/2019 11-21 265 1 532 0.13 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 Component Solutions �0,1 the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal an this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General , Trusa Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 201e.9.0.105 2018.Help9. 0. 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. p • 1-866-252-afi06 1-tie. o csselp@k: com Project Narrie: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: C9 Customer: John Testa SID: 0000465946 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 6-1-12 6-1-12 2-0-Oi 4-5-8 0-Oi 4-9-15 4-9-15 4-9-15 2-6-4 i 6-1-12 12 i 12-3-8 14-3-8 18-9-0 20-9-0 25-6-15 30-4-13 i 35-2-12 37-9-0 1 2 3 4 S 6 7 8 9 10 11 . 6/12 4x6 4x6 3x10-18 4x6 5xS= 2x31 -6/12 6/12 3x4a 0 n 2x3i 3x4a i 4x4= 4x6 SX10 c 3x6 3x8 3x4- 4x12 3x6 v 3x4i 4x12 3x6 4x12 2x4 2x4 8„ 6-1-12 8-1-12 4-5-8 6-9-15 4-9-13 4-8-3 2-8-0 6-1-12 14-3-8 18-9-0 25-6 30-4-13 35 1-0 12 13 14 15 16,17 18 19 20 21,227-9-023 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: LI 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt-- 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mara... Ten Comp .Csi. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 21-23 107 , 116 0.02 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 1-3 Reaction Summary Vert LL L/360 L/999(-0.25) 17-19 BC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- Vert DL L%120 L/999(-0.24) 17-19 webs 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/894(-0.49) 17-19 2x6 SP (ALSC6-2013) #2 23-11 12 01-12 1506 807 03-00 HGR SPF 565 Horz LL 0.75in ( 0.08) 8Jt23 23 37-06-04 1513 811 08-00 02-06 SPF 425 Horz CR 1.25in ( 0.16) @Jt23 Member Forces Summary Max Horiz = -442 / +438 at Joint 12 ..Mem... Ten Comp .CSI. Vert CR and Horz CR are the vertical and TC OH- 1 3 0 0.00 horizontal deflections due to live load 1- 2 1904 2135 0.80 Loads Summary plus the creep component of deflection 2- 3 2270 2167 0.84 This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL + 3- 4 1933 1809 0.56 live load occurring at (19-09-001 using a 1.00 Full and 0.00 Reduced (Kcr - 1) x Defl_DL in accordance with 4- 5 1969 1892 0.77 load factor. ANSI/TPI 1. 5- 6 1865 1648 0.58 See Loadcase Report for loading combinations and additional details, 6- 7 2461 2266 0.70 Dead Loads may be slope adjusted: > 12.0/12 7- 8 2450 2321 0.79 Bracing Data Summary 8- 9 2203 2317 0.76 ------------Bracing Data ------------ 9-10 2430 2692 0.80 Chords; continuous except where shown Notes 10-11 2474 11-OH 6 2754 0 0.59 0.00 ------- Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Single: Web Bracing -- CLR----------- 17- 6 6-19 BC OH-12 0 0 0.00 degrees Continuous Restraint Bracing Req'd .. 12-13 426 419 0.52 Plates located at TC pitch breaks meet the ,prescriptive minimum size See BCSI-B3 3.0 13-14 1677 1199 0.87 requirement to transfer unblocked diaphragm loads across those 14-15 1677 1199 0.87 joints. Plate onsets (X, l): 15-16 20 13 0.60 'Continuous Lateral,Restraint (CLR) rows require diagonal bracing per (None unless indicated below) 17-18 1608 997 0.97 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt4(02-05,01-01), Jnt12(0,-01-00), 18-19 1608 997 0.83 Jnt17(0,00-12), Jnt2l(0,00-04) 19-20 2357 1886 0.93 ' 20-21 2498 2153 0.63 22-23 72 64 0.07 23-OH 0'. 0 0.00 Web 1-12 1358 1-13 1892 1458 1576 0.27 0.97 ��� NV L H \ 2-13 758 3-13 334 431 469 0.17 0.68 \\ ! •••,••.. O �� ' • • i ' `SV �CENS ✓ �' 3-15 556 4-15 731 384 770 0.32 0.72 . i 4-17 484 364 0.40 _� *'.L4o.7493 5-17 584 546 0.71 - 6-17 321 6-19 818 239 915 0.07- 0.36- ' B-19 530 383 0.25 9-19 546 9-20 204 443 21 0.30 0.04 `V ' 10-20 276 10-21 216 182 130 0.07 0.20 Q ST�.� OF ,• i •''• F • LO D G��� 11-23 1318 1453 0.17 \`` ' ZONAL 15-17 1841 1320 0.41 // 16-17 51 0 0.05 COA #30003//1111111104/26/2019 21-22 45 0 0.19 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ®. Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'important Information & General Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.. 0.105 92018.Help9ak: plates are 20 gauge, unless the specked plate size Is followed by a %18" which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate. p r . 1-866-252-8606 _a CSHelp@atrongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C10 Customer: John Testa SID: 0000465947 TID: 84004 Date: 04 / 26119 Truss Mfr. Contact: Rick Mills Page: 1 of 1 I 4-9-3 4-9-3 4-9-3 2-0-0 5-8 5-2-4 9-� 4-1-15 4-1-15 4-1-15 2-6-4 4-9-3 i iJ I I 9-6-5 4-3-8 9_0 21-11-4 26-10-15 31-0-13 I 35-2-12 1 2 516G33*2g_y_9 3 4 10 11 1237-9-013 2 7 4x6 5x74x6 2x3i4x6 6/12 3x6 3x6 5x7 -6/12 3x4- ' i n 4x6 0o 00 2x3i 2x31 4x6 7x14 v c 3x4= 7x 3x6 4x6 3x4= 3x6 3x6 4x4= 2x4 2x4 8„ 7-1-12 7-1-12 2-0-0 5-9-8 6-6-0 6-6-0 2-8-0 7-1-12 14-3-86 22-1-0 28-7-0 35-1-0 14 15 176-3-118 19,20 21 22,237-9-024 37-9-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' ' Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) _ 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 Feb Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mem... Ten comp .CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 - 19-20 97 0 0.09 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) 02 22-23 45 0 0.18 Vert LL L/360 L/999(-0.15) 20-21 Webs 2x4 SP (ALSC6-2013) #2 22-24 105 113 0.02 Vert DL L/120 L/999(-0.19),20-21 2x6 SP (ALSC6-2013) #2 14-1 Reaction Summary Vert CR L/240 L/999(-0.34) 20-21 24-13 --------------Reaction Summary(Lbs)---------------- - Horz LL 0.75in ( 0.09) @Jt24 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Horz CR 1.25in ( 0.17) @Jt24 Member Forces Summary 14 02-12 1509 809 02-08 HGR SPF 565 ..Mem... Ten Comp .CSI. 24 37-06-04 1509 809 08-00 02-06 SPF 425 Vert CR and Horz CR are the vertical and TC OH- 1 6 0 0.00 Max Horiz - -396 / +392 at Joint 14 horizontal deflections due to live load 1- 2 153 102 0.41 plus the creep component of deflection 2- 3 1961 2054 0.73 due to dead load, computed as Defl LL + 3- 4 1858 1846 0.71 Loads Summary (Kcr - 1) x Defl_DL in accordance with 4- 5 1873 1814 0.64 This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1. 5- 6 1766 1583 0.52 live load occurring at [19-09-00) using a 1.00 Full and 0.00 Reduced 6- 7 1784' '1649 0.38 load factor. 7- 8 1920 1795 0.56 See Loadcase Report for loading combinations and additional details. Bracing Data Summary 8- 9 1923 1799 0.49 Dead Loads may be slope adjusted: > 12.0/12------------Bracing Data ------------ 9-10 1974 1990 0.60 Chords; continuous except where shown 10-11 2341 2521 0.66 ------- Web Bracing -- CLR----------- 11-12 2627 2802 0.71 Single: Notes 14- 2 6-18 12-13 2406 2726 0.48 Continuous Restraint Bracing Req'd 13-OH 6 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0, See BCSI-B3 3.0 BC OH-14 0 0 0.00 degrees 14-15 1697 1407 0.78 Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X, l): 15-16 1773 1344 0.80. requirement to transfer unblocked diaphragm loads across those (None unless indicated below) 16-17 17-18 1773 1640 1344 1072 0.60 0.57 joints. Jnt6(0,01-00), Jnt10(00-09), Continuous Lateral Restraint (CLR) rows require diagonal bracing per 18-19 30 18 0.31 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt20 y -12) (0,01-12), Jnt22(0,01-12) 20-21 2099 1552 0.86 21-22 2371 1909 0.90 23-24 71 .61 0.07 24-OH Web 2-1 0 0 0.00 ,11,11I1i//f 2-15 1 226 226 21 28 28 0.36 0.0505 3-15 142 65 0.04 3-17 492 333 0.38 i ' 5-17 554 497 0.59 6-17 221 319 0.34 0.7493 6-18 226 184 0.06 7-20 394 177 0.24 . 8-20 276 235 0.25 9-2Q 10-20 771 647 735 546 0.73 0.54 I /��44 :• F l.(/\ 10-21 435 290 0.13 ST . OF •' •''. '/�� 11-21 460 280 0.09 / F P // • ( OD- •l " 12-22 357 199 0.20 4 \ // NAL 13-22 2916 2079 0.54 � \ 13-24 1301 1450 0.17 COA #30003//f1111111\�426/2019 18-20 1631 1066 0.63 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon,the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 12018. Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 9. 0.105 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. 1-tie.252 - geipdesk: 1-866=252-8606 e CSaelpsk: Project Nade: 00386-Testa Residence -2469 Johnston Rd Qty 1 Truss: C11 Customer: John Testa SID: 0000465948 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-1-SI 6-4-0 6-4-0 4-7-2 4-7-2 2-9-12 5-2-14 5-2-14 8-5-8 I I 44-9-8 19-4-10 23-11-12 26-9-8 32-0-6 I 12-6-4 37-3-4 12-1-82 3 5 6 7 8 9 1039-9-8' 11 4x6 3x4= 2x3i 4x6 6/12 5x5-, -6/12 2x31 3x4% m � r. 3x4. 4x4% 4x6 5-7 3x4= r 5x10 c 3x8 4x12 3x6 �i x I 3x8 3x4= 3x6 4x12 2x4 2x4 8„ 12-1-81 6-4-0 6-4-0 4-7-2 4-8-14 7-10-14 V '2 2-8-0 2-1-8 8-5-8 I I 14-9-8 19-4-10 24-1-8 32-0-6 I 1 37-1-8 39-9-8 1 1 12 13 14 15 16 17,18 19 20,21 22 39-9-8 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18• Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) ='2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf . Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)-------- -------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 1-4 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.26) 18-19 BC 2x4 SP (ALSC6-2013) #2 12 2-01-08 1672 896 08-00 02-10 SPF 425 Vert DL L/120 L/999(-0.27) 18-19 2x4 SP (ALSC6-2013) #1 18-20 22 39-06-12 1513 810 08-00 02-06 SPF 425 Vert CR L/240 L/822(-0.54) 18-19 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -325 / +361 at Joint 12 Horz LL 0.751n ( 0.08) 0Jt22 2x6 SP (ALSC6-2013) #2 12-2 Horz CR • 1.25in ( 0.15) @Jt22 22-11 Cant CR L/120 L/856( 0.03) 1-12 Loads Summary Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Vert CR and• Horz CR are the vertical and ..Mem... Ten Comp .CSI. live load occurring at 120-09-08] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load TC 1- 2 74 103 0.38 load factor. plus the creep component of deflection 2- 3 1853 2147 0.80 due to dead load, computed as Defl LL + See La Report for loading combinations and additional details. 3- 4 1890 1969 0.80 Loads Dead Loads may be slope adjusted: > 12.0/12 ( Kcr - 1 ) x Defl_DL in accordance with 4- 5 1857 1910 0.81 ANSI/TPI 1_ 5- 6 1922 1852 0.64 6- 7 2077 2075 0.54 Notes 7- 8 2080 2080 0.48 Bracing Data Summary 8- 9 2626 2712 0.93 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing Data ------------ 9-10 2332 2697 0.89 degrees Chords; continuous except where shown 10-11 2427 2767 0.64 Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None 11-OH 6 0 0.00 requirement to transfer unblocked diaphragm loads across those BC 1-12 116 35 0.33 joints. Plate offsets (X, Y): 12-13 374 382 0.39 (None unless indicated below) 13-14 1849 1435 0.61 Jnt9(00-05,-00-11), Jnt12(0,-01-00), 14-15 1671 1117 0.51 Jntl3(-00-08,0), Jntl8(0;00-12), 15-16 1671 1117 0.45 Jnt20(0,00-04) 16-17 31 23 0.20 . 16-19 1905 1303 0.81 19-20 2512 2114 0.74 21-22 73 62 0.07 22-OH 0 0 0.00 Web 2-12 1563 2-13 1810 1548 1475 0.19 0.98 �•••••• 3-13 355 3-14 387 219 339 0.07 0.31 •.,s0 �` '•. tij 5-14 302 177 0.17 �>,GENSE 5-16 389 272 0.34 \ 6-16 554 586 0.59O. 6-18 488 269 0.27 74931 7-18 264 8-18 433 224 291 0.18 0.22- - - 8-19 721 768 0.85 + ` 9-19 606 10-19 333 346 194 0.11 0.10 ,,IIW.. ' F •• .Z •'• :�/� 10-20 206 11-20 2462 143 2106 0.21 0.55 0 ST . OF •• F��P •••'•. j�,[�• ,.•' ��� 11-22 1286 16-18 1863 1453 1266 0.17 0.42••••••� ` 0 �� �`�\` 20-21 45 0 0.19 COA#30003/"ONAL lllli� �/26/2019 20-22 106 114 0.02 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates Truss Studio ® Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General Notes- page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9. 0.105 . plates are 20 gauge, unless the specked plate size is followed by a •-18' which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate. 1-866 252 - 1-866-252-8606 d CSHelpsk: Project Name: 00886-Testa Residence -2469 Johnston Rd Qty 1 Truss: C12 Customer: John Testa SID: 0000465949 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills - Page: 1 of 1 0-32-4-0 I 1 5-4-0 5-4-0 5-7-2 5-1-2 4-9-12 i 4-2-14 4-2-14 2-6-4 2-4-0 7-8-0 13-0-0 18-7-2 124-2-4 i 29-0-0 33-2-14 37-5-12 { 40-0-0 1 2 3 4 5. 6 7 8 9 10 4x6 3x4= 2x4 4x6 -6/12 6/12 3x4. 3x4% m 0 � 3x4a cD 4x4% 4x6 4-3 3x6 X E_1 Sx10 3x4= 3x4= 4x12 3x6 x r 3x8 3x4= 3x6 4x12 3x4i r' 3x4i 8„ 2-4 5-4-0 5-4-0 5-7-2 5-8-14 4-8-0 4-2-14 4-1-2 2-8-0 2-4-011 7-8-0 i 13-0-0 18 2 24-4-0 29-0-0 33-2-14 37-4-0 -0-022 1 12 13 14 15 16,17 18 19 20,21 40-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18- Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft ,200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt-= 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf , Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0..18) 15-16 Webs 2x4 SP (ALSC6-2013) #2 11 2-04-00 1699 913 08-00 02-11 SPF 425 Vert DL L/120 L/999(-0.21) 15-16 2x6 SP (ALSC6-2013) #2 11-2 22 39-09-04 1512 809 08-00 02-06 SPF 425 Vert CR L/240 L/999(-0.38) 15-16 22-10 Max Horiz = -279 / +321 at Joint 11 Horz LL 0.75in ( 0.08) @Jt22 Horz CR 1.25in ( 0.16) @Jt22 Member Forces Summary Cant CR L/120 L/71i ( 0.03) 1-11 ..Mem... Ten comp .CSI. Loads Summary TC OH- 1 5 0 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 1- 2 135 165 0.38 live load occurring at [21-00-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load 2- 3 1749 2068 0.83 load factor. . plus the creep component of deflection 3- 4 1863 2035 0.84 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl LL + 4- 5 2073 2121 0.70 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 5- 6 2324 2452 0.74 ANSI/TPI 1. 6- 7 2330 2461 0.65 7- 8 2165 2396 0.71 Notes 8- 9 2356 2719 0.74 Bracing Data Summary 9-10 2355 2737 0.50 Plates designed for Cq at 0.60 and Rotational Tolerance of 10.0 ------------Bracing Data ------------ 10-OH 6 0 0.00 degrees Chords; continuous except where shown BC 1-11 161 92 0.25 Plates located at TC pitch breaks meet the prescriptive minimum size Web. Bracing -- None 11-12 321 306 0.25 requirement to transfer unblocked diaphragm loads across those 12-13 1789 1363 0.52 joints. Plate offsets(X, 1): 13-14 1744 1197 0.51 (None unless indicated below) 14-15 1744 1197 0.59 TntlI(0,-01-00), Jnt12(-00-08,0), 15-16 48 37 0.33 Jntl7(0,00-12), Jnt20(O,00-04) 17-18 2074 1441 0.55 18-19 2391 1838 0.60 19-20 2477 2038 0.61 21-22 72 60 0.07 22-OH 0 0 0.00 ' Web 2-11 1563 1581 0.19 2-12 1845 1529 0.62 n.,�O��►/'"//// 3=13 4-13 206 228 157 79 0.10 0.05 \�\\�j_`'`�L �.. 4-15 571 463 0.56 �\ \.�CENSF '• '� 5-15 677 670 0.50 i 5-17 577 353 0.34 ` '' 6-17 379 300 0.18 o. 74931 7-17 7-18 573 397 477 281 0.41 0.14 8-18 512 408 0.21 ` 8-19 9-19 182 208 9 125 0.04 0.04 "•, 9-20 203 133 0.20 !� $T�. G OF 10-20 2427 2030 0.55 %�,,[[\\• F(� •"'•., 10-22 15-17 1271 2106 1453 1492 0.17 0.69 pP,.•'•/ ��\ / `.(1 ..„G V \\ 1 \ NAL �`i4/\\26/2018 20-21 45. 0 0.18 COA03000371011llllt 20-22 104 Ill 0.02 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 Component Solutions the 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 solely for the truss component design shown. See the cover page and the 'Important Information 8 General Truss Studio V Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105 plates are 20 gauge, unless the specked plate size is followed by a'A8" which indicates an 18 gauge plate, or •S# 18°, which indicates a high tension 18 gauge plate. n e aeipdeak: 1-866-252-8606 - . CSHelp@strongtie. corn Project Name: 00386- Testa Residence - 2469 Johnston Rd City: 1 Truss: C13 Customer: John Testa SID: 0000465950 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0,�32-4-0 I 4 4-4-0 6-7-2 6-7-2 6-9-12 '-2-"I 3-2-14 2-6-4 2-4-0 6-8-0 l I 11-0-0 17-7-2 24-2-4 31-0-0 1 34-2-14 37-5-12 40-0-0 1 2 3 4 5 6 7 8 9 10 11 4x8 - 3x10718 3x4= 2x4 4x8 -6/12 6/12 3x4. 3x4% M 3x4. 0 4x40- 4x6 4-3 3x6 c 5x10 0 3x4= 3z4= 4x12 3x6 `fi x I 4x4= 3x4= 3x6 5x10 3x411 14 3x411 8„ I 02-4-0 4-4-0 I4-4-0 6--7--22 6-8-14 6-8- I 36-8-0 -0 177 1-2-4-0 24-4-0 143-2-14 13-1-2 140-800 -2-14 7-4-0 -0 1 1 12 13 14 15 16 17,18 19 20 21,22 23 40-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or ASLBS6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ... Mem.. , Ten comp .CSI. Deflection Summary TC 2x4 SP (ALSC6-.2013) 02 21-23 102 109 0.02 - TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Reaction Summary Vert LL L/360 L/999(-0.21) 18-19 Webs 2x4 SP (ALSC6-2013) -#2--------------Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.29) 18-19 2x6 SP (ALSC6-2013) #2 12-2- Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/895(-0.49) 18-19 23-11 12 2-04-00 1699 913 08-00 02-11 SPF 425 Horz LL 0.75in ( 0.09) @Jt23 23 39-09-04 1512 809 08-00 02-06 SPF 425 Horz CR 1.25in ( 0.18) @Jt23 Member Forces Summary I Max Horiz = -233 / +275 at Joint 12 Cant CR L/120 L/514( 0.05) 1-12 ..Mem... Ten Comp .CSI. TC OH- 1 5 0 0.00 Vert CR and Horz CR are the vertical and • 1- 2 152 195 0.27 Loads,Summary horizontal deflections due to live load 2- 3 1631 1957 0.61 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 3- 4 1846 2073 0.64 live load occurring at [21-00-00] using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + 4- 5 2295 2475 0.71 load factor. (Kcr - 1) x Defl_DL in accordance with 5- 6 2295 2475 0.89 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 6- 7 2723 3005 0.96 Dead Loads may be slope adjusted: > 12.0/12 7- 8 2736 3022 0.97 8- 9 2236 2548 0.55 Bracing Data Summary 9-10 2364 2747 0.58 Notes ------------Bracing Data ------------ 10-11 2306 2722 0.47 Chords; continuous except where shown 11-011 6 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ------- Web Bracing -- CLR----------- BC 1-12 201 109 0.20 degrees Single: 16-18 12-13 267 245 0.20 Plates located at TC pitch breaks meet the prescriptive minimum size Continuous Restraint Bracing Req'd 13-14 1701 1279 0.53 requirement to transfer unblocked diaphragm loadsacross those See BCSI-B3 3.0 14-15 1790 1257 0.55 joints. 15-16 1790 1257 0.74 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Plate offsets(Xr v) ^ 16-17 78 60 0.48 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. (None unless indicated below) 18-19 2220 1580 0.80 Jnt4(-00-02,-00-0l), Jnt8(00-02,-00-01), 19-20 2428 1868 0.83 Jntl2(0,-01-00), Jntl8(0,00-12), 20-21 2460 1986 0.59 Jnt21(0,00-04) 22-23 71 59 0.07 23-OH 0 0 0.00 I Web 2-12 1530 1586 0.19 n 11i111i// 2-13 1808 3-13 466 1502 0.41 428 0.09 \�\ U�- H• 3-14 135 122 0.05 A! •• �� �`�/ ' •\CENg �/ // 4-14 155 37 0.03 ` \' F i 4-16 883 6-16 799 720. 0.87 765 0.41 _ •.• * 6-18 759 520 0.52 o. 7493 7-18 511 8-18 948 399 0.24 805 0.88 - - 7k 8-19 407 203 0.09 ' 9-19 391 9-20 71 277 0.09 19 0.01, 10-20 127 70 0.02 Q ST S OF .•' 10-21 195 133 0.20 i •� F •••, OP•'••Q�`� 11-21 2410 1980 0.54 // �S L0 16-18 2424 1778 0.59�`�`/26/20\\, / n-18 104 D 0.21 COA #30003 / / ! 1 1 1 1111 \419 21-22 45 0 0.18 NOTICE A 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 Component Solutions the 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 p p g p tY y y, g p Truss Studio V Notes' page far additional. r information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9.0.105 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. 4 . Helpdea&: � 1-B66-252-8606 CSBelp@stron-866 oom Project Namta: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: C14 Customer: John Testa SID: 0000465951 TID: 84004 i Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-32-4-0 6-8 0 5-0-12 5-0-12 5-0-11 4-4-14 4-4-14 4-5-12 2-2-4 2-4-07-3 2-4-0 9-0-0 14-0-12 19-1-8 24-2-4 28-7-2, 33-0-0 37-5-12 39-8-0 42-0-0 1 2 3 4 5 6 7 8 9 10 11 12 4x8 -3x4= 3x4= 2x4 4x6 3x4= 4X8 6/12 -6/12 r 3x4 4X4% 3x8 v 4-3 3x6 3x6 4-3 Sx10 ! 3x4= 3x4= 4x12 x 4x4= 3x4= 3x6 5x12 3x4r 3x4r 3x6 5-0012 590112 -4140 5-2-8 4-4-0 2-4-01 2-4-0224-0 I4-3-2 I i I I 7-4-039-8-0 42-0-0 1 13 14 15 16 17 18,19 20 21 22,23 24 12 42-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0) M.R-H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: AybridMW OR Soffit Load: 2.0 psf Material Summary ...Mem... Ten comp .CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 18-19 81 . 0 0.26 TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #1 1-3 22-23 31 0 0.17 Vert LL L/360 L/999(-0.30) 17-18 BC 2x4 SP (ALSC6-2013) #2 22-24 350 217 0.06 Vert DL L/120 L/999(-0.31) 17-18 Webs 2x4 SP (ALSC6-2013) #2 Reaction Summary Vert CR L/240 L/716(-0.61) 17-18 2x6 SP (ALSC6-2013) #2 13-2 --------------Reaction Summary(Lbs)--------=------- Horz LL 0.751n ( 0.10) @Jt24 24-11 Jut--X-Loc- React -Up- --Width- -Regd -Mat PSI Horz CR , 1.25in ( 0.20) @Jt24 13 2-04-00. 1688 908 08-00 02-10 SPF 425 Cant CR L/120 L/398( 0.06) 1-13 Member Forces Summary 24 39-08-00 1688 908 08-00 02-10 SPF 425 Cant CR L/120 L/203( 0.12) 24-12 ..Mem... Ten Comp .CSI. Max Horiz = -205 / +205 at Joint 13 ' TC OH- 1 5 0 0.00 Vert CR and Horz CR are the vertical and 1- 2 83 148 0.61 horizontal deflections due to live load 2- 3 1702 2098 0.79 Loads Summary _ plus the creep component of deflection 3- 4 2336 2628 0.83 This truss has been designed for the effects of an unbalanced top -chord due to dead load,'computed as Deft LL + 4- 5 2671 3041 0.76 live load occurring at [21-00-001 using a 1.00 Full and 0.00 Reduced (Kcr - 1) x Defl_DL in accordance with 5- 6 3221 3771 0.84 load factor. ANSI/TPI. 1. 6- 7 3242 3798 0.77 See Loadcase Report for loading combinations and additional details. 7- 8 3242 3798 0.70 Dead Loads may be slope adjusted: > 12.0/12 8- 9 2771 3241 0.82 Bracing Data Summary 9-10 2123 2616 0.72 -------------Bracing Data ------------ 10-11 1976 2569 0.59 Notes Chords; continuous except where shown O@S 11-12 188 12-OH 5 250 0 0.11 0.00 Web Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Bracing -- None BC 1-13 180 76 0.35 degrees Plate offsets (X, Y)• 12-24 271 138 0.13 Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) 13-14 271 253 0.35 requirement to transfer unblocked diaphragm loads across those Jnt3(-00-02,-00-01), Jnt7(0,-00-04), 14-15 1783. 1232 0.59 joints. Snt9(00-02,-00-01), Jnt19(0,00-12), 15-16 2628 1919 0.62 Jnt22(0,00-09) 16-17 2628 1919 0.66 17-18 97 75 0.27 19-20 3241 2354 0.78 20-21 2271 1566 0.57 I11I1/ 21-22 2332 23-24 65 1659 46 0.59 0.12 \III v L Web 2-13 1586 2-14 1689 1579 1244 0.20 0.88 \� ��.••"'••., �� ' �tCENs'F'• 3-14 288 3-15 1109 184 901 0.06 0.66 \ 4-15 635 628 0.23 * '' 4-17 567 450 0.32 a. 7493 5-17. 788 837 0.30 _ -_ 5-19 924 671 0.39 -_ 6-19 365 296 0.28' 8-19 716 B-20 655 605 645 0.29 0.15 l,' `r•f 9-20 1213 985 0.49 Q'. S. F i� FLvo[�t1D P• •'' �(�'•. 10-21 156 10-22 374 11-22 2344 93 275 1904 0.02 0.18 0.53 - ��2� // •• G` �� �/ 'ON AL v \� 7/ 11-24 1325 1503 0.16 COA #30003 O t i l l l l l 612019 17-19 3000 2221 0.85 ' NOTICE A 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 Component solutions T MTTruss the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 Notes' page for 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 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. h Helpdeak: 1-666-252-8606 - 1-866 252 o. CSHeipsk: Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: C15 Customer: John Testa SID: 0000465952 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 2 2-ply 0732-4-0 4-8-0 4-3-9 4-3-9 4-3-9 4-3-9 3-7-4 3-7-4 3-7-4 i 2-5-12 2-2-4 2-4- m 3 i 7-0-0 r -� 11-3-9 15-7-2 19-10-11 24-2-47 27-9-8 31-4-12 35-0-0 ' 9-8- ' 2-0- 12-4-0 2 3 4 5 6 8 9 10 137-5-1 14 12# 137# 14e# 1 # 145 # 14151 145# 141 #4x414b5# 14b3# 137# 137A 137# 137# 137# ' 7# 6/12 �14a b Sx7 2x4b t3x4=b 14x4- b g W -6/12 rn 5x14-18 c 3x8 4x6 V4x4=34x45 m 4-3 4x6 3x6 4-3 8x12 c 4x4 x 3x8 4x4= Sx7 7x12 4x4i 3x41 3x6 b b b b b b b b b b b b b -67# 51# 52# 52# 52# 52# 52# 52# 52# 51# 25# 25# 25# 25# 25# 25# -74# 2-4-0 4-8-0 4-3-9 4-3-9 4-3-9 4-5-5 3-5-8 3-7-4 3-7-4 2-4-0 2-4-0 2-4-0 2-4-0 7-0-0 11-3-9 15-7-2 19-10-11 24-4-0 27-9-8 31-4-12 35-0-0 37-4-0 39-8-0 42-0-0 1 15 16 17 18 19 20,21 22 23 24 25,26 27 , 14 42-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: F13C-2017/TPI-2014 -----------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 =r 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0. Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low -Slope Minimums(Pfmin): No Wind DL(psf).- TC = 5.0 BC - 5.0 1 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mem... Ten comp .CSI. Deflection Summary TC 2x4 SP (ALSC6-2013) #2 10-22 2945 3253 0.33 TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) #1 3-7 10-23 2222 1820 0.19 Vert LL L/360 L/999(-0.36) 19-20 7-11 11-23 3479 3894 0.39 Vert DL L/120 L/999(-0.32) 19-20 BC 2x6 SP (ALSC6-2013) DSS 11-24 151 0 0.01 Vert CR L/240 L/640(-0.69) 19-20 2x4 SP (ALSC6-2013) #2 26-14 12-24 284 364 0.03 Horz LL 0.75in ( 0.11) @Jt27 Webs 2x4 SP (ALSC6-2013) #2 12-25 558 417 0.21 Horz CR 1.25in ( 0.20) @Jt27 2x6 SP (ALSC6-2013) #2 15-2 13-25 4633 4993 0.52 Cant CR L/120 L/427( 0.06) 1-15-• 27-13 13-27 3101 2776 0.19 Cant CR L/120 L/198( 0.12) 27-14 19-21 8553 9299 0.96 Member Forces Summary 20-21 126 44 0.46 Vert CR and Horz CR are the vertical and Ten Comp .0.00CSI. 25-26 42 6 0.20 horizontal deflections due to live load C 011... TC OH- 1 6 0 0.29 25-27 387 245 0.03 plus the creep component of deflection 1- 2 245 0.67 Reaction Summary due to dead load, computed as Defl LL + ry 491 2- 3 4991 4087 0.67 --------------Reaction Summary(Lbs)---------------- (Kcr -1) x Defl_DL in accordance with 3- 4 7055 6248 0.40 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI ANSI/TPI 1. �- 4- 5 8919 7934 0.52 15 2-04-00 3093 2854 08-00 02-07 SPF 425 5- 6 9714 '8649 0.51 27 39-08-00 2995 2743, 08-00 02-06 SPF 425 6- 7 12947 11602 0.71 Max Horiz - -153 / +151 at Joint 15 Bracing Data Summary 7- 8 12947 11602 0.71 ----Ii ------Bracing Data ------------ 8- 9 13093 11736 0.68 Loads SChords; continuous except where shown Summary OaSumma 9-10 11550 10-11 8839 10377 7923 0.69 0.50 Web This truss has been designed for the effects of an unbalanced top chord Bracing -- None 11-12 6107 5562 0.69 live load occurring at (21-00-001 using a 1.00 Full and 0.00 Reduced Plate offsets(X, Y): 12-13 5546 5215 0.59 load factor. (NonA unless indicated below) 13-14 164 192 0.10 .See Loadcase Report for loading combinations and additional details. Jnt3(00-03,-00-05), 14-OH 5 0 0.00 Dead Loads may be slope adjusted: > 12.0/12 Jntll(-00-03,-00-05), Jntl5(0,-01-11), BC 1-15 253 230 0.06 Concentrated Loads - Based on Live Load Jntl6(-00-08,0),' Jntl8(0,-02-00), 14-27 210 119 0.09 Domain Load Uplift Location Dir Description Jnt20(-00-04,0), Jnt2l(0,01-04), 15-16 253 325 0.06 Transfer loads: Jnt25(0,-00-04) 16-17 3595 3790 0.14 TC 143 -231 7-00-12 Vert J17A @ 90 Deg 17-18 6248 6748 0.23 TC 12 -23 7-01-08 Vert J3 @ 135 Deg \\\Illllfl/ 18-19 7984 19-20 318 8675 349 0.27 0.09 TC 145 -235 9-00-12 Vert J17C @ 90 Deg TC 145 -235 11-00-12 Vert J17C @ 90 Deg \ U S / \\ N L 21-22 10377 22-23 7923 11243 8532 0.39 0.31 TC 195 -235 13-00-12 Vert J17C @ 90 Deg • / �`,•.••• •• .• O �\ / •• / �•• TC 145 -235 15-00-12 Vert J17C @ 90 Deg \CENSF 23-24 9934 24-25 4736 5187 4896 0.22 0.18 TC 145 -235 17-00-12 Vert J17C @ 90 Deg TC 145 -235 19-00-12 Vert J17C @ 90 Deg •. 26-27 131 136 0.10 * : Web 2-15 3307 2-16 3480 3-16 939 2869 3795 712 0.21 0.39 0.08 TC 145 -235 21-00-12 Vert J17C @ 90 Deg TC 143 -231 23-00-12 Vert J17A @ 90 Deg TC 137 -239 24-11-04 Vert J17T @ 90 Deg o. 74931 TC 137 -239 26-11-04 Vert J17T @ 90 Deg 3-17 3285 4-17 2199 3663 1796 0.37 0.19 TC 137 -239 28-11-04 Vert J17T @ 90 Deg 1 4-18 2177 2406 0.24 TC 137 -239 30-11-04 Vert J17T @ 90 Deg TC 137 -239 32-11-09 Vert J17T @ 90 De g C W ST : OF 5-18 1969 1156. -0.13 TC 7 -20 34-10-08 Vert J3A @ 45 Deg O,� •, 5-19 1105 932 0.12 TC 137 -239 34-11-09 Vert J17T @ 90 Deg �(\ '••F(0P,.'••//����� 6-19 2704 6-21 3379 2277 3699 0.24 0.38 BC 51 -34 7-00-12 Vert J17A @ 90 Deg BC -74 0 7-01-08 Vert J3 @ 135 Deg // S •'••�•••'• V \\� S� B-21 629 437 0.45 BC 52 -30 9-00-12 Vert J17C @ 90 Deg \\ /// ONAL �\ �flllllll\\4/2612019 9-21 1630 1851 0.18 COA #30003 9-22 1889 1518 0.16 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based can design criteria and requirements supplied by J Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness.of the Information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9. 0.1o5 018. Notes' page for 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 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. _ Helpdesk: 1-866-252-8606 • e CSHelp@atrongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd ally: 1 Truss: C15 Customer: John Testa SID: 0000465952 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 2 of 2 BC 52 -30 11-00-12 Vert J17C @ 90 Deg ' . BC 52 -30 13-00-12 Vert J17C @ 90 Deg Sc 52 -30 15-00-12 Vert J17C @ 90 Deg BC 52 -30 17-00-12 Vert J17C @ 90 Deg BC 52 -30 19-00-12 Vert J17C @. 90 Deg , BC 52 -30 21-00-12 Vert J17C @ 90 Deg BC 51 -34 23-00-12 Vert J17A @ 90 Deg BC 25 0 24-11-04 Vert J17T @ 90 Deg SC 25 0 26-11-04 Vert J17T @ 90 Deg BC 25 0 28-11-04 Vert J17T @ 90 Deg ' BC 25 0 30-11-04 Vert J17T @ 90 Deg BC 25 0 32711-04 Vert J17T @ 90 Deg BC -67 0 34-10-08 Vert J3A @ 45 Deg BC 25 0 34-11-04 Vert J17T @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. BC 2x6, 2-row(s) of 10d Nails (0.120" dia, x 2-7/8" min.) @ 12.0" o.c. WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. WB 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. Notes 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. Illlllllll// S0''�, .` oCENSF' * o.7493 coA #a000sS/OVAL I�i2s/2o19 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 suppried by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8 General 2018. 9. 0.105 Notes page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector s Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specked 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; CSHe1p@atrongtie.com Project Name: 00386-Testa Residence -2469 Johnston Rd Oty: 1 Truss: D1 Customer: John Testa SID: 0000465953 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 6-4-0 6-4-0 4-8-0 4-8-0 3-4-0 1-4-0 4-0-0 4-0-0 5-0-0 2-4-0 8-8-0. 15-0-0 19-8-0 24-4-0 27-8-0 31-0-0 35-0-0 39-0-0 44-0-0 1 2 3 4 5 6 7 8 9 10 11 12 4x4= 3x4= 2x4 3x8 4x6 3x4. -6/12 6/12 3x6 3x4% 0 SxSa i n V 3x4% 3x4= 4-3 4x6 v x 3x4= 3x8 4x6 x12 3x10 4x6 3x8 5x7 3x8 2x4 1459# 1459# 1459# 1270# 1459# 1459# 1527# 2-4-0 6-4-0 fi-4-0 9-4-0 3-4-0 3-4-0 4-0-0 4-0-0 5-0-0 2-4-0 8-8-0 15-0-0 24-4-0 27-8-0 31-0-0 35-0-0 39-0-0 44-0-0 ' 1 13 14 15 16 17 18 19 20 21 22 23 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1-0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 O.C. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary ...Mem--- Ten comp .CSI- Deflection Summary TC 2x4 SP (ALSC6-2013) #2 12-23 114 76 0.01 TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) 02 Reaction Summary Vert LL L/360 L/999(-0.06) 20-21 Webs 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.06) 20-21 2x6 SP (ALSC6-2013) #2 13-2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/999(-0.11) 20-21 22-11 13 2-04-00 984 499 08-00 00-12 SPF 425 Harz LL 0.75in ( 0.01) @Jt22 2x8 SP (ALSC6-2013) #2 17-7 17 24-04-00 6337 3574 08-00 05-00 SPF 425 Harz CR 1.25in ( 0.02) @Jt22 22 39-00-00 6374 3466 08-00 05-00 SPF 425 Cant CR L/120 L/999( 0.00) 1-13 Member Forces Summary Max Horiz = -328 / +368 at Joint 13 Cant CR L/120 L/999( 0.04) 22-23 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 Vert CR and Harz CR are the vertical and 1- 2 109 136' 0.29 Loads Summary' horizontal deflections due to live load 2- 3 764 992 0.52 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 3- 4 561 632 0.51 live load occurring at [23-00-00] using a 1.00 Full and,,0.00 Reduced due to dead load, computed as Defl LL + 4- 5 580 579 0.33 load factor. (Kcr - 1) x De£1_DL in accordance with 5- 6 639 480 0.19 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 5- 7 264 44 0.20 Dead Loads may be slope adjusted: > 12.0/12 7- 8 264 44 8- 9 1272 2001 0.20 0.16 Concentrated Loads - Based on Live Load Bracing Data Summary 9-10 1911 3328 0.29 Domain Load Uplift Location Dir Description Transfer loads: ------------ Bracing,Data------------ 10-11 2072 3694 0.44 BC 1459 -834 26-03-04 Vert B6 @ -90 Deg Chords; continuous except where shown 11-12 245 276 0.27 BC 1459 -805 28-03-04 Vert 35 @ -90 Deg Web Bracing -- None 12-OH 3 0 0.00 BC 1459 -805 30-03-04 Vert B4 @ -90 Deg BC 1-13 107 68 0.09 BC 1459 -805 32-03-04 Vert B3 @ -90 Deg Plate offsets(X, Y): .13-14 385 368 0.09 BC 1459 -805 34-03-04 Vert B2 @ -90 Deg (None unless indicated below) 14-15 816 474 0.19 BC 1527 -853 36-02-08 Vert, B1 @ -90 Deg Jnt8(0,-00-08), Jnt9(0,-00-08), 15-16 206 116 0.16 ,HC 1270 -740- 38-03-04 Vert A14 @ -90 Deg Jntl3(0,-00-10), Jntl7(0,-00-15), 16-17 206 116 0.39 Jnt20(0,-00-11), Jnt21(0,-01-00), 17-18 2001 1039 0.57 Jnt22(0,-00-03) 18-19 2899 1456 0.64 2-PLY TRUSS Fastener Spacing 19-20 2899 1456 0.74 Fasten each ply to the adjacent ply as follows(rows staggered): 20-21 3251 1654 0.92 TC, 1-row(s) of 10d Nails (0.120" dia. x 2-718" min.) @ 12.0" o.c. \\\►11111// 21-22 380 229 22-23 24 22 0.66 0.39 BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8-min.) @ 12.0" o.c.** WB, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. \\ ! \\\( 0 L r••I: `, 23-OH 0 0 Web 2-13 941 856 0.00 0.06 WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c. ** Use additional fasteners of the same type within +/-12" of the \\ V� ••• ,• Q /// • •.ti indicated hangers NAv �CENS `.-•-•� F ' 2-14 795 553 3-14 127 30 0.09 0.01 location(s) (except where approved are used with fasteners that transfer the load to all plies): i -•• 3-15 585 533 5-15 153 69 0.06 0.01 HC:26-03-04, 5, BC:28-03-04, 5, BC:30-03-04, 5 ` o. 7493 _ 6-15 519 436 0.07 BC:32-03-04, 5, BC:34-03-04, 5, BC:36-02-0e, 6 6-17 844 856 0.14 BC:38-03-04, 4 - 7� 7-17 324 269 0.01' 8-17 3079 5099 9-'18 4472 2579 0.70 0.50 Notes <i✓ ' 1z 9-18 1336 2175 9-20 3166 1774 0.31 0.35 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees OT ., ST . OF _\ ••.�`� P, 10-20 442 555 10-21 414 333 0.05 0.04 Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those .,••, // �(� ....... •�� \\ 11-21 4281 2357 0.48 joints. 11-22 2984 4750 0.19 COA 930003//11111110\12612019 12-22 364 212 0.03 " 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates � Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the `Important Information $ General 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specked plate size is followed by a'48' which indicates an 18 gauge plate, or'S# 18% which indicates a high tension 18 gauge plate. _ CSHelp@strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: D2 Customer: John Testa SID: 0000465954 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-�-4-0 5-4-0 5-4-0 5-8-0 5-8-0 8-8-0 6-0-0 5-0-0 2-4-0 7-8-0 13-0-0 18-8-0 24-4-0 33-0-0 39-0-0 44-0-0 1 2 3 4 5 6 7 8 9 10 4x4= 3x6 3x4= 2x4 4'X6 -6/12 6/12 3x4% rn 3x4. 0 ° 3x4% 3x4= 4-3 3x6 v X x 3x4= 3x4= 3x6 3x4= x10 3x6 3x4= 414= Zx4 2-4-0 5-4-0 5-4-0 5-8-0 5-8-0 8-8-0 6-0-0 5-0-0 2-4-0 7-8-0 13-0-0 18-8-0 24-4-0 33-0-0 39-0-0 44-0-0 1 11 12 13 14 15 16 17 18 19 20 - 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1-25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies. 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind -Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf ' Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.13) 16-18 Webs 2x4 SP (ALSC6-2013) #2 11 2-04-00 1047 549 08-00 01-10 SPF 425 Vert DL L/120 L/999(-0.13) 16-18 2x6 SP (ALSC6-2013) #2 11-2 16 24-04-GO 1485 832 08-00 02-05 SPF 425 Vert CR L/240 L/655(-0.26) 16-18 16-7 19-9 19 39-00-00' 1054 513 08-00 01-10 SPF 425 Horz'LL 0.75in ( 0.01) @Jt19 Max Horiz = -287 / +329 at Joint it Horz CR 1.25in ( 0.02) @Jt19 Member Forces. Summary Cant CR L/120 L/999( 0.01) 1-11 ...Meru Ten Comp .0.00 Cant CR L/120 L/999(-0.04) 19-20 TC OH- 1 5 0 0.00CSI. 1 Loads Summary 1- 2- 144 182 0.38 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 2- 3'852 1034 0.66 live load occurring at [23-00-001 using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load' 3- 9 806 840 0.65 load factor. plus the creep component of deflection 4- 5 620 482 0.42 due to dead load, computed as Defl LL + See La Report for loading combinations and additional details. 5- 6 620 482 0.44 (Kcr Dead Loads may be slope adjusted: > 12.0/12 Loads - 1) x Defl_DL in accordance with 6- 7 191 82 0.93 ANSI/TPI 1. , 7- 8 191 82 0.93 8- 9 271 435 0.66 9-10 334 358 0.62 Notes Bracing Data Summary 10-OH 3 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing Data ------------ BC 1-11 176 100 0.22 degrees Chords; continuous except where shown 11-12 330 312 0.22 Plates located at TC pitch breaks meet the prescriptive minimum size ------- Web Bracing'-- CLR----------- 12-13 863 560 0.39 requirement to transfer unblocked diaphragm loads across those Single: 4-15 6-16 16- 8 13-14 681 328 0.37 - joints. Continuous Restraint Bracing Req'd 14-15 681 328 0.38 Continuous Lateral Restraint (CLR) rows require diagonal bracing per See BCSI-133 3.0 15-16 482 261 0.64 D-WEBCLRBRACE- Alternatively, see D-WEBREINFORCE. 16-17 325 42 0.61 Plate offsets (X, Y): 17-18 325 42 0.66 (None unless indicated below) 18-19 461 304 0.62 Jntll(0,-00-11), Jntl6(0,-00-07), 19-20 33 31 0.24 Jntl9(0,-00-12) 20-OH 0 0 0.00 Web 2-11 993 942 0.12 2-12 941 722 0.29 3-12 222 110 0.04 \\\ 1, •\ av`L H• S �• - /�j 3-13 375 345 0.22 " 4-13 327 172 0.12 \\ �` ;.••"' •., Q •• \\ �.• �/ icervs \' i 4-15 305 332 0.11 6-15 333 171 0.13 • •' 6-16 731 932 0.29 * ' 7-16 618 499 0.29 o. 7493 _ 8-16 285 376 0.20 8-18 261 142 0.10 _ 1 - 7[ 9-18 572 308 0.22 9-19 932 895 0.13 10-19 439 242 0.10 `Z :[/ 441 10-20 83 101 0.02 Q� •. ST;= OF ` FL AID O G�=� ��NAL`4 COA #30003 1 j26/2019 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 Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio �. Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General . 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector °S# ' aelpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a %18• which indicates an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate. - eCSaelp@strongtie.com Project Narrle: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: D3 Customer: John Testa - SID: 0000465955 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 4-4-0 4-4-0 6-B-0 6-8-0 5-;0 ,5-4-0 4-0-0 5-0-0 r i 2-4-0 6-8-0 11-0-0 17-8-0 24-4-0 29-8-0 35-0-0 39-0-0 44-0-0 1 2 3 4 5 6 7 8 9 10 11 4x4= 3x6 3x6 2x4 3x4= 4x4= 6/12/,[;i; 3x4% rn 0 Z 2x4 3x4 4-3 3x6 E9 3x4i 3x4= 3x6 3x4= x10 3x6 3x4= 3x4= 3xki - 2x4 2-4-0 8-8-0 6-8-0 6-8-0 5-4-0 5-4-0 4-0-0 5-0-0 2-4-0 11-0-0 17-8-0 24-4-0 29-8-0 35-0-0 39-0-0 44-0-0 1 12 1 13 14 15 �16 17 18 19 20 21 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0)0 M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf , Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ---------,-----Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.11) 12-13 Webs 2x4 SP (ALSC6-2013) #2 ' 12 2-04-00 999 515 08-00 01-09 SPF 425 Vert DL L/120 L/999(-0.11) 12-13 2x6 SP (ALSC6-2013) #2 12-2 _ 16 24-04-00 1633 916 08-00 02-09 SPF 425 Vert CR L/240 L/999(-0.22) 12-13 16-7 20-10 20 39-00-00 960 462 08-00 01-08 SPF 425 Horz LL 0.75in ( 0.01) @Jtl6 Max Horiz = -240 / +281 at Joint 12 Horz CR 1.25in ( 0.02) @Jtl6 Member Forces Summary Cant CR L/120 L/999 ( 0.01) 1-12 ...Mem... Ten Comp .CSI. Cant CR L/120 L/999(-0.04) 20-21 TC OH- 1 5 0 0.00 Loads Summary 1- 2 94 255 0.28 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 2- 3 92 118 0.31 live load occurring at [23-00-00] using a 1.00 Full and-0.00 Reduced horizontal deflections due to live load 3- 4 765 868 0.43 load factor. plus the creep component of deflection 4- 5 607 552 0.73 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 5- 6 344 136 0.74 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 6- 7 344 136 0.51 ANSI/TPI 1. 7-8 344 136 0.51 8- 9 211 210 0.42 Notes 9-10 197 264 0.49 Bracing Data Summary 10-11 335 369 0.47 plates designed for Cq at 0,80 and Rotational ional Tolerance of 10.0------------Bracing Data ------------ 11-on 3 0 0.00 degrees Chords; continuous except where shown BC 1-12 251 60 0.5.6 Plates located at TC pitch breaks meet the,prescriptive minimum size ------- Web Bracing -- CLR----------- 12-13 769 504 0,65 requirement to transfer unblocked diaphragm loads across those Single: 4-15 5-16 13-14 722 312 0.65 joints. Continuous Restraint Bracing Req'd 14-15 722 312 0.47 Continuous Lateral Restraint (CLR) rows require diagonal bracing per See BCSI-B3 3.0 15-16 552 246 0.43 D-WEBCLRBRACE. Alternatively, see_D-WEBREINFORCE. 16-17 210 91 0.36 .Plate offsets(X, Y): 17-18 210 91 0.27 (None ' unless indicated below) 18-19 275 64 0.27 Jntl2(0,-00-11), Jntl6(0,-00-07), 19-20 478 320 0.22 Jnt20(0,-00-l0) 20-21 33 31 0.22 21-OH 0 0 0.00 Web 2-12 414 226 0.05 3-12 917 978 0.39 // 3-13 256 140 0.06 4-13 290 73 0.06 �\ (G``,.•••••. uQ •• v ' CENS �'' 4-15 217 229 0.09 �, F ' 5-15 386 70 0.08 ` 5-16 969 1116 0.35 * ' 7-16 440 351 0.12 o. 74939 8-16 499 614 0.56 8-18 222 0 0.05 y, - 7� 9-18 74 86 0.08 ' 9-19 263 229 0.12 10-19 469 270 0.11 ' :• 441 - •' GOF :(/\ 10-20 838 807 0.11 11-20 455 243 0.11 Q STD. •' 11-21 85 98 0.02 �''•••F��P" •.•' ��� / . G \\ S E� AL COA #30003 r r► 1 1 1 1 \4%26/2019 NOTICE A 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 Component Solutions the 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 solely for the truss component design shown. See the cover page and the "Important Information & General Truss Studio v Notes" page for additional information. All connector plates shall be manufacturedby Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9.0.105 plates are 20 gauge, 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. n e _ Belpdesk: 1-866-252-8606 _ o CSHelp@strongtie.com Project Name: 00386-Testa Residence - 2469 Johnston Rd Qty: 1 Truss: 04 Customer: John Testa SID: 0000465956 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-9-4-0 6-8-0 5-1-5 5-1-5 5-1-5 6-4-0 6-4-0 2-0-0 5-0-0 2-4-0 9-0-0 14-1-5 19-2-11 24-4-0 30-8-0 37-0-0 39-0-0 44-0-0 1 2 3 4 5 6 7 8 9 10 11 4x6 3x4= 3x4= 3x6 2x4 3x4= 4x4= -6/12 6/12 3x4c M 3x41--' 3x4= v 4_3 3x6 v X x 3x4= 3x4= 3x6 3x4 x10 3x6 3x4= 3x4 3x41 2x4 2-4-0 5-1-5 5-1-5 5-1-5 6-4-0 6-4-0 2-0-0 5-0-0 2-4-012 9-0-0 14-1-5 2-11 24-4-0 30 37-0-0 44-0-0 1 13 14 15 16 17 18 19 289-0-0 22 F 44-0-0 Plates --- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FHC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof.: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge:•No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)-------------=^- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.04) 12-13 Webs 2x4 SP (ALSC6-2013) 02 12 2-04-00 973 505 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.05) 12-13 2x6 SP (ALSC6-2013) #2 12-2 17 24-04-Od 1698 942 08-00 02-11 SPF 425 I Vert CR L/240 L/999(-0.09) 12-13 17-7 21-10, 21 39-00-00 941 447 08-00 01-06 SPF 425 Horz LL 0.75in ( 0.01) @Jtl7 Max Horiz = -192 / +234 at Joint 12 Horz CR 1.25in ( 0.02) @Jt17 Member Forces Summary Cant CR L/120 L/999 ( 0.01) 1-12 ...Mem... Ten Comp .CSI. Cant CR L/120 L/999(-0.05) 21-22 TC OH- 1 5 0 0.00 Loads Summary 1- 2 106 102 0.75 This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and 2- 3 711 937 0.86 live load occurring at [23-00-001 using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load 3- 4 763 787' 0.41 load factor. plus the creep component of deflection 4- 5 391 372 0.36 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 5- 6 548 342 0.44 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 6- 7 548 342 0.53 ANSI/TPI 1. 7- 8 548 342 0.70 8- 9 209 9-10 144 281 125 0.61 0.43 Notes Bracing Data Summary 10-11 336 366 0.43 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 .------------Bracing Data ------------ 11-0H 3 0 0.00 degrees Chords, continuous except where shown BC 1-12 130 59 0.32 Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None 12-13 262 278 0.32 requirement to transfer unblocked diaphragm loads across those 13-14 751 384 0.43 joints. Plate offsets ( 14-15 787 381 0.31 (None unless indicated below) di i 15-16 787 381 0.31 Jntl2(0,=00-11), Jntl7(0,-00-07), 16-17 372 152 0.50 Jnt2l(0,-00-09) 17-18 281 141 0.49 ' 18-19 281 141 0.47 19-20 363 141 0.45 20-21 477 324 0.27 21-22 33 31 0.21 • 22-OH 0 975 Web 2-13 0 7 0.00 \\\`,U 700 3-13 148 39-12 6 0.28 0.03 \�.`y`G �� / 3-14 99 4-14 188 124 12 0.09 0.04 ` 4-16 497 572 0.41 ` 5-16 483 279 0.11 �• 7�93 _ 5-17 984 7-17 425 1179 342 0.84 0.08- - 8-17 622 793 0.74 8-19 211 9-19 284 26 171 0.04 0.17 _ 9-20 323 341 0.12 Q� •. SF • �C�p-'•, 10-21 797 810 0.12 i/ G\�� �••.. 11-21 455 240 0.11 .. � 11-22 85 93 0.02 COA #30003s /OjfNAL ,\4/2612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ®: Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General 2018. 9. 0.105 2018.9.0.Helpciesk: Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. Al connector plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, ar'S# 18", which indicates a high tension 18 gauge plate. y 1-866-252-8606 - _ ,,: CSHelp@strongtie.com PI;oJect Name: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: D5 Customer: John Testa SID: 0000465957 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 2 2-Ply � 0,-32-4-0 4-8-0 5-4-0 5-4-0 5-4-0 5-4-0 5-4-0 5-4-0 5-0-0 F 2-4-0 ~ 7-0-0 12-4-0 17-8-0 23-0-0 28-4-0 33-8-0 39=0-0 44-0-0 1 2 3 4 5 6 7 8 9 10 12# 118# 11�8# 11b8# 11b8# # llb6# 11b83 �1 8# 118# 118# 118# 118# 118# 118# 1 8# 118# 118# 12# -6/12 1/12 5x7 3x11 b bW b b 3x4=b b 3x4- b b 15x7 . m c 3x8 Sx5 ^' 4-3 4x6 v 3x8 x 3x8 3x8 5x5= 3x4= 3x8 5x7 3x8 4x6 8„ -74# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# 42# -74# 2-4-0 4-8-0 5-4'-0 5-4-0 5-4-0 5-4-0 5-4-0 5-4-0 5-0-0 2-4-0 7-0-0 12-4-0 17-8-0 23-0-0 28-4-0 33-8-0 39-0-0 44-0-0 1 11 12 13 14 15 16 17 18 19 20 44-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' ' Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies.: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit �Actual(in) Location 2x6 SP (ALSC6-2013) #2 3-6 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.40) 16-17 6-9 11 2-04-00 3203,2948 08-00 02-08 SPF 425 Vert DL L/120 L/999(-0.33) 16-17 BC 2x6 SP (ALSC6-2013) 42 20 43-08-06 3020 2847 08-00 02-06 SPF 425 Vert CR L/240 L/673(-0.72) 16-17 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz - -133 / +173 at Joint 11 Horz LL 0.75in ( 0.07) @Jt20 2x6 SP (ALSC6-2013) #2 11-2 Horz CR 1.25in ( 0.12) @Jt20 2x8 SP (ALSC6-2013) #2 20-10 Cant CR L/120 L/399( 0.06) 1-11 Loads Summary Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and ..Mem... Ten Comp .CSI. live load occurring at (23-00-001 using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load TC OH- 1 6 0 0.00 load factor. plus the creep component of deflection 1- 2 219 196 0.31 See Loadcase Report loading combinations and additional details. due to dead load, computed as Defl_LL + 2- 3 4713 4260 0.72 .for Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 3- 4 8163 7181 0.70 Concentrated Loads - Based on Live Load ANSI/TPI 1. 4- 5 10535 9301 0.88 Domain Load Uplift Location' Dix Description ' 57 6 11271, 9954 0.88 Transfer loads: 1 6- 7 11271 9954 0.89 TC 118 -214 7-00-12 Vert J17 @ 90 Deg Bracing Data Summary 7- 8 10507 9267 0.88 TC 12 -23 7-01-08 Vert J3 @ 135 Deg ------------Bracing Data ------------ 8- 9 8219 7204 0.73 TC 118 -214 9-00-r2 Vert J17 @ 90 Deg Chords; continuous except where shown 9-10 4819 4314. 0.76 TC 118 -214 11-00-12 Vert J17 @ 90 Deg Web Bracing -- None 10-OH 8 0 0.00 TC 118 -214 13-00-12 Vert J17 @ 90 Deg BC 1-11 216 197 0.12 TC 118 -214 15-00-12 Vert J17 @ 90 Deg Plate offsets (X,l): 11-12 215 316 0.12 ' TC 118 -214 17-00-12 Vert JO @ 90 Deg (None unless indicated below) 12-13 3743 4030 0.40 TC 118 -214 19-00-12 Vert J17 @ 90 Deg Jnt3(00-03,-00-05), Jnt6(0,02-00),, 13-14 7181 7903 0.70 TC 118 -214 21-00-12 Vert J17 @ 90 Deg Jnt9(-00-03,-00-05),Jntll(0,-01-12), 14-15 7181 7963 0.67 TC 118 -214 23-00-00 Vert J17 @ 90 Deg Jntl2(-00-08,0), Jntl3(-00-08,0), 15-16 9301 10275 0.85 TC 118 -214 24-11-04 Vert J17 @ 90 Deg Jntl7(0,-02-00),,Jntl8(00-08,0), 16-17 9314 10311 0.86 TC 118 -214 26-11-04 Vert J17 @ 90 Deg Jnt20(0,-00-12) 17-18 7204 7959 0.70 TC 118 -214 28-11-04 Vert J17 @ 90 Deg 18-19 3810 4153 0.40 TC 118 -214 30-11-04 Vert J17 @ 90 Deg 19-20 25 23 20-OH 0 0 �0.00 0.09 TC '118 -214 32-11-04 Vert J17 @ 90 Deg Web 2-11 3516 3047 0.22 TC 118 -214 34-11-04 TC 118 -214 36-11-04 Vert J17 @ 90 Deg Vert J17 @ 90 Deg \\\ N� L 1 7• S /// 2-12 3677 4032 3-12 995 721 0.41 0.08 TC 12 -23 38-10-08 Vert J3 @ 45 Deg \ �• .••'•'• ., Q / \ / / �,•\CiEI�$`C •••,• ' TC 118 -214 38-11-09 Vert J17 @ 90 Deg 3-13 3998 4997 4-13 3998 4497 4-15 2517 2811 0.95 0.45 0.28 BC 42 -13 7-00-12 BC -74 0 7-01-08 BC 92 -13 9-00-12 Vert J17 @ 90 Deg Vert J3 @ 135 Deg Vert J17 @ 90 Deg �. /• -•• �' o. 74931 5-15 1496 1108 0.13 BC 42 J1 -13 11-00-12 Vert J17 @ 90 Deg 5-16 1172 871 6-16 951 611 0.13 0.08 BC 42 -13 13-00-12 Vert J17 @. 90 Deg _ 7-16 1235 829 0.19 BC 92 -13 15-00-12 Vert J17 @ 90 Deg Vert 7-17 1480 1102 B-17 2464 2734 0.13 0.28 BC 42 -13 17-00-12 BC 42 -13 19-00-12 BC 42 -13 21-00-12 J17 @ 90 Deg Vert J17 @ 90 Deg Vert J17 @ 90 De ,II •• p' F W 8-18 2343 1851 0.20 BC 42 -13 23-00-00 g Vert J17 @ 90 Deg Q STtJF �,(\�'•,.F( 9-18 3940 4419 9-19 975 699 0.44 0.08 BC 92 -13 24-11-04 Vert J17 @ 90'Deg / P.•,•'• / ` � p / •.,r,•... •�� 10-19 3905 4278 0.49 BC 42 -13 26-11-04 BC 42 -13 28-11-04 Vert J17 @ 90 Deg Vert J17 @ 90 Deg / \\ / S�/1 \\\ 10-20 3380 2999 0.17 BC 92 -13 30-11-04 Vert J17 @ 90 Deg COA 030003///I AL \\4/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building. Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information $ General . 2018.9. 0.105 Notes' page for additional informabon,All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n. tl tl aelpdesk: 1-866-252-8606 plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or •S# 18", which indicates a high tension 18 gauge plate. - _ .� CSaelp@strongtie-com P(oJect Narrie: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: D5 Customer: John Testa SID: 0000465957 TID: 84004 Date: 04 / 26 / 19 Truss Mir. Contact: Rick Mills Page: 2 of 2 BC 42 -13 32-11-04 . Vert J17 @ 90 Deg BC 42 -13 34-11-04 Vert J17 @ 90 Deg BC 42 -13 36-11-04 Vert J17 @ 90 Deg BC -74 0 38-10-08 Vert J3 @ 45 Deg BC 42 -13 38-11-04 Vert J17 @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. W.S, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" 0.0. WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7./8" min.) @ 9.0" o.c. Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meetithe prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. L H- o.7493 Q ST F OF <441: F<O DP.•' G�=� u COA #30003 / �NAL 0,2s/zo1 s NOTICE A 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 Component Solutions the TrussManufacturerand relies upon the accuracy and completeness of the information set forth by the Building Designer. A sea[on this drawing indicates Truss Studio V acceptance of professional engineering'responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All oonnedor 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. ° I _ Helpdesk: 1-866-252-8606 CSHelp@strongtie.com � Ptoject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: E7 Customer: John Testa SID: 0000465958 TID: 84004 Date: 04 / 25 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 7-0-0 4-4-0 4-4-0 7-0-0 7-0-0 11-4-0 15-8-0 22-8-0 3x6 3x4= 3x6 2x4 4x6 5x7 2x4 71 -0 ' 8-8-0 7-0-0 7-0-0 15-8-0 22-8-0 6 7 8 9 22-8-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 PSF Live Dead Bur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 40.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #1 2x4 SP (ALSC6-2013) #2 2-4 BC 2x9 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC OR- 1 3 0 0.00 1- 2 986 1188 0.62 2- 3 1043 987 0.55 3- 4 1043 987 0.55 4- 5 986 1188 0.82 5-OH 3 0 0.00 BC OH- 6 0 0 0.00 6- 7 180 177 0.64 7- 8 1090 775 0.80 8- 9 33 31 0.64 9-OH 0 0 0.00 Web 1- 6 810 854 0.16 1- 7 1001 702 0.53 2- 7 249 0 0.05 3- 7 216 204 0.13 3- 8 216 204 0.13 4- 8 249 0 0.05 5- 8 1001 702 0.53 5- 9 810 854 0.16 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: -No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No -------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L= 0.0 £t B = 0.0 ft M.R.H(h) - 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC - 5.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary ------- =------Reaction Summary(Lbs)---------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 6 01-12 906 586 01-08, HGR. SPF 565 9 22-06-04 906 586 01-08 HGR SPF 565 Max Horiz = -193 / +193 at Joint 6 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-04-001 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees I Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. ----=--Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.12) 7- 8 Vert DL L/120 L/999(-0.15) 7- 8 Vert CR L/240 L/987(-0.27) 7- 8 Horz LL 0.75in ( 0.01) @Jt 9 Horz CR 1.25in ( 0.02) @Jt 9 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as'Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below). Jnt6(0,-00-14), Jnt8(0,-01-00), Jnt9(0,-00-14) I L H. S0'%. * ' o. 7493 * _ * - Q ST�� OF �j %FSS� • ....... COA #30003 � / �Np1L 1 V/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the infonnaticn,set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely far the truss component design shown. See the cover page and the 'Important Information 8 General • 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n 6 Helpdesk: 1-866-252-8606 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. < Csgelp@etrongti252 PSoject Name: 00386- Testa Residence - 2469 Johnston Rd Qty.- 1 Truss: E2 Customer: John Testa SID: 0000465959 TID: 84004 Date: 04 / 26 / 19 truss Mfr. Contact: Rick Mills Page: 1 of 1 5-0-0 4-2-11 4-2-11 4-2-11 5-0-0 5-0-0 9-2-11 13-5-5 17-8-0 22-8-0 1 2 3 4 5 6 12# 118# 12# 11�8# 11�8# 14x6= 118 1 1 # 1 # 6/12 � 3x6 -6/12 4x6 4x6 M 0 5x5= 5x5= M v 3x6 5x10 2x31( 3x4= 4x6 5x10 3x6 -74# -74# 42# 42# 42# 42# 42# 42# 42# 42# 5-0-0 4-2-11 4-2-11 4-2-11 5-0-0 r 1 1 5-0-0 9-2-11 1 1 13-5-5 17-8-0 22-8-0 7 J 8 9 10 11 12 13 J r 22-8-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S51 or AS16S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0) M. R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #1--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC /2x6 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.10) 9-10 Webs 2x4 SP (ALSC6-2013) #2 7 01-12 1532 1516 01-08 HGR SPF 565 Vert DL L/120 L/999(-0.08) 9-10 13 22-06-04 1532 1516 01-08 HGR SPF 565 Vert CR L/240 L/999(-0.18) 9-10 Member Forces Summary Max Horiz = -140 / +140 at Joint 7 Horz LL 0.75in ( 0.03) @Jtl3 ..Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.04) @Jt13 TC OH- 1 3 0 0.00 1- 2 2419 2139 0.70 Load's Summary Vert CR and Horz CR are the vertical and 2- 3 2276 1857 0.74 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 3368 2803 0.87 live -load occurring at [11-04-003 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 2277 1857 0.73 load factor. due to dead load, computed as Defl LL + 5- 6 2420 2140 0.70 (Kcr See Loadcase Report for loading combinations and additional details. �pNSi/TPI - 1) x Defl_DL in accordance with 1. 6-OH 3 0 0.00 Dead Loads may be slope adjusted: > 12.0/12 BC OH- 7 0 0 0..00 Concentrated Loads - Based on Live Load ' 7- 8 131 129 0.10 8- 9 2805 3096 0.56 Domain Load Uplift Location Dir Description Bracing Data Summary 9-10 2805 3096 0.57 Transfer loads: TC 118 -214 5-00-12 Vert J17 @ 90 Deg ------------Bracing Data ------------ 10-11 2803 3090 0.56 TC 12 -23 5-00-12 Vert J3 @ 135 Deg Chords; continuous except where shown 11-12 2803 3090 0.55 TC 118 -214 7-00-12 Vert 'J17 @ 90 Deg Web Bracing -- None 12-13 24 22 0.10 ) TC 118 -214 9-00-12 Vert J17 @ 90 Deg 13-OH 0 0 0.00 TC 118 -214 11-00-12 Vert J17 @ 90 Deg Plate offsets(X, Y): Web 1- 7 1707 1481 0.31 TC 118 -214 11-07-04 Vert J17 @ 90 Deg (None unless indicated below) 1- 8 1903 2072 0.76 TC 118 -214 13-07-04 Vert J17 @ 90 Deg Jnt7(0,-01-12), Jntl3(0,-01-12) 2- 8 466 400 0.10 TC 118 -214 15-07-04 Vert J17 @ 90 Deg ' 3- 8 1402 1211 0.55 TC 118 -214 17-07-04 Vert J17 @ 90 Deg 3- 9 255 3 0.05 TC 12 -23 17-07-04 Vert J3 @ 45 Deg 3-10 339 342 0.15 BC 42 -13 5-00-12 Vert J17 @ 90 Deg 4-10 393 25 0.09 BC -74 0 5-00-12 Vert J3 @ 135 Deg 4-12 1394 1208 0.55 BC 42 -13 7-00-12 Vert J17 @ 90 Deg 5-12 466 399 0.10 BC 42 -13 9-00-12 Vert J17 @ 90 Deg 6-12 1903 2073 0.76 BC '42 -13 11-00-12 Vert J17 @ 90 Deg \\lillli►// 6-13 1707 1481 0.31 BC 42 -13 11-07-04 BC 42 -13 13-07-04 Vert J17 @ 90 Deg Vert J17 @ 90 Deg \NuL H. s+�''�., BC 42 -13 15-07-04 Vert J17 @ 90 Deg.•" '•. o ' BC 42 -13 17-07-04 Vert J17 @ 90 Deg •'' \,\CENSF'•. N� BC -74 0 17-07-04 Vert J3 @ 45 Deg * Notes o.7493 - _ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0_- degrees located TC breaks the Plates at pitch meet prescriptive minimum size requirement totransferunblocked diaphragm loads across those joints. ST.A OF / W COA ft30003 111 1 \ \4%2612019 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. Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptanceof professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General 201a. 9.0.105 2018. Notes- page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector `a h Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a ° 1B" which indicates an 18 gauge plate, or'S# 18", which indicateshigh tension 18 gauge plate. - o CsHelp@stzongtio.com Project Name: 00386-Testa Residence -2469 Johnston Rd ftty: 2 Truss: E3 Customer: John Testa SID: 0000465960 TID: 84004' Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-6•-0 I 2-6-0 2-6-0 5-0-0 1 2 3 2x3i 6/12 M M ei 3x411 0 f m m m i 3x6 3x8 3.8 8" 1532# 906# 2-6-0 0 2-6-0 2-6-0 5-0-0 4 5 6 5-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2-0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) #1 Jot--X-Loc- React =Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.02) 4- 5 Webs 2x4 SP (ALSC6-2013) , #2 4 02-12 1810 1587 08-00 02-13 SPF 425 Vert DL L/120 L/999(-0.01) 4- 5 2x6 SP (ALSC6-2013) #2 4-1 6 4-10-04 1027 838 03-00 HGR SPF 565 Vert CR L/240 L/999(-0.03) 4- 5 Max Horiz = -121 / +238 at Joint 4 Horz LL 0.75in ( 0.00) @Jt 6 Member Forces Summary Horz CR 1.25in ( 0.00) @Jt 6 ...Mem-.. Ten comp' .CSI. TC OH- 1 6 0 0.00 Loads Summary Vert CR and Horz CR are the vertical and 1- 2 853 1009 0.32 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load .2- 3 78 124 0.18 live load occurring at [5-00-001 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 3-OH 0 3 0.00 load factor. due to dead load, computed as Defl LL + BC OH- 4 0 0 0.00 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 4- 5 ill 226 0.53 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. 5- 6 878, 768 0.33 Concentrated Loads - Based on Live Load 6-0H 0 0 0.00 Domain Load Uplift Location Dir Description Web 1- 4 817 927 0.10 Transfer loads: Bracing Data Summary 1- 5 971 738 0.22 BC 1532 -1517 1-00-12 Vert E2 @ 90 Deg ------------Bracing Data ------------ 2- 5 1107 909 0.25 BC 906 -587 3-00-12 Vert EL @ 90 Deg Chords; continuous except where shown 2- 6 1184 1204 0.21 Web Bracing -- None 3- 6 93 70 0.27 Notes Plate offsets (X, Y): Plates designed for.Cq at 0.80 and Rotational Tolerance of 10.0 (None unless indicated below) degrees Jnt4(0,-01-03), Jnt5(0,-00-09)', Plates located at TC pitch breaks meet the prescriptive minimum size Jnt6(0,-00-05) requirement to transfer unblocked diaphragm loads across those joints. \IIIIIlllll//�, L H: S '%. ` * * '_ 0. 7493 __ SOFT.tt��F �� Q 1� \� QN/4L COA #30003 11 11 `/26/2019 NOTICE A 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 Component Solutions the 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 solely for the truss component design shown. Seethe cover page and the "Important Information & General ,®,Truss Studio Studio V Notes7 page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9.0.105 9 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. . Bel 1-e66-252-8606 _aCSNelp@strongtie.com Ptgject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: F1 Customer: John .Testa SID: 0000465961 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 3-10-0 -10-0. 3110-0 I 3-140- I 1-13-10-0 7-8-0 -0 --0 1 2 3 4 5 r 3x4= 6/12 -6/12 3x4% 3x4. ,m N ^ 3x4= 3x4= �43x6 3x6� , 4x4= 3x8 4x4= 203# 203# 203# 203# 203# 203# 203# 3-10-0 3-10-0 3-10-0 I 3-10-0 I 3-10-0 7-8-0 11-6-0 15-4-0 6 7 8 9 10 J r 15-4-0 r Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B'= 0.0 ft 200 lb BC Accessible Ceiling: No Total. 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf , Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x6 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/-360 L/999(-0.03) 7- 8 Webs 2x4 SP (ALSC6-2013) #2 6 02-12 1317 669 08-00 02-01 SPF 425 Vert DL L/120 L/999(-0.03) 7- 8 2x6 SP (ALSC6-2013) 42 6-1 10 15-01-04 1330 673 08-00 02-01 SPF 425 Vert CR L/240 L/999(-0.07) 7- 8 10-5 Max Horiz = -177 / +177 at Joint 6 Horz LL 0.75in ( 0.01) @Jt10 Horz CR 1.25in ( 0.01) @Jt10 Member Forces Summary ..Mem... Ten comp .CSI. Loads Summary Vert CR and Horz CR are the vertical and TC OH- 1 6 0 0.00 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 1- 2 980 1546 0.53 live load occurring at [7-08-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 2- 3 921 1271 0.52 load factor. due to dead load, computed as Defl LL + 3- 4 921 1271 0.52 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 4- 5 980 1544 0.53 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. 5-0H 6 0 0.00 Concentrated Loads - Based on Live Load BC OH- 6 0 0 0.00 6- 7 167 165 0.22 Domain Load Uplift Location Dir Description Bracing Data Summary 7- 8 1347 739 0.39 Transfer loads: BC 203 • -57 1-08-12 Vert J17C @ -90 Deg ------------Bracing Data ------------ 18- 9 1345 739 0.38 BC 203 -57 3-08-12 Vert J17C @ -90 Deg Chords; continuous except where shown 9-10 25 23 0.23 BC 203 -57 5-08-12 Vert J17C @ -90 'Deg Web Bracing -- None 10-OH 0 0 0.00 BC 203 -57 7-08-12 Vert J17C @ -90 Deg Web 1- 6 806 1178 0.10 BC 203 -57 9-08-12 Vert J17C @ -90 Deg Plate offsets(X,1): 1- 7 1405 798 0.31 BC 203 -57 11-08-12 Vert J17C @ -90 Deg (None unless indicated below) 2- 7 158 18 0.03 BC 203 -57 13-08-12 Vert J17C @ -90 Deg Jnt6(0,-01-02); JntlO(0,-01-02) 2- 8 335 412 0.14 3- 8 866 484 0.19 4- 8 334 392 0.13 Notes 4- 9 139 19 0.03 5- 9 1403 797 0.31 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 _ 5-10 806 1176 0.10 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. NVL H. S O'f�j ENSF * o.7493 ST F OFto Q . w COA #30003S�ONAL 1 \4 /2019 NOTICE A copy of this design shell be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. Aseal on this drawing indicates Component Solutions Studio acceptance of professional engineering res onsbili soles for the truss component design shown. See the cover page and the'Im 'Important Information & General p p 9 p tY y 9 y, 9 p Trues V r ur Notes" page for additional Information. All Connector plates shell be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9.0.105 plates are 20 gauge, unless the specked 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 . - Helpdesk: 1-866-252-8606 a CBBelp@strongtie, com Ptoject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: F2 Customer: John Testa SID: 0000465962 TID: 84004 Date: 04125 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 473 X 0T3 2-4-0 I 6-8-0 1 1-4-0 I 6-8-0 F 2-4-0 0T3 2-4-0 9-0-0 10-a-o 17-0-0 19-4-0 1 2 3 4 5 6 4x4= 4x4= 1 I 6-8-0 11-4-0I 6-8-0 2-4-0 17-0-0 19-4-04 L 7 8 9 10 11 6 19-4-0 Plates -- Simpson Strong -Tie 20 ga (AjS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 40.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 RC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 2x6 SP (ALSC6-2013) #2 7-2 11-5 Member Forces Summary ..Mem... Ten Comp .CSI. TC OH- 1 5 0 0.00 1- 2 105 101 0.77 2- 3 507 629 0.84 3- 4 577 471 0.37 4- 5 501 626 0.84 5- 6 104 105 0.77 6-OH 5 0 0.00 BC 1- 7 130 58 0.32 6-11 133 57 0.32 7- 8 230 214 0.32 8- 9 474 166 0.35 9-10 133 57 0.27 10-11 133 57 0.32 Web 2- 7 857 679 0.11 2- 8 413 209 0.15 3- 8 103 0 0.02 3- 9 149 139 0.04 4- 9 119 72 0.02 5- 9 406 196 0.14 5-11 850 674 0.10 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All.Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 5.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 7 2-04-00 782 553 08-00 01-04 SPF 425 11 17-00-00 782 553 08-00 01-04 SPF 425 Max Horiz - -172 / +172 at Joint 7 r Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [9-08-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loadingcombinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. 4-3 X -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.04) 9-11 Vert DL L/120 L/999(-0.05) 9-11 Vert CR L/240 L/999(-0.09) 9-11 Horz LL 0.75in ( 0.00) @Jtll Horz CR 1.25in ( 0.00) @Jtll Cant CR L/120 L/999( 0.01) 1- 7 Cant. CR L/120 L/999( 0.01) 11- 6 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl-DL in accordance with ANSI/TPI 1. Bracing Data'Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, l): ,,(None unless indicated below) Jnt7(0,-00-09), Jntll(0,-00-09) i�1i111Ij// �NUL H, 9 '//,� * ' o. 7493 QST 9: OF i SS.FC0RI1) COA #30003 0O / NAL 1 `4/26/2019 NOTICE A 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 Component Solutions the 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 Truss Studio V p P r 9 p y Po 9 y, g p .2018.9.0.105' Notes' page far additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n � Helpdesk: 1-866-252-8606 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. - a CBHelpsk: 1gtie.252 P(oject Name: 00386-Testa Residence-2469Johnston Rd Qty: 1 Truss: F3 Customer: John Testa SID: 0000465963 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 V 2-4-0 4-8-0 5-4-0 4-8-0 2-4-0 0-3 2-4-0 1 1 1 7-0-0 12-4-0 17-0-0 1 19 4 1 2 3 4 5 12# 118# 12# 11�8# 11�8# 1T 4x6 4x6 6/12 -6/12 0 3x6 3x6 r rn - 3x4= 3x4 4-3 4-3 4x4= 3x10 3x4 3x411 3x6 42# 42# 42# 42# -74# -74# 2-4-0 1 4-8-0 1 5-4-0 4-8-0 2-4-0 2-4-0 1 7-0-0 12-4-0 17-0-0 19-4-0 1 .L 7 8 9 10 11 6 J � 19-4-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2011/TPI-2014 -----------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-Condurrent 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 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x6 SP (ALSC6-2013) #2 3-4 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0-04) 8- 9 BC 2x4 SP (ALSC6-2013) #2 7 2-04-00 1088 1031 08-00 01-11 SPF 425 Vert DL L/120 L/999(-0.07) 8- 9 webs 2x4 SP (ALSC6-2013) #2 11 17-00-00 1088 1031 08-00 01-11 SPF 425 Vert CR L/240 L/999(-0.10) 8- 9 2x6 SP (ALSC6-2013) #2 7-2 Max Horiz = -129 / +129 at Joint 7 Horz LL 0.75in ( 0.01) @Jtll 11-5 Horz CR 1.25in ( 0.01) @Jtll Cant CR, L/120 L/999( 0.01) 1- 7 Member Forces Summary Loads Summary cant CR L/120 L/999 (-0.01) 11- 6 ..Mem... Ten Comp .CSI. This truss has been designed for the effects of an unbalanced top chord TC OH- 1 5 0 0.00 live load occurring at [9-08-00] using a 1.00 Full and 0.00 Reduced Vert CR and Horz CR are the vertical and 1- 2 173 191 0.36 load factor. horizontal deflections due to live load 2- 3 1203 1111 0.57 See Loadcase Report for loading combinations and additional details. plus the creep component of deflection 3- 4 1172 948 0.80 Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl LL + 4- 5 1212 1118 0.57 Concentrated Loads - Based on Live Load (Kcr - 1) x Defl_DL in accordance with 5- 6 174 198 0.36 Domain. Load Uplift Location Dir Description ANSI/TPI 1. 6-0H 5 0 0.00 Transfer loads: - BC 1- 7 192 126 0.13 TC 118 -214 7-00-12 Vert J17 @ 90 Deg ' 6-11 198 127 0.13 TC 12 -23 7-00-12 Vert J3 @ .135 Deg Bracing Data Summary 7- 8 192 126 0.32 TC 118 -214 9-00-12 Vert J17 @ 90 Deg ------------Bracing Data ------------ 8- 9 943 861 0.49 TC 118 -214 10-03-04 Vert J17 @ 90 Deg Chords; continuous except where shown 9-10 198 127 0.33 TC 118 -214 12-03-04 Vert J17 @ 90 Deg - Web Bracing -- None 10-11 198 127 0.13 TC 12 -23 12-03-04 Vert J3 @ 45 Deg Web 2- 7 1239 1011 0.15 SC 42 -13 7-00-12 Vert J17 @ 90 Deg Plate offsets(X,l): 2- 8 1035 1083 0.32 BC -74 0 7-00-12' Vert J3 @ 135 Deg (None unless indicated below) 3- 8 322 102 0.05 BC 42 -13 9-00-12 Vert J17 @ 90 Deg Jnt7(0,-01-00) 3- 9 177 169 0.11 BC 42 -13 10-03-04 Vert J17 @ 90 Deg ' 4- 9 316 136 0.05 BC 42 -13 12-03-04 Vert J17 @ 90 Deg 5- 9 1046 1100 0.32 BC -74 0 12-03-04 Vert J3 @ 45 Deg 5-11 1248 1018 0.15 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. \\\ 1L H• NV SO Plates located at TC pitch breaks meet the prescriptive minimum size \\ ! .. • • V �.•'• requirement to transfer unblocked diaphragm loads across those _\CENSF••.�/� i joints. * ' <7493 �(/.Q i '•.FCO DP.•'• \\ �SS/ONAL ECG COA #30003 �/ l if I I I I I 1\ \4i 6/2019 NOTICEA copy of this design shall be furnished to the erection contractor.The design of this Individual truss isbased on design criteria and requirements supplied by Component Solutions o the 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 solely for the truss component design shown. See the cover page and the "Important Information & General Truss Truss Studio Studio Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector . 2018.H.lp9.0.105 0. plates are 20 gauge, unless the specked 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 r • 1-866-252-8606 +. CsHelp@strongtxe.com PCo)ect Narrie: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: F4 Customer: John Testa SID: 0000465964 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 2 2-Pry � 2-4-0 2-8-0 3-1-5 3-1-5 3-1-5 3-0-0 2-4-0 5-0-0 8-1-5 11-2-11 14-4-0 17-4-0 1 2 3 4 5 6 7 84# 55# 55# 5 # 5 # 55# 5 # J l 84# -6/12 � 3x4= 2x3o 6/12 7x8= 5x10 5x7 6x6= rn 0 4x4= S4 m ^' 4-3 � Z 3x6 7x8= 5x10 7x8= 7x12 3x6 - 8 �• S� -63# 1897# 1900# 1905# 1905# 8# 8# 8# 1510# 8# 8# 8# 1905# 1905# 1506# " -63# 2-4-0 2-8-0 3-1-5 3-1-5 3-1-5 I '13-0-0 I 2-4-0 5-0-0 8-1-5 I I 11-2-11, 14-4-0 17-4-0 1 8 9 10 11 12 13 J F 17-4-0 J Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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:.0 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 S - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x6 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location 2x4 SP (ALSC6-2013) #2 1-3 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.14) 10-11 BC 2x6 SP (ALSC6-2013) DSS 8 2-04-00 8437 3858 08-00 06-10 SPF 425 Vert DL L/120 L/999(-0.15) 10-11 2x6 SP (ALSC6-2013) #2 12-13 13 17-00-06 7301 4251 08-00 05-12 SPF 425 Vert CR L/240 L/589(-0.28) 10-11 Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -49 / +86 at Joint 8 Horz LL 0.75in ( 0.02) @Jtl3 2x6 SP (ALSC6-2013) #2 8-2 Horz CR 1.25in ( 0.03) @Jtl3 2x8 SP (ALSC6-2013) #2 13-7 Cant CR L/120 L/476( 0.05) 1- 8 Loads Summary - Member Forces Summary This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and ..Mem... Ten Comp .CSI. live load occurring at [9-08-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load TC 1- 2 277 555 0.15 load factor. plus the creep component of deflection 2- 3 3560 7632 0.42 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL + 3- 4 5258 10912 0.42 Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with 4- 5 5118 10326 0.82 Concentrated Loads - Based on Live Load ANSI/TPI 1. 5- 6 5118 10326 0.79 Domain Load Uplift Location Dir Description 6- 7 3956 7622 0.38 User loads: 7-0H 8 0 0.00 BC 1510 -1238 16-07-12 Vert User -Defined @ 90 Deg Bracing Data Summary BC 1- 8 502. 224 0.17 Transfer loads: ------------Bracing Data ------------ 8- 9502 290 0.17 TC 55 -118 5-00-12 Vert J15 @ 90 Deg Chords; continuous except where shown 9-10 6754 3096 0.49 TC 84 -124 5-01-08 Vert J35 @ 135 Deg Web Bracing -- None 10-11 10912 5119 0.63 TC 55 -118 7-00-12 Vert J15 @ 90 Deg 11-12 6680 3427 0.54 TC 55 -118 '9-00-12 Vert J15 @ 90 Deg Plate offsets (X,l): 12-13 0 0 0.49 TC 55 -118 10-03-04 Vert J15 @ 90 Deg (None unless indicated below) 13-OH 0 0 0.00 TC 55 -118 12-03-04 Vert J15 @ 90 Deg Jnt3(0,-01-09), JntB(0,-01-10), Web 2- 8 3139 6181 0.21 TC '84 -124 14-02-08 Vert J35 @ 45 Deg Jnt9(-00-08,-00-15), Jntll(0,-00-13), 2- 9 6871 3254 0.77 TC 55 -118 14-03-04 Vert iJ15 @ 90 Deg Jntl2(0,00-08), Jnt13(0,-01-11) 3- 9 398 249 0.03 BC 1897 -692 2-07-04 Vert C3 @ -90 Deg 3-10 5047 2494 0.57 BC 1900 -689 4-07-04 Vert C4 @ -90 Deg 4-10 825 468 0.09 BC 8 -7 5-00-12 Vert J15 @ 90 Deg 4-11 732 1716 0.10 BC -63 0 5-01-08 Vert J35 @ 135 Deg 5-11 579 75 0.08 BC 1905 -690 6-07-04 Vert C5 @ -90 Deg- 6-11 4365 1888 0.49 6-12 532 165 0.06 BC 8 -7 7-00-12 BC 1905 -690 8-07-04 Vert J15 @ 90 Deg Vert C6 @ -90 Deg \��\ U L H \\ / S 7-12 7278 3723 0.82 BC 8 -7 9-03-04 Vert J15 @ 90 Deg \ A •.•'•••• : \ ., O / 7-13 3403 6473 0.17 BC 8 -7 10-03-04 Vert J15 @ 90 Deg � �l` �\CENS �,•••• BC 1905 -690 10-07-04 BC 8 -7 12-03-04 Vert C7 @ -90 Deg Vert J15 @ 90 Deg .*.: '.• .*. i " BC 1905 -690 12-07-04 BC -63 0 14-02-08 Vert C8 @ -90 Deg Vert J35 @ 45 Deg -L40. 74931 BC 8 -7 14-03-04 Vert J15 @ 90 Deg - 7� BC 1506 -808 14-07-04 Vert C9 @ -90 Deg , 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows (rows staggered): / •• . ST F OF TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. , �X�•• •'�.� O P'••. TC 2x6, 2-row(s) of lOd Nails (0.120" BC, 2-row(s) of 10d Nails (0.120" dia, x 2-7/8" min.) @ 12.0" o.c. dia. x 2-7/8" min.) @ 12.0" o.c.** G` \\` / S ••• G `a, \\ //// /ONAL WS, 2-rows) of 10d Nails (0.120" 2x4, 1-row(s) 10d dia. x 2-7/8" min.) @ 9.0" o.c. dia. 2-7/8" 9.0" % `\ WB of Nails (0.120" x min.) @ o.c. COAf/30003�//llllll1N\4/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Buitding Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the'Important Information & General 2018. 9. 0.105 Notes7 page for 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 Helpdesk: 1-866-252-8606 •Sff 18°, which indicates a high tension 18 gauge plate. - o CSHelp@strongtie.com Pgoject Name: 00386- Testa Residence - 2469 Johnston Rd . Qty: 11 Truss: F4 Customer: John Testa SID: 0000465964 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 2 of 2 ** Use additional fasteners of the same type within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:2-07-04, 8, BC:4-11-03, 8, BC:6-10-00, 8 BC:8-10-00, 8, BC:10-05-04, 8, BC:12-05-04, 8 BC:14-04-05, 6, BC:16-07-12, 5 Notes 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 transferunblocked diaphragm loads across those joints. J ' St,tllltt{7/ �NUL H. �.• ti10ENSF' * / o.7493 �C(/44/� ST �F OF 'ice FCOOP.•' S �\ cOA #30 03S�O 1 1 , `4%26/2019 NOTICE A 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 the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. Aseal on this drawing indicates Component Solutions ®: Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the, cover page and the "Important Information & General Notes• page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector "S# ' 2015. 9.0.105 n Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specked plate size is followed by a %I8• which indicates an 18 gauge plate, or 18", which indicates a high tension 18 gauge plate. _ _ e CSHelp@strongtie.com Project Name: 00386-Testa Residence -2469 Johnston Rd Qty. 31 Truss: J17 Customer: John Testa SID: 0000465965 TID: 84004 Date: 04 125 119 Truss Mfr. Contact: Rick Mills Page: 1 of 1 V 2-4-0 4-8-0 2-4-0 I 7-0-0 1 2 3 6/12 i m m 2x3i CD m m ' 3x4= 4-3 X 2x3i 2-4-0 I 4-8-0 i 2-4-0 7-0-0 4 5 7-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (ASISHS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling. No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- ' TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/454(-0.05) 1- 4 Webs 2x6 SP (ALSC6-2013) #2 4 2-04-00 433 236 08-00 00-11 SPF 425 Vert DL L/60 L/999(-0.02) 1- 4 5 7-00-00 70 13 01-08 00-01 SPF 565 Vert CR L/120 L/332(-0.07) 1- 4 Member Forces Summary 3 7-00-00 118 213 01-08 00-02 SPF 565 Horz LL 0.75in ( 0.12) @Jt 3 ...Mem... Ten Comp .CSI. Max Horiz = 0 / +300 at Joint 4 Horz CR 1.25in ( 0.13) @Jt 3 TC OH- 1 5 0 0.00 Cant CR L/120 L/332(-0.07) 1- 4 1- 2 171 0.40 2- 3 70 16161 0.51 51 Loads Summary Vert CR and Horz CR are the vertical and BC 1- 4 438 158 0.48 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 4- 5 0 0 0.32 live load occurring at 17-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection Web 2- 4 606 313 0.07 load factor. due to dead load, computed as Defl LL + See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data ------------ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown degrees Web Bracing -- None Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those Plate offsets (X,l)• joints. (None unless indicated below) `�111llLil►/f�/ NuL \, �\CENSF' ` * ' * o. 7493 _ O STD OF <(/� �AG FCo&p,.•' ��� 0, ZONAL E`�`.. COA #30003 ! I ! I 1111114/26/2019 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 Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ® Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8 General Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105 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" Helpdesk: 1-866-252-8606 _ CSHelp@strongtie.com Pgo)ect Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 4 Truss: J17A Customer: John Testa SID: 0000465966 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 5-0-0 5-0-0 1 2 l 1 � 6/12 Mcr MoI 3x4= MmMv ' 2xx 5-0-0 -� 5-0-0 3 4 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 SC 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection, Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013)#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL , L/360 L/999(-0.03) 3- 4 Webs 2x6 SP (ALSC6-2013)\ #2 3 02-12 206 57' 08-00 00-05 SPF 425 Vert DL L/120 L/999(-0.03).•3- 4 2x4 SP (ALSC6-2013) #2 1-4 4 4-08-08 101 33 01-08 00-02 SPF 565 Vert CR L/240 L/999(-0.05) 3- 4 2 5-00-00 142 230 01-08 00-03 SPF 565 Horz LL 0.75in ( 0.01) @Jt 2 Member Forces Summary Max Horiz = -4 / +249 at Joint 3 Horz CR 1.25in ( 0.01) @Jt 2 ..Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 Vert CR and Horz CR are the vertical and 1- 2 63 177 0.79 Loads Summary horizontal deflections due to live load BC OH- 3 0 0 0.00 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection .3- 4 137 336 0.24 live load occurring at [5-00-00] using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + 4-OH 0 0 0.00 load -factor. (Kcr - 1) x Defl_DL in accordance with Web 1- 3 131 157 0.02 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. 1- 4 347 141 0.06 Dead Loads may be slope adjusted: > 12.0/12 ` Bracing Data Summary Notes ------------Bracing Data ------------ Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None degrees - Plates located at TC pitch breaks meet the prescriptive minimum size plate offsets(X,1�• requirement to transfer unblocked diaphragm loads across those (None unless indicated below) joints. - Jnt4(-01-03,00-04) ,�tltliir//� \ o ENSF * * ' o. 74931 _ ' ST OF T ; � '• FCO DP.•'•1=� COA#30003S1ONALt 00 %26/2019 NOTICE A 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 Component solutions the 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 solely for the truss component design shown. See the cover page and the 'Important Information &General Truss Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9.0.105 2018. 9. 0. plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or'S# IS% which indicates a high tension 18 gauge plate. r1 1 - 1-866-252-8606 CS8e1 sk: a P gti e.252 Project Name: 00386-Testa Residence -2469 Johnston Rd Oty: 7 Truss: J17C Customer: John Testa SID: 0000465967 TID: 84004 Date: 04 / 25 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 5-0-0 5-0-0 1 2 6/12 M M I I 0 I I L3x4= M M I 1 e-i 13 2x3ii 3x4= 5-0-0 5-0-0 3 4 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18• Code/Design: FBC-2011/TPI-2014 -----------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 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing:, 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 5.0!HC = 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summafy(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.03) 3- 4 Webs 2x4 SP (ALSC6-2013) #2 3 01-12 202 57 03-00 HGR SPF 565 Vert DL L/120 L/999(-0.03) 3- 4 4 4-08-08 103 29 01-08 00-02 SPF 565 Vert CR L/240 L/999(-0.05) 3- 4 Member Forces Summary 2 5-00-00 145 235 01-08 00-03 SPF 565 Horz LL 0.75in ( 0.01) @Jt 2 ..Mem... Ten Comp .CSI. Max Horiz = -4 / +249 at Joint 3 Horz CR 1.25in ( 0.01) @Jt 2 TC OH- 1 3 0 0.00 1- 2 65 180 0.83 Vert CR and Horz CR are the vertical and BC OH- 3 0 0 0.00 Loads Summary horizontal deflections due to live loan 3- 4 138 337 0.25 'This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 4-OH 0 0 0.00 live load occurring at [5-00-00] using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + Web 1- 3 129 154 0.04 load factor- I (Kcr - 1) x Defl_DL in accordance with 1- 4 347 142 0.06 See Loadcase Report for loading combinations and additional. details. ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data------------ Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets (X,l)• requirement to transfer unblocked diaphragm loads across those (None unless indicated below) joints. Jnt4(-01-03,00-04) 9L H: S0 \� 0CENgE ` * * '_ o. 74931 ST F OF �- Q " .FS COA #30003S/ONA� 111�/2612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information 8 General 2018.9.0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "Stf 18`, which indicates a'high tension 18 gauge plate. * - Helpdesk: 1-866-252-8606 CSHel @strop - P gtie.com - - ---- - -- - -- - -- Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 6 Truss: J17T Customer: John Testa SID: 0000465968 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-3 2-4-0 2-2-4 2-5-12 2-4-0 4-6-4 7-0-0 1 2 3 4 6/12 2x3i cn I 0 3x4% o I ' M 4-3 3x41� 4x8 c 3x4= 2x4 2 `4-0 2-4-0 2-4-0 2-4-0 ~ 4-8-0 I 77-0-•0 L 5 6,7 8 J J 7-0-0' Plates -- Simpson Strong -Tie '20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by.'-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 40.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service:. No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 2x6 SP (ALSC6i2013) #2 5-2 Member Forces Summary ..Mem... Ten Comp -CSI. TC OH- 1 5 0 0.00 1- 2 191 205 0.25 2- 3 38 137 0.61 3- 4 81 166 0.62 BC 1- 5 228 146 0.07 5- 6 0 1 0.06 7- 8 0 0 0.07 Web 2- 5 535 304 0.06 2- 7 211 21 0.03 3- 1 47 88 0.01 5- 7 22 229 0.02 6- 7 31 0 0.00 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums'(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph . Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 5.0 End Vertical Exposed: L = Yes R - Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)----------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 5 2-04-00 433. 236 08-00 00-11 SPF 425 8 7-00-00 49 0 01-08 00-01 SPF 565 4 7-00-00 136 239 01-08 00-03 SPF 565 Max Horiz = 0 / +300 at Joint 5 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [7-00-00] using a 1.00 Full and 0.00 Reduced ' load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. , -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/805(-0.06) 5- 6 Vert DL L/120 L/999(-0.03) 5- 6 Vert CR L/240 L/561(-0.,09) 5- 6 Horz LL 0.75in ( 0.12) @Jt 4 Horz CR 1.25in ( 0.13) @Jt 4 Cant CR L/120 L/320( 0,07) 1- 5 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt7(0,00-04) ENSF' _ * 0.7493 Q STF OF 1.C7�- ZONAL E\ COA #30003 / 1111 1 1 11 \4/2612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal an this drawing indicates E=Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General 2018.9.0.105 Notes7 page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9ak: 1-866-252-8606 plates are 20 gauge, 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. - a. CSHelpsk: 3.-866 corn Project Name: 00386- Testa Residence - 2469 Johnston Rd City: 6 Truss: J15 Customer: John Testa SID: 0000465969 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 013 2-4-'0 2-8-0 2-4-0 5-0-0 1 2 3 6/12 r') 2x311 ro i I 81 .. H 3x4= 4-3 2x31[ 2-4-0 2-8-0 2-4-0 5-0-0 1 4 5 J J 5-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S(5) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt,= 1-0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies:,l Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL ,L/180 L/644(-0.04) 1- 4 Webs 2x6 SP (ALSC6-2013) #2 4 2-04-00 392 213 08-00 00-10 SPF 425 Vert DL L/60 L/715(-0.03) 1- 4 5 5-00-00 19 16 01-08 0 SPF 565 Vert CR L/120 L/339(-0.07) 1- 4 Member Forces Summary 3 5-00-00 54 117 01-08 00-01 SPF 565 Horz LL 0.75in ( 0.02) @it 3 ...Mem... Ten Comp .CSI.. Max Horiz = 0 / +214 at Joint 4 Horz CR 1.25in ( 0.05) @it 3 TC OH- 1 5 0 0.00 - _ Cant CR L/120 L/339(-0.07) 1- 4 1- 2 12280.32 2- 3 24 85 0.31 Summary Loads SVert CR and Horz CR are the vertical and BC 1- 4 313 113 0.29 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 4- 5 0 0. 0.29 live load occurring at [5-00-001 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection Web 2- 4 420 247 0.05 load factor. due to dead load, computed as Defl LL + • See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data ------------ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords, continuous except where shown degrees Web Bracing -- None Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those Plate offsets(X,1)• joints. (None unless indicated below) - 11111tF111/ L H. S0'%. \� ENS`c ` * ' o.749311 * _ ST F OF Q . i•••.• G �s \v 10NAL E\\\�.�. s CO A #30003 / 111 1 1 1 11114/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates Truss Studio V acceptance of professional engineering. responsibility solely for the truss component design shown. See the cover page and the 'Important Information $ General - 2018.9. 0.105 Notes' page for 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'Stf 18", which indicates a. high tension 18 gauge plate. ° ° Helpdesk: 1-866-252-8606 • _ _ _a CSHelp@strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty- 1 Truss: J15T Customer: John Testa SID: 0000465970 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 00 2-4-0 1-z:a 1-5-1z 5-0- 2-4-0 3-6-0 1 2 3 4 6/12 2x311 n, 3x4% o I � o I I 3x� "' 4-3 3x8 0 ri 3x4-- 2x4 2-4-0 14-0 -a 1-0 2-4-0 3-8-0 5-0-0 1 5 6,7 8 5-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or. 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h)' = 18..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: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW , OH Soffit Load: 2.0 ps£ Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/999(-0.02) 1- 5 Webs 2x4 SP (ALSC6-2013) #2 5 2-04-00 392 213 08-00 00-10 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5 2x6 SP (ALSC6-2013) #2 5-2 8 5-00-00 29 0 01-08 00-01 SPF 565 Vert CR L/120 L/787(-0.03) 1- 5 . 4 5-00-00 47 126 01-08 00-01 SPF 565 Horz LL 0.75in ( 0.01) @Jt 4 Member Forces Summary Max Horiz = 0 / +214 at Joint 5 Horz CR 1.25in ( 0.02) @Jt 4 . ..Mem... Ten Comp .CSI. Cant CR L/120 L/787(-0.03) 1- 5 TC OH- 1 5 0 0.00 1- 2 212 255 0.10 Loads Summary Vert CR and Horz CR are the vertical and 2- 3 42 93 0.22 This truss has been designed for the effects of.an unbalanced top chord horizontal deflections due to live load 3- 4 27 79 0•.22 live load occurring at (5-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection BC 1- 5 295 160 0.13 load factor. due to dead load, computed as Defl LL + 5- 6 0 1 0.05 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 7- 8 0 0 0.03 ANSI/TPI Dead Loads may be slope adjusted: > 12.0/12 1. Web 2- 5 377 186 0.09 2- 7 164 22 0.03 3- 7 41 153 0.01 Bracing Data Summary 5- 7 27 208 0.02 Notes ------------Bracing Data ------------ 6- 7 27 6 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown degrees Web Bracing -- None Plates located at TC pitch breaks meet the prescriptive minimum size , requirement to transfer unblocked diaphragm loads across those Plate offsets(X,l�• ' joints. (None unless indicated below) Jnt7(0,-00-04) 11111111►// , \qL H. S0'%. \� " 00ENsF * 0.7493 Q ST�G OF ' i�sS.F(ORIDP'.•�Q��� ZONAL E ����. CCA #30003 111 1 1 l 1 1 1► \a126/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information sat forth by the Building Designer. A seal on this drawing Indicates ® Studio V acceptance of professional engin responsibility sole) for the truss component design shown. See the cover page and the 'Important Information & General p p g p ty y g p g pO 2018.Truss 2018.9.0.105 r ur Notes' page far additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector r plates are 20 gauge, 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.' � iielpdesk: 1-866-252-8606 - 1gtie. CSHelpsk: corn Prpject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 18 Truss: J25 Customer: John Testa SID: 0000465971 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-3 2-4-0 1 2-7-11 2-4-0 4-11-11 1 2 3 62# i 2-4-0 2-7-11 2-4-0 4-11-11 1 4 s 4-11-11 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 10.0 Lunt 1.25 1.60 N/A Total 40.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 . SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x6 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC OH- 1 5 0 0.00 1- 2 127 290 0.57 2- 3 24 68 0.56 BC 1- 4 311 112 0.53 4- 5 0 0 0.53 Web 2- 4 464 303 0.06 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ---------=Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 0.0 ft B - 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC - 5.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)------- '--------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 4 2-04-00 508 307 08-00 00-13 SPF 425 5 4-11-11 42 45 OIL12 00-01 SPF 565 3 4-11-11 40 95 01-12 00-01 _ SPF 565 Max Horiz - 0 / +213 at Joint 4 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [4-11-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Concentrated Loads - Based on Live Load Domain Load Uplift Location Dir Description User loads: TC 62 -50 01-00 Vert User -Defined @ 90 Deg -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/180 L/373(-0.06) 1- 4 Vert DL L/60 L/395(-0.06) 1- 4 Vert CR L/120 L/192(-0.12) 1- 4 Horz LL 0.75in ( 0.04) @Jt 3 Horz CR 1.25in ( 0.08) @Jt 3 Cant CR L/120 L/192(-0.12) 1- 4 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to,dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Notes Plate offsets (X,17: Plates designed for Cq at '0.80 and Rotational Tolerance of 10.0 (None unless indicated below) degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 11111111/// \ * ' o. 74931 = it Q ST�$. F OF O ((/�� ZONAL COA #30003 ! I I 1 1 111 4/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal,on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018. 9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector a Heipdesk: 1-866-252-8606 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. - e CSaelpsk: 1-866 252 Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 2 Truss: J25T Customer: John Testa SID: 0000465972 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 00 2-4-0 1-6-4 1-1-7 2-4-0 3-10-4 4-11-1 1 2 3 4 62# 6/12 r�a o ^I' 4-3 3x4= ' o 3x4= 2x4 2-4-0 1-8-0 11-11 2-4-0 4-0-0 -3.1-1 1 5 6,7 8 4-11-11 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS1BS6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 10.0 I= 1.25 1.60 N/A Total 40.0 Plt 1.25 1.60 N/A spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 209 Creep (Kcr) - 2.0 OR Soffit Load: 2.0 psf -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg).= N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B - 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 5.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/999(-0.02) 1- 5 Webs 2x4 SP (ALSC6-2013) #2 5 2-04-00 508 309 08-00 00-13 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5 2x6 SP (ALSC6-2013) #2 5-2 8 4-11-'11 22 0 01-12 0 SPF 565 Vert CR L/120 L/683(-0.04) 1- 5 4 4-11-11 65 97 01-12 00-01 SPF 565 Horz IL 0.75in ( 0.01) @Jt 4 Member Forces Summary Max Horiz = 0 / +213 at Joint 5 Horz CR 1.25in ( 0.02) @Jt 4 ..Mem... Ten Comp .CSI. Cant CR L/120 L/683(-0.04) 1- 5 TC OH- 1- 1 2 5 392 0 360 0.00 0.16 Loads SummaryVert CR and Horz CR are the vertical and 2- 3 39 102 0.35 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 29 53 0.34 live load occurring at [4-11-11] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection BC 1- 5 387 276 0.16 load factor. due to dead load, computed as Defl LL + 5- 6 1 2 0.08 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 7- 8 0 0 0.01 Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. Web 2- 5 414 248 0.05 Concentrated Loads - Based on Live Load 2- 3- 7 7 281 115 123 210 0.06 0.02 Domain Load Uplift Location Dir Description - Bracing Data Summary 5- 7 142 329 0.03 User loads: TC 62 -51 01-00 Vert User -Defined @ 90 Deg ------------Bracing Data------------ 6- 7 25 2 0.00 Chords; continuous except where shown ' Web Bracing -- None Notes Plate offsets (X,10: Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees (None unless indicated below) • Plates located at TC pitch breaks meet the prescriptive minimum size Jnt7(0,00-04) ' requirement to transfer unblocked diaphragm loads across those ' joints. ' 11111111/// ooENS44 o.74931 * - Q ST? �F OF �� i •' F�VK1flP•'•• �_� COA #30003 // I V i t 1 a%26/2019 NOTICE A 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 component Solutions the Truss Manufacturer and reties upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General Truss Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector 2018.9. 0.105 plates are 20 gauge, 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. H Helpdeak: 1-866-252-8606 CSHelp@strongtie.com Project Name; 00386-Testa Residence -2469 Johnston Rd Qty: 26 Truss: J23 Customer: John Testa SID: 0000465973 TID: 84004 Date: 04 / 25 J 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 00 2-4-0 7-11 2-4-0 221111 1 6/12 2x311 r•-I t ,� 3x4Ka 4-3 2x31 2-4-0 7-11 2-4-0 1 2411-§1 J J F 2-11-11 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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'ft B - 0.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R-H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmi.n): 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection' Summary . TC 2x4 SP (ALSC6-2013) #2----------- --Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 4 Webs 2x6 SP (ALSC6-2013) #2 1 0 85 22 01-08 00-02 SPF 565 Vert DL L/120 L/999(-0.00) 1- 4 4 2-03-00 176 194 08-00 00-04 SPF 425 Vert CR L/240 L/999(-0.00) 1- 4 Member Forces Summary 3 2-11-11 16 14 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1 ...Mem... Ten Comp .CSI. • Max Horiz - 0 / +128 at Joint 4 Horz CR 1.25in ( 0.00) @Jt 1 TC OH- 1 5 0 0.00 1- 2 70 151 0.09 Vert CR and Horz CR are the vertical and 2- 3 11 23 0.09 Loads Summary horizontal deflections due to live load BC 1- 4 207 78 0.09 This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection 4- 5 0 0 0.02 live load occurring at [2-11-11] using a 1.00 Full and 0.00 Reduced due to dead load, computed as Defl LL + Web 2- 4 299 130 0.03 load factor- (Kcr - 1) x Defl_DL in accordance with See Loadcase Report for loading combinations and additional details. ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data------------ Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None . degrees Plates located at TC pitch breaks meet the prescriptive minimum size plate offsets(X,Y)• • requirement to transfer unblocked diaphragm loads across those joints. (None unless indicated below) . l \\`ttllllli/J�7 y�CENSF \ * o.7493 Q ST OF �441. �'/// /ANAL �'��\ COA #30003 1/ 1 I I 1 11 �4\1\2612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates acceptanca of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General Truss Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9. 0.105 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. h * Helpdesk: 1-866-252-8606 - �. csnelp@strongtio.com P,oject Name: 00386- Testa Residence - 2469 Johnston Rd Qty 26 Truss: J21 Customer: John Testa SID: 0000465974 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-33L-11 1'k 1 2 6/12 3x4k 10-1 4-3 o ll----I 11-11 1 3 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS1811S, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ` OH Soffit Load: 2.0 psf Material Summary Reaction Summary 'Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 12x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 3 1 0 48 48 01-08 00-01 SPF 565 Vert DL L/120 L/999(-0.00) 1- 3 Member Forces Summary 3 11-11 16 8 01-12 0 SPF 565 Vert CR L/240 L/999 (-0.00) 1- 3 ..Mem... Ten Comp .CSI. 2 11-11 23 11 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1 TC OH- 1 5 0 0.00 Max Horiz - 0 / +42 at Joint 2 Horz CR 1.25in ( 0.00) @Jt 1 1- 2 46 15 0-01 BC 1- 3 0 0 0.01 Vert CR and Horz CR are the vertical and Loads Summary horizontal deflections due to live load This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection live load occurring at 111-111 using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Defl LL + factor. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 - Bracing Data Summary Notes ------------Bracing Data------------ Chords; 'Plates continuous except where shown designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None degrees Plates located at TC pitch breaks meet the prescriptive minimum size plate offsets(X,l�• requirement to transfer unblocked diaphragm loads across those (None unless indicated below) joints. ��111111►// L H. S0'%. • ��. ��� •.; � ��CENSF vj ` * 0.7493 ST = OF . i •..••• S/F�O.ID�G�=� COA #WO0s, / �NAL \ \aizs/2o1 s 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ®. Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9.0.105 plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or'S# 1 a°, which Indicates a high tension 18 gauge plate. . sk: 1-866-252-8606 - gelpde �, CSaelpsk: giie. corn Pgo)ect Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 9 Truss: J3 Customer: John Testa SID: 0000465975 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 O,4 3-3-10 I 3-3-4 I 3-3-4 3-3-10 6-6-14 9-10-1 1 2 -14# 3 4 24# -14# 42# 144# 24# 42# T 4.2427/12 3x4= v, LM 2x3i M M 3x4= 4-3 2x3o 3x41 -9# 15# -9# 15# 3-3-10 6-6-7 I 3-3-10 9-10-1 1 5 { 6 i 9-10-1 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 gal(AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 - 01.0 ft 200 lb BC Accessible Ceiling: No Total 40.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(l.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 0 o.p. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf _ Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 ,--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in)' Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.01) 5- 6 Webs 2x4 SP (ALSC6-2013) #2 5 3-03-10 325 305 11-05 00-08 SPF 425 .Vert DL L/120 L/999( 0.02) 5- 6 2x8 SP (ALSC6-2013) #2 5-2 6 9-06-09 0 118 01-12 0 SPF 565 Vert CR L/240 L/999( 0.03) 5- 6 4 9-10-01 13 23 01-12 0 SPF 565 Horz LL 0.751n ( 0.00) @Jt 4 Member Forces Summary Max Horiz = 0 / +0 at Joint 5 Horz CR 1.25in ( 0.00) @Jt 4 ...Mem... Ten Comp .CSI. Cant CR L/120 L/999(-0.03) 1- 5 TC 1- 2 517 402 0.20 2- 3 511 397 0.21 Loads Summary Vert CR and Horz CR are the vertical and 3- 4 58 24 0.11 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load BC 1- 5 372 478 0.10 live load occurring at [9-10-011 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 5- 6 0 144 0.10 load factor. ' due to dead load, computed as Defl LL + 6-OH 0 0 0.00 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with Web 2- 5 15 38 0.00 Dead Loads may be slope adjusted: > 12.0/12' ANSI/TPI 1. 3- 5 495 487 0.10 Concentrated'Loads - Based on Live Load 3- 6 179 0 0.04 Domain Load Uplift Location Dir Description Bracing Data Summary User loads: TC 144 -118 01-00 Vert User -Defined @ 90 Deg ------------Bracing Data------------ Transferloads: Chords; continuous except. where shown TC 24 .-12 1-05-05 Vert J21 @ 135-Deg Web Bracing -- None ' TC 24 -12 1-05-05 Vert J21 @ -135 Deg TC -14 -1 4-03-04 Vert J23 @ 135 Deg Plate offsets (X,1): TC -14 -1 4-03-04 Vert J23 @ -135 Deg (None unless indicated below) TC 42 -99 7-01-03 Vert J25 @ 135 Deg Jnt5(0,-00-11) TC 42 -99 7-01-03 Vert J25 @ -135 Deg BC 15 -9 1-05-05 Vert J21 @ 135 Deg BC _ 15 -9 1-05-05 Vert J21 @ -135 Deg ' BC -9 0 7-01-03 Vert J25 @ 135 Deg BC -9 0 7-01-03 Vert J25 @ -135 Deg ' Notes designed for Cq at 0.80 and Rotational Tolerance of 10.0 \lll1lllllill/�/ �! L H. 90 degrees \\\\�N \\ '•. N� �� �.• EN • size Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those i joints. o.7493 ST?� OF FLOfrIDP. `SZONAL COA #30003 1111 1 1 1 1 t y 14/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design Shawn. Sae the cover page and the "Important Information & General 2018.9. 0.105 Notes' page for additional information. All connectorplates 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. M aelpdeak: 1-866-252-8606 - 1-866-252 _ o CSHelpak: Project Name: 00386- Testa Residence - 2469 Johnston Rd ` Qty. 1 Truss:.13A Customer: John Testa SID: 0000465976 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 00 3-3-10 3-1-13 3-4-10 3-3-10 6-5-7 9-10-1 1 2 -14# 3 4 24# -14# 27# 144# 24# 27# 4.2427/12 3xT = I Ln 3xH 4= Q1 p� N I M 3x4= 4-3 4x8 2x3--o LJ 2x4 3x411 15# 11# 15# 11# 3-3-10 3-3-9 3-2-14 3-3-10 6-7-3 9-10-1 1 5 6,7 8 J J r 9-10-1 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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:.0 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 0 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC ' 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--x-Loc- React -Up- --Width- -Regd -Mat PSI ` Vert LL L/180 L/999(-0.01) 1- 5 Webs 2x4 SP (ALSC6-2013) #2 5 3-03-10 326 301 11-05 00-08 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5 2x6 SP (ALSC6-2013) #2 5-2 8 9-08-09 0 110 01-12 0 SPF 565 Vert CR L/120 L/999(-0.03) 1- 5 4 9-10-01 8 21 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 8 Member Forces Summary Max Horiz = 0 / +0 at Joint s, Horz CR 1.25in ( 0.01) @it 8 . ..Mem... Ten Comp .CSI. Cant CR L/120- L/999(-0.03) 1- 5 TC 1- 2 507 383 0.19 2- 3 286 0 0.14 Loads Summary Vert CR and Horz CR are the vertical and 3- 4 50 15 0.10 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load BC 1- 5 357 470 0.10 live load occurring at [9-10-01] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 5- 6 2 13 0.08 load factor, due to dead load, computed as Defl LL + 7- 8 0 281 0.04 See Loadcase Report for loading combinations and additional details. (Kcr ANSI/TPI - 1) x Defl-DL.in accordance with 1. 8-OH 0 0 0.00 Dead Loads may be slope adjusted: > 12.0/12 Web 2- 5 163 141 0.02 Concentrated Loads - Based on Live Load 2- 7 308 367 0.07 3- 7 152 158 0.04 Domain Load Uplift Location Dir Description Bracing Data Summary 3- 8 304 0 0.07 User loads: TC 144 -118 01-00 Vert User -Defined @ 90 Deg ------------Bracing Data ------------ 5- 7 371 483 0.07 Transfer loads: Chords; continuous except where shown 6- 7 6 9 0.04 TC 24 -12 1-05-05 Vert J21 @ -135 Deg Web Bracing -- None TC 24 ,-12 1-05-05 Vert J21 @ 135 Deg TC -14 -1 4-03-04 Vert J23 @ -135 Deg Plate offsets (X,l): TC -14 -1 4-03-04 Vert J23 @ 135 Deg (None unless indicated below) TC 27 -86 7-01-03 Vert J25T @ -135 Deg Jnt5(0,-00-09), Jnt7(0,00-04) TC 27 -86 7-01-03 Vert J25T @ 135 Deg BC 15 -9 1-05-05 Vert J21 @ -135 Deg BC 15 -9 1-05-05 Vert J21 @ 135 Deg BC 11 0 7-01-03 Vert J25T @ -135 Deg BC 11 0 7-01-03 Vert J25T @ 135 Deg . ' P Notes designed for Cq at 0.80 and Rotational Tolerance of 10.0 \\,ttlllllll/// �`\\ �L H SO degrees �N A - �.•'• •'. Y/ Plates located at TC pitch breaks meet the prescriptive minimum size L\CENSF requirement to transfer unblocked diaphragm loads across those joints. o. 74931 VO OF ' �411 ST� �toR19P.•' TONAL / COA #30003 / / 111 1 1 1 1 11 �4/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9. 0.105 Notes" page for 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 "48' which Indicates an 18 gauge plate, or "S# 18', which indicates a high tension 18 gauge plate. h 252 - Belpdesk: 1-866-252-8606 o CSaelp@atrongti6 Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 2 Truss: J35 Customer: John Testa SID: 0000465977 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-4 3-3-10 3-8-8 1 3-3-10 -0-2 2 _14# 13 24# -14# 14�4# 244# rn cn N 4-3 3x4= 15# 15# 4.2427/12t 3x4' // 11n ��<_ � � I'llCn 1 2x4 I 2x3-- 3-3-10 3-8-8 3-3-10 7-0-2 7-0-2 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 40.0 Plt 1.25 1.60 N/A Spacing: 0 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x6 SP (ALSC6-2013) #2 2x4 SP (ALSC6-2013) #2 2-5 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 , 506 379 0.19 2- 3 6 4 0.09 BC 1- 4 351 469 0.10 4- 5 351 469 0.10 5-OH 0 0 0.00 Web 2- 4 268 347 0.03 2- 5 495 371 0.11 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed.Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg•Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 5.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 4 3-03-10 384.. 291 11-05 00-10 SPF 425 5 6-10-10 125 167 01-12 00-02 SPF 565 3 7-00-02 4 12 01-12 0 SPF 565 Max Horiz = 0 / +0 at Joint 4 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 17-00-02] using a,1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Concentrated Loads - Based on Live Load , Domain Load Uplift Location Dir Description User loads: TC 144 -118' 01-00 Vert User -Defined @ 90 Deg Transfer loads: TC 24 -12 1-05-05 Vert J21 @ 135 Deg TC 24 -12 1-05-05 Vert J21 @ -135 Deg TC -14 -1 4-03-04 Vert J23 @ 135 Deg TC -14 -1 4-03-04 Vert J23 @ -135 Deg BC 15 -9 1-05-05 Vert J21 @ 135 Deg BC, 15 -9 1-05-05 Vert J21 @ -135 Deg Notes 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. -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/180 L/999(-0.01) 1- 4 Vert DL L/60 L/999(-0.01) 1- 4 Vert CR L/120 L/999(-0.03) 1- 4 Horz LL• 0.75in' ( 0.00) @Jt 3 Horz CR 1.25in ( 0.01) @Jt 3 Cant CR L/120 L/999(-0.03) 1- 4 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. BracingData Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X,Y): (None unless indicated below) Jnt4(0,-00-08) \ / tOENSF' * ' o. 74931 * _ Q ST3D �F OF ��\ to to coA 4330003S/ONAL `\k\26/2019 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 ® Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the"Important Information & General 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n a 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. aelpdesk: 1-866-252-8606 CSae1psk: o_ gtie. corn ProJect Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: J35T Customer: John Testa SID: 0000465978 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 0-4 3-3-10 1-8-14 1-11-10 3-3-10 5-0-8 7-0-2 1 2 -14# 3 4 24# -14# 144# 24# . 4.2427/12T 3x4% Ln ,,, 3x4% ;f o, rn ' 3x4= N4-3 4x82x3a o I 2x4 3x4= 15# 15# , 3-3-10 1-10-10 1-9-14 3-3-10 5-2-4 7-0-2 1 5 6,7 8 7-0-2 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18SQ indicated by '-18• Code/Design: FBC-2017/TPI-2014 -----------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 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 0 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chic: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary'(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/999(-0.01) 1- 5 Webs 2x4 SP (ALSC6-2013) #2 5 3-03-10 384 291 11-05 00-10 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5 2x8 SP (ALSC6-2013) #2 5-2 8 6-10-10- 127 178 01-12 00-02 SPF 565 Vert CR L/120 L/999(-0.03) 1- 5 4 7-00-02 2 2 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 8 Member Forces Summary Max Horiz - 0 / +0 at Joint 5 Horz CR 1.25in ( 0.01) @it 8 ..Mem... Ten Comp .CSI. Cant CR L/120 L/999(-0.03) 1- 5 TC 1- 2 40.1 2- 3 900 00 282 282 0.17 Loads SummaryVert CR and Horz CR are the vertical and ' 3- 4 0 0 0.01 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load BC 1- 5 350 461 0.10 live load occurring at [7-00-02] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 5- 6 11 15 0.09 load factor. due to dead load, computed as Defl LL + 7- 8 282 396 0.05 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with 8-OH 0 0 0.00 Dead'Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1. Web 2- 5 66 82 0.00 Concentrated Loads - Based on Live Load 2- 7 92 82 0.02 3- 7 217 284 0.06 Domain Load Uplift Location Dir Description Bracing Data Summary 3- 8 435 .309 0.10 User loads: TC 144 -118 01-00 Vert User -Defined @ 90 Deg ------------Bracing Data ------------ 5- 7 391 513 0.07 Transfer loads: Chords; continuous except where shown 6- 7 12 17 0.04 TC 24 -12 1-05-05 Vert J21 @ -135 Deg Web Bracing -- None TC 24 -12 1-05-05 Vert J21 @ 135 Deg - TC -14 -1 4-03-04 Vert J23 @ -135 Deg Plate offsets (X,l): TC -14 -1, 4-03-04 Vert J23 @ 135 Deg (None unless indicated below) BC 15 -9 1-05-05 Vert J21 @ -135 Deg Jnt7(0,00-04) BC 15 -9 1-05-05 Vert J21 @ 135 Deg Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees locatedPlates pitch ploads lacross mtsize hose requirementto transferunblocked diaphragm joints. \\\\\ �� N S0 \\\ •,..... / �,. \.\CENsF' * H74931,,� Q ��� / �ONAL COA #30003 1 `412612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General 2018.9. 0.105 2018.elp 9. 0. Notes' page for 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 specked plate size is followed by a *A 8' which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate. th - 1-866-252-8fi06 CSaelp@strongtie. corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: MVIIA Customer: John Testa SID: 0000465979 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 6-2-0 6-2-0 1 2 Wit I 6-2-0 6-2-0 1 .3 4 5 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18• Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OR Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 57 117 0.56 2-OH 0 3 0.00 BC 1- 3 102 94 0.56 3- 4 102 94 0.22 4- 5 102 94 0.05 5-OH 0 0 0.00 Web 2- 5 280 136 0.22 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No 0 I I M ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 5.0 BC - 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 3 2-05-10 148. 236 6-02-00 5 6-00-04 142' 195 6-02-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 5 14 4 6-02-00 (reduced) Max Horiz = ,-77 / +205 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (6-02-00] using a 1.00 Full and 0.00 Reduced load factor. . See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 1- 3 Vert DL L/120 L/999(-0.00) 1- 3 Vert CR L/240 L/999(-0.01) 1- 3 Horz LL 0.75in ( 0.02) @Jt 1 Horz CR 1.25in ( 0.02) @Jt 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Notes Plate onsets (X, l): Valley Truss application only (None unless indicated below) 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. �1111111/// 9L H. SD'%. -kcENSF 7493 Q S., OF TD � y,'� COA #30003 / I I I NAl.1�j2(i\12019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector , Helpdesk: 1-866-252�8606 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. - �' CSBelp@strongtie. corn PrAJect Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: MV2A Customer: John Testa SID: 0000465980 TID: 84004 Date: 04 / 25 / 19 Truss Mir, Contact: Rick Mills Page: 1 of 1 4-2=0 4-2-0 6/12 2x3i o 0 • I I ;i 3x4% r - N fV L Soil 2x311 4-2-0 4-2-0 1 3 4 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 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 31.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R-H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c- Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) 02 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3 1- 4 61 73 4-02-00 Vert CR L/240 L/999(-0.00) 1- 3 Member Forces Summary Max Horiz - -45 / +126 at Joint 1 Horz LL 0.75in ( 0.01) @Jt 1 ...Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 35 73 0.19 2-OH 0 3 0.00 Loads Summary Vert CR and Horz CR are the vertical and BC 1- 3 60 55 0.21 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 60 55 0.09 live load occurring at [4-02-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4-OH 0 0 0.00 load factor. - due to dead load, computed as Defl LL + Web 2- 4 185 89 0.09 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data ------------ Valley Truss application only Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None degrees Plates located at TC pitch breaks meet the prescriptive minimum size plate otfsets(X,ln• requirement to transfer unblocked diaphragm loads across those (None joints. unless indicated below) �t�ttlilrr// � H. s , vxCENSF' * 0.7493 ST F OF (V�� Q �. i F(0P1DP•' /ON�G � COA 030003 101 [ I I 1 t �4 612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ®, Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General • 2018.9.0.105 2018.Help9. 0.osk: Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector A 1-866-252-8606 plates are 20 gauge, 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. - a CSHelp@strongtie. cam Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 2 Truss: MV2E Customer: John Testa SID: 0000465981 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 3-0-0 3-0-0 1 2 6/12 2x3i 3x4% 1 I 36" 2x3i 3-0-0 3-0-0 1 3 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp _CSI. TC 1- 2 23 47 0.09 2-OH 0 3 0.00 BC 1- 3 35 32 0.08 3-OH 0 0 0.00 Web 2- 3 133 62 0.04 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs-=-------- ASCE7-10 Wind Speed(V) - 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B - 0.0 ft M.R.H(h) - 18.0 ft' Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R - Yes Wind Uplift Reporting: HybridMW Reaction Summary Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 3 61 74 3-00-00 Max Horiz -26 / +79 at Joint 1 Loads Summary This truss has been designed for the effects of an,unbalanced top chord ( live load occurring at (3-00-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only 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. -------Additional Design Checks------ 10 psf.Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 1- 3 Vert DL L/120 L/999(-0.00) 1- 3 Vert CR L/240 L/999(-0.00) 1- 3 Hor2 LL 0.75in ( 0.00) @Jt 1 Horz CR 1.25in ( 0.00) @it 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X,1): (None unless indicated below) \�llllllli►//// \\\ \AOL H • SD ���i 1,10ENSF *wS o.74931 T� of CO vi I , A COA N30003 / �O' V A` 1\\/26/2019 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 � component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector o . 2018. 9. 0. 1-866-252-8606 plates are 20 gauge, unless the specked plate Size Is followed by a'Afl" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. o. C8Helpsk: 1.-866 corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: MV3A Customer: John Testa $ID: 0000465982 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-2-0 2-2-0 1 2 6/12 2x3ii I 3x4% I171I 2x3ii 26'r 2-2-0 a 2-2-0 1 3 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by ' 18' Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(ps£): 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013') #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3 Webs 2x4 SP (ALSC6-2013) ,#2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3 • 1- 3• 61 74 2-02-00 Vert CR L/240 L/999(-0.00) 1- 3 Member Forces Summary Max Horiz 0 / +58 .at Joint 1 Horz LL 0.75in ( 0.00) @Jt 1 ..Mem... Ten Comp .CSI'. , Horz CR 1.25in ( 0.00) @Jt 1 TC 1- 2 20 96 0.02 Loads Summa Vert CR Horz CR the 2-OH 0 3 0.00 BC 1- 3 0 0 0.02 ry This truss has been designed for the effects of an unbalanced top chord horizontal and are vertical and deflections due to live load 3-OH 0 0 0.00 live load occurring at [2-02-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection Web 2- 3 95 49 0.01 load factor. due to dead load, computed as Defl LL + See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data------------ , Valley Truss application only Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None ' degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,lr7 : requirement to transfer unblocked diaphragm loads across those (None unless indicated below) Joints. ��►Illilr//� * '_ o. 7493 ST � OF �`� Q , s � r. '° a COAnauoossnIAL 1 6,2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates E=Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9.0.105 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -lie Company, Inc in accordance with ESR-2762. All connector "-18' "S# , aelpdes 1-866-252-8606 plates are 20 gauge, unless the specked plate size is followed by a which indicates an 18 gauge plate, or 18", which indicates high tension 18 gauge plate. - C3Help@atrongtie. corn Project Name: 00386-Testa Residence -2469 Johnston Rd 4ty: 10 Truss: P1 Customer: John Testa SID: 0000465983 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 1-9-2 1-9-2 2-11-15' 4-9 1 2 3 1-2-1 3-6-4 1-2-1 1-2-131 4-9-1 15-11 2� 6/12 3x4= -6/12 3x.4U= 3x4= I 3-6-4 4-9-1 1 4 5 3 J J r F 5-11-1 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by.'-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OR Soffit Load: 2.0 psf Material Summary TC 2X4 SP (ALSC6-2013) 02 BC 2x4 SP (ALSC6-2013) #2 Member Forces Summary ,.Mem... Ten Comp .CSI. TC 1- 2 243 132 0.05 2- 3 243 132 0.09 BC 1- 4 101 148 0.09 3- 5 101 148 0.09 4- 5 101 148 0.06 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) - 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 3 61 75 5-11-14 Max Horiz = -29 / +29 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [2-11-15) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes 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. -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 1- 4 Vert DL L/120 L/999(-0.00) 1- 4 Vert CR L/240 L/999(-0.00) 1- 4 Horz LL 0.75in ( 0.00) @Jt 3 Horz CR 1.25in ( 0.01) @it 3 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(0,-00-09) ''%/ :� �.• �tCENSF"O�j * o.7493 Q STi,�' F OF i��C` 4OF1DP •' G�=� COA #MO03 '1�NAL `` \26/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual miss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector aeipdesk: 1-866-252-8606 plates are 20 gauge, unless the specked 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@strongtie.com Prpject Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: P2 Customer: John Testa SID: 0000465984 TID: 84004 Date: 04 / 26 119 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-Ply 1-9-2 1 1-9-2 2-11-15 4-9-1 1 2 3 1-2-1 3-6-4 1-2-1 , ' 1-2-131 4-9-1 I s-11-2' 6/12 3x4= -6/12 n3x4=3x4= I I 3-6-4 4-9-1 1 4 5 3 5-11-14 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18• Code/Design: FBC-2017/TPI-2014 -----------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(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: 12 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 4 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 4 Member Forces Summary 1- 3 61 75 5-11-14 Vert CR L/240 L/999 (-0.00) 1- 4 ...Mem... Ten Comp .CSI. Max Horiz'= -29 / +29 at Joint 1 Horz LL 0.75in ( 0.00) @it 3 TC 1- 2 243 132 0.04 Horz CR 1.25in ( Q.00) @Jt 3 2- 3 243 10.04 BC 1- 4 101 14848 0.09 LoadsSummary Summa Vert CR and Horz CR are the vertical and 3- 5 101 148 0.09 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 4- 5 101 148 0.03 live load occurring at [2-11-15] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection load factor, due to dead load, computed as Defl LL + See Loadcase Report for loading combinations and additional details- (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 � 2-PLY TRUSS Fastener Spacing Bracing Data Summary ' Fasten each ply to the adjacent ply as follows(rows staggered): - ------------Bracing Data ------------ TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. Chords; continuous except where shown BC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/811 min.) @ 12,0" o.c. Web Bracing -- None Notes' Plate offsets (X, Y): Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 (None unless indicated below) degrees Jnt2(0,-00-09) Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. r - 1llllllll// L H: \� � GENSF * o.7493 ST. OF ��� S•FCOP•'��j�=� �� 10NAL E\\����� COA 030003 / 111 1 1 1 1 1 14/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9. 0.105 Notes7 page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector •48• •S# „ aelpdesk: 1 -866-252-8606 ed plate size is followed by a which indicates an 18 gauge plate, or 18•, which indicates a,high tension 18 gauge plate. plates are 20 gauge, unless the specified - a� CSae1p@etron-866 corn Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: P3 Customer: John Testa SID: 0000465985 TID: 84004 Date: 04 / 26 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 9-2 2-0-0 9-2 1111-y3-11-15 1-9-# 1-2-1 3-6-4 1-2-1 r1-2-13'6/12 4-9-1 -6/3-2 s 3x4 3x4= 3x4= 3x4k I 71.875" 3-6-4 4-9-1 1 5 6 4 5-11-14 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R-H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf , Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- - TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 5 1 05-13 126 155 5-11-14 Vert DL L/120 L/999(-0,00) 1- 5 Member Forces Summary 4 5-06-01 126 155 5-11-14 Vert CR L/240 L/999 (-0.00) 1- 5 ...Mem... Ten Comp .CSI. Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0.01) @Jt 4 TC 1- 2 343 169 0.08 ---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.01) @Jt 4 2- 3 325 142 0.13 Jnt-Jnt React -Up- --Width- 3- 4 343 169 0.08 1- 4 19 24 5-11-14 (reduced) Vert CR and Horz CR are the vertical and BC 1- 5 142 262 0.10 Max Horiz = -16 / +16 at Joint 1 horizontal deflections due to live load 4- 6 142 262 0.10 plus the creep component of deflection 5- 6 142 262 0.07 due to dead load, computed as Defl LL + Loads Summary (Kcr - 1) x Defl_DL in accordance with This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1. live load occurring'at [2-11-15] using a 1,00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Bracing Data Summary Dead Loads may be slope adjustedi > 12.0/12 ------------Bracing Data ------------ Chords; continuous except where shown - Web Bracing -- None Notes Plate offsets (X, Y): Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 (None unless indicated below) degrees Plates located at TC pitch breaks meet the prescriptive minimum size Jnt2(0,-00-12)', Jnt3(0,-00-12) requirement to transfer unblocked diaphragm loads across those _ joints. \�111lllill// * * ' o. 7493 _ Q ST�D - OF (/44/� COA #30003 / I I r I I I I W4/26/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information Set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General 2018.9.0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector • plates ere20 gauge, unless the specked plate size is followed by a "48" which indicates an 18 gauge plate, or'Stf 18% which Indicates a high tension 18 gauge plate. h gelpdeak: 1-866-252-8606 252 CSaelp@atrongti Prpject Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: V1D Customef: John Testa SID: 0000465986 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 i 6-5-4 i 4-0-0 i 3-5-4 H 4-0-0 1 4-0-0 6-12 1 1 6-5-4 2 10-5-4 3 13-10-8 18-5-4 6 22-5-4 4-0-0 5 8 3x4=2x3i 2x3i 2x3i 2x3ii 2x3i 6/12 2x31 � ti rD 3x4% 276" 2x% 2x3i 2x31 3x4= 2x3i 2x3i 2x31 6-5-4 4-0-0 4-0-0 4-0-0 4-0-0 6-u i i 6-5-4 10-5-4 14-5-4 18-5-4 22-5-4 1 9 10 11 12 13 14 15 16 17 18 20 23-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS16HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 No Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2:0�psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert IL L/360 L/999(-0.01) 1- 9 • Webs 2x4 ' SP (ALSC6-2013) #2 9 2-06-11 122 172 23-00-00 , Vert DL L/120 L/999(-0.00) 1- 9 • 11 6-05-04 316 411 23-00-00 Vert CR L/240 L/999(-0.01) 1- 9 Member Forces Summary 13 10-05-04 245 293 23-00-00 Horz LL 0.75in ( 0.01) Vt 1 ..Mem... Ten Comp .CSI. 15 14-05-04 239 270 23-00-00 Horz CR 1.25in ( 0.01) vt 1 TC 1- 2 286 543 0.45 17 18-05-04 281 269 23-00-00 2- 3 146 278 0.44 19 22-05-04 217 215 23-00-00 Vert CR•and Horz CR are the vertical and 3- 4 47 84 0.20 Reactions not shown: down < 400 and up < 150 horizontal deflections due to live load 4- 5 0 0 0.16 ---- Reaction Summary (plf) ----- plus the creep component of deflection 5- 6 0 0 0.18 Jnt-Jnt React -Up- --Width- due to dead load, computed as Defl LL + 6- 7 0 0 0.18 1- 20 7 0 23-00-00 (reduced) (Kcr - 1) x Defl_DL in accordance with 7- 8 0 0 0.07 Max Horiz = 0 / +469 at Joint 1 ANSI/TPI 1. 8-OH 0 0 0.00 SC 1- 9 0 0 0.29 9-10 0 0 0.12 Loads Summary Bracing Data Summary . 10-11 0 0 0.02 This truss has been designed for the effects of an unbalanced top chord ------------Bracing Data ------------ 11-12 ' 0 0 0.02 live load occurring at (16-01-14] using a 1.00 Full and 0.00 Reduced Chords; continuous except where shown 12-13 0 0 0.03 load factor. Web Bracing -- None 13-14 0 0 0.03 See Loadcase Report for loading combinations and additional details. 14-15 0 0 0.03 Dead Loads may be slope adjusted: > 12.0/12 Plate offsets(X, Y): 15-16 0 0 0.09 , (None unless indicated below) 16-1.7 0 0 0.04 Jnt4(0,-00-12) 17-18 0 0 0.04 Notes 18-19 0 0 0.03 19-20 0 0 0.02 Valley Truss application only ' 20-OH 0 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web 2-11 538 307 0.09 degrees 3-13 393 225 0.12 Plates located at TC pitch breaks meet•the prescriptive minimum size 5-15 347 233 0.19 requirement to transfer unblocked diaphragm loads across those 6-17 316 259 0.20 joints. Less 0.25/12 drainage 7-19 268 214 0.16 than pitch requires adequate to prevent 8-20 72 91 0.07 ponding. L H.Sp''% ' o. 7493 * _ STy-'OF Q 9/ON - AL COA #30003 / / / 1 `�4/260019 NOTICE A 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 • Component Solutions the 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 solely for the truss component design shown. Seethe cover page and the 'Important Information 8: General Truss Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9.0.105 plates are 20 gauge, unless the specified plate size is followed by a "A 8• which indicates an 18 gauge plate, or 'SP 18', which indicates a high tension 18 gauge plate. r - Belpdesk: 1-866-252-8606 - 1-866 252 _ o CSBelpsk: Praject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V1 D2 Customer: John Testa SID: 0000465987 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 4-10-8 2-7-0 4-10-8 7-5-8 1 2 3 3x4% 2x3i 6/12 v v I I N �3xxr- El N 89.5" 2x31 2x31 4-10-8 2-7-0 4-10-8 7-5-8 1' 4 5 6 7-5-8 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18' Code/Design: FBC-2017/TPI-2014 -----------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 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 P1t 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 1b TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) f2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) N2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 4 Webs 2x4 SP (ALSC6-2013) 42 5 4-08-12 191 250 7-05-08 Vert DL L/120 L/999(-0.00) 1- 4 Reactions not shown: down < 400 and up < 150 Vert CR L/240 L/999(-0.01) 1- 4 Member Forces Summary ---- Reaction Summary (plf) ----- Horz LL 0.75in ( 0.01) @Jt 1 ..Mem... Ten Comp .CSI. Jnt-Jnt React -Up- --Width- Horz CR •1.251n ( 0.01) @Jt 1 TC 1- 2 50 101 0.25 1- 6 36 40 7-05-08 (reduced) 2- 3 78 72 0.13 Max Horiz = -56 / +160 at Joint 1 Vert CR and Horz CR are the vertical and 3-OH 0 0 0.00 horizontal deflections due to live load BC 1- 4 82 74 0.29 plus the creep component of deflection 4- 5 82 74 0.11 Loads Summary due to dead load, computed as Defl LL + 5- 6 78 72 0.03 This truss has been designed for the effects of an unbalanced top chord (Kcr - 1) x Defl-DL in accordance with 6-OH 0 0 0.00 live load occurring at (5-06-04] using a 1.00 Full and 0.00 Reduced ANSI/TPI 1. Web 2- 5 427 199 0.07 load factor. , 3- 6 144 74 0.12 See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Notes Web Bracing -- None Valley Truss application only Plate offsets (X, Y)• Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 (None degrees unless indicated below) ' Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. `�Illlllll►//// 9L H. 3'% o.7493 STii� OF �4` 1 0f 1DP •' G�=� RIVAL COA #30003' / / ► / I 1 1 1 1 11426/2019 NOTICE A 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2018.9. 0.105 Notes' page for 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 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. 4 Helpdeak: 1-866-252-8606 a CSHe1p@strop-866.252 Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: V1F Customer. John Testa SID: 0000465988 TID: 84004 Date: 04125119 Truss Mfr. Contact: Rick Mills Page: 1 of 1 O I O r4 .5-8-0 I 5-8-0 5-8-0 11-4-0 1 2 4x4= ri,') 2X311 c i•r 1) 5-8-0 5-8-0 5-8-0 11-4-0 1 4 '5 6 7 8 3 J J 11-4-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18SG) indicated by 1-181 Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dux Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20`4 Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2✓ Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 214 137 0.44 2- 3 214 137 0.44 BC 1- 4 71 26 0.36 3- 8 71 26 0.36 4- 5 71 26 0.14 5- 6 71 26 0.02 6- 7 71 26 0.02 7- 8 71 26 0.14 Web 2- 6 368 206 0.06 1 l -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf)S TC = 5.0 BC = 1.0 End Vertical Exposed: L - Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt--X-Loc-React -Up- --Width- -Regd -Mat PSI 1 07-07 148 161 11-04-00 4 2-03-10 125 177 11-04-00 6 5-08-00 218 246 11-04-00 8 9-00-06 125 177 11-04-00 3 10-08-09 148 161 11-04-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (pl£) ----- Jnt-Jnt React -Up- --Width- 1- 3 1 0 11-04-00 (reduced) Max Horiz = -84 / +84 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 15-08-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degiees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria andrequirementssupplied by the 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 solely for the truss component design shown. See the cover page and the 'Important Information & General Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.A]I connector plates are 20 gauge, unless the specked plate size is followed by a "-18' which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate. -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 8- 3 Vert DL L/120 L/999(-0.00) 8- 3 Vert CR L/240 L/999(-0.01) 8- 3 Horz LL 0.75in ( 0.01) @it 1 Horz CR 1.25in ( 0.01) GJt 1 Vert CR-and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X,l): (None unless indicated below) \�Illlllllf//// L H: , �IGENSE' * o.7493 Q ST F OFZO ss •F� VK1�P•'��j��� COA #30003 / / NAL 1\%26/2019 Component Solutions Truss Studio V 2018.9.0.105 p ! Helpdesk: 1-866-252-8606 _.'CSHelp@strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: V2D Customer: John Testa SID: 0000465989 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 1 5-5-4 1 4-0-0 1 4-0-0-i 3-6-12 3-6-12 1 2 9-5-4 3 13-5-4 13416-8 17-5-4 6 21-0-0 7 5 2x3i 2x3i 2x33x4= 6/12 2x31 v, � a 2x31 3x4% EP 252" 2x3i 2x3i 2x3r 3x4= 2x3i 2x31 5-5-4 4-0-0 4-0-0 4-0-0 3-6-12 13-5-4 1 17-5-4 21-0-0 1 8 9 10 11 12 13 14 15 16 17 •l 21-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 SC 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 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing' 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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 = No Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2,--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 8 Webs 2x4 SP (ALSC6-2013) #2 9 5-05-04 261 346 21-00-00 Vert DL L/120 L/999(-0.00) 1- 8 11 9-05-04 244 325 21-00-00 Vert CR L/240 L/999(-0.01) 1- 8 Member Forces Summary 13 13-05-04 258 286 21-00-00 Horz LL 0.75in ( 0.01) @Jt 1 ..Mem... Ten Comp -CSI. 15 17-05-04 256 271 21-00-00 Horz CR 1.25in ( 0.01) @Jt 1 TC 1- 2 297 570 0.32 Reactions not shown: down < 400 and up < 150 " 2- 3 178 338 0.33 ---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and 3- 4 75 131 0.24 Jnt-Jnt React -Up- --Width- horizontal deflections due to live load 4- 5 49 50 0.17 1- 17 18 3 21-00-00 (reduced) plus the creep component of deflection 5- 6 0 0 0.18 Max Horiz 0 / +485 at Joint -1 due to dead load, computed as Defl LL + 6- 7 0 0 0.18 (Kcr - 1) x Defl_DL in accordance with 7-0H 0 0 0.00 ANSI/TPI 1. BC 1- 8 0 0 0.20 Loads Summary, 8- 9 0 0 0.08 This truss has been designed for the effects of an unbalanced top chord 9-10 0 0 0.01 live load occurring at [15-07-14] using a 1.00 Full and 0.00 Reduced Bracing Data Summary 10-11 0 0 0.02 load factor. ------------Bracing Data ------------ 11-12 0 0 0.03 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 12-13 0 0 0.05 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 13-14 0 0 0.05 14-15 0 0 0.04 Plate offsets (X, 1f): 15-17 0 0 0.03 Notes (None unless indicated below) 16-0 0 0.03 17-OH 0 0 0.00 Valley Truss application only Jnt5(0,-00-12) Web 2- 9 476 271 0.08 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 3-11 422 309 degrees �0.10 4-13 361 228 0.18 Plates located at TC pitch breaks meet the prescriptive minimum size 6-15 314 253 - 0.19 requirement to transfer unblocked diaphragm loads across those 7-17 109 90 0.07 joints. Less than 0.25/12 pitch requires adequate drainage to prevent .ponding. NUL H. SQ'%. .� �10ENS� *0.74 93 ST.�OF Q FCOIIDP.•'' COA #30003S1ONA;1 ,a/\26/201 9 NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based an design criteria and requirements supplied by Component Solutions the 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 solely for the Was component design shown. See the cover page and the "Important Information & General Trues Studio V 2018.9. 0.105 Notes page for additional information: All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector &RVIML_ , plates are 20 gauge, unless the specked plate size is followed by a "A8" which indicates an 18. gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. Helpdesk: 1-866-252-8606 u CSHelp8strongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V21012 Customer: John Testa SID: 0000465990 TID: 84004• Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 4-10-8 7-0 4-10-8,5 1 3x4k 2x31i 6/12 v � rn 3x4% N N 65.5" 2x31i 5-5-8 5-5-8 1 4 5 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS1811S, AS18S5, or AS18S6) indicated by 1-18, Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) - 18.0 ft Kzt = 1.0 - 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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: rNo End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf ' Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down <.400,and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- _ Vert LL L/360 L/999(-0.01) 1- 4 Webs 2x4 SP (ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 4 1- 5 61 74 5-05-08 Vert CR L/240 L/999(-0.01) 1- 4 Member Forces Summary Max Horiz = -56 / +160 at Joint 1 Harz LL 0.75in ( 0.02) @Jt 1 ...Mem... Ten Comp .CSI. Harz CR 1.25in ( 0.02) @Jt 1 TC 1- 2 34 ' 85 0.37 2- 3 78 72 0.13 Loads Summary Vert CR and Harz CR are the vertical and 3-OH 0 0 0.00 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load BC 1- 4 78 72 0.45 live load occurring at [5-00-04]using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 78 72 0.16 load factor. due to dead load, computed as Defl LL + 5-OH 0 0 0.00 See Loadcase Report for loading combinations and additional details. (Kcr ANSI/TPI - 1) x Defl_DL in accordance with 1. Web 3- 5 255 120 0.14 Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary Notes ------------Bracing Data------------ Valley Truss application only Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.,0 Web Bracing -- None degrees ' Plates located at TC pitch breaks meet the prescriptive minimum size plate o�fsets(x,l�' requirement to transfer unblocked diaphragm loads across those (None joints. unless indicated below) Less than 0.25/12 pitch requires adequate drainage to prevent Jnt2(0,-00-12) ponding. \�tlllllll►1//, \� * o.7493 ST F OF C44/ - Q r FCOI."IDP.•' ' i� '• G�� S��NAL �� COA #30003 111 i 1 1 1 I t 426/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio v 1 acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General ' 2018.9.0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector + • f , Helpdeak: 1-866-252-8606 plates are 20 gauge, unless the specked plate size is followed by a •-18- which indicates an 18 gauge plate, or •S# 18% which indicates a high tension 18 gauge plate. a CSHeldesk: o1-866 corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty- 1 Truss: V2F Customer: John Testa SID: 0000465991 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 1 3-8-0 3-8-0 3-8-0 7-4-0 6/12 3x4= -6/12 3x4% 3x4. I � � 8 Wit 3-8-0 3-8-0 3-8-0 7-4-0 1 4 5 6 7-4-0 Plates -- Simpson Strong -Tie '20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-181 Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1. Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OR Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 127 81 0.17 2- 3 127 81 0.17 BC 1- 4 45 15 0.12 3- 6 45 15 0-12 4- 5 45 15 0.05 5- 6 45 15 0.05 Web 2- 5 221 116 0.04 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R - Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Suminary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI 1 07-07 129 150 7-04-00 3 6-08-09 129 150 7-04-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 3 26 34 7-04-00 (reduced) Max Horiz -47 / .+47 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (3-08-001 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 1- 4 Vert DL' L/120 L/999(-0.00) 1- 4 Vert CR L/240 L/999(-0.00) 1- 4 Horz LL 0.75in ( 0.00) @Jt 1 Horz CR 1.25in ( 0.00) @Jt 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Notes Plate offsets (X, Y): Valley Truss application only (None unless indicated below) 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. `\�t1►t1I►Ir////� L H.. s �. ooENS�c . • tij * Po.7493�OF� CVO\ s`SIONAL E`�`.. COA #30003 / I r 11 I I I 1 1 \4/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the coyer page and the "Important Information & General 2018. 9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r Helpdesk: 1-866-252-6606 plates are 20 gauge, 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. - a CSHelpgstrongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V3D Customer: John Testa SID: 0000465992 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 3-10-8 4-0-0 2-0-0 2-0-0 2-0-0 74-0-0 3-10-8 -10-8 11-10-8 13-10-8 15-10-8 17-10- 8 0 8 1 2 3 456 -6/12 3x4= 2x31 3x4= 2x3r 2x31 6/12 2x311 v 2x31 3x4% 228" 2x31 2x31 2x31 3x4= 2x3i 2x31 3-10-8 4-0-0 4-0-0 4-0-0 3-1-8 3-10-8 7-10-8 11-10-8 15-10-8 19-0-0 1 9 10 11 12 13 14 15 16 17 18 19-0-0 T Plates -- Simpson Strong -Tie 20 ga �(AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt - 1,.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 --------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert`LL L/360 L/999(-0.00) 1- 9 Webs 2x4 SP (ALSC6-2013) #2 10 3-10-08 221 304 19-00-00 Vert DL L/120 L/999(-0.00) 1- 9 12 7-10-08 244 358 19-00-00 Vert CR L/240 L/999(-0.00) 1- 9 Member Forces Summary 14 11-10-08 258 293 19-00-00 Horz LL 0.75in ( 0.01) @Jtl8 ..Mem... Ten Comp .CSI. 16 15-10-08 251 307 19-00-00 Horz CR 1.25in ( 0.01) @Jt18 TC 1- 2 Ill 406 0.22 Reactions not shown: down < 400 and up < 150 2- 3 127 313 0.30 ---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and 3- 4 148 213 0.32 Jnt-Jnt React -Up- --Width- horizontal deflections due to live load 4- 5 295 269 0.22 1- 18 16 0 19-00-00 (reduced) plus the creep component of deflection 5- 6 293 247 0.26 Max Horiz = -205 / +486 at Joint 1 due to dead load, computed as Defl LL + 6- 7 293 247 0.26 (Kcr - 1) x Defl_DL in accordance with 7- a 295 260 0.06 ANSI/TPI 1. B-OH 3 0 0.00 Loads Summary BC 1- 9 248 229 0.11 This truss has been designed for the effects of an unbalanced top chord 9-10 248 229 0.07 live load occurring at [15-10-08] using a 1,00 Full and 0.00 Reduced Bracing Data Summary 10-11. 248 229 0.04 load factor. ------------ Bracing'Data-----------= 11-12 248. 229 0.04 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 12-13 248 229 0.04 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 13-14 248 229 0.04 14-15 248 229 0.04 Plate offsets (X, Y): ' 15-16 248 229 0.04 Notes (None unless indicated below) 16-17 248 229 0.04 17-18 248 229 0.04 Valley Truss application only Jnt5 (0,-00-12), Jnt7(0,-00-12) 18-OH 0 0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web 2-10 382 223 0.06 degrees 3-12 443 327 0.08 Plates located at TC pitch breaks meet the prescriptive minimum size 4-14 340 254 0.14 ' requirement to transfer unblocked diaphragm loads across those 6-16 310 246 0.19 joints. 8-18 166 139 0.91 1111161E///� 9L. H. SD '. .. LCENSF' ` * ' o. 74931 44/ ((- i�;$A Fto 10P coo #30003 111 111 Ill14%26/201 s 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 Component solutions the Truss Manufacturer and relies upon the'accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information &General- �2018.9. 0.105 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdask: 1-861-8666 -252-8606 plates are 20 gauge, 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. - CBHe1psk: corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V3D2 Customer: John Testa SID: 0000465993 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 3-5-8 3-5-8 1 2 6/12 2x3i N N 3xV' I 10 41. 5" 2x30 3-5-8 I I 3-5-8 1 3 4 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, orASi8S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead , Dur Factors TC 20.0 10.0. Live Wind Snow BC '0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) 42 Member Forces Summary ..Mom... Ten Comp .CSI. TC 1- 2 27 56 0.12 2-011 0 3 0.00 BC 1- 3 45 41 0.11 3- 4 45 41 0.05 4-OH 0 0 0.00 Web 2- 4 148 70 0.06 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A - Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No I ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt; = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 4 61 74 3-05-08 Max Horiz = -34 / +98 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [3-05-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only 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. -------Additional Design Checks------ 10 psf Nbn-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 1- 3 Vert DL L/120 L/999(-0.00) 1- 3 Vert CR L/240 L/999(-0.00) 1- 3 Herz LL 0.75in ( 0.00) @Jt 1 Herz CR 1.25in ( 01.00) @Jt 1 Vert CR and Horz CR are the vertical and horizontal -deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ----- ------- Chords; continuous except where shown Web Bracing -- None Plate offsets (X,.l): (None unless indicated below) L H. v\CENsF - * 0. 7493 Q STA; G OF CVO\ F'OFAUP,. COA #30003 " 1111 L � �4i26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Resigner. A seal an this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018. 9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector p , Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specked plate size is followed by a'-18' which indicates an 18 gauge plate, ar'S# 18', which indicates a high tension 18 gauge plate. - _,o-,CSHelp@atrongtie.com Project Name: 00386- Testa Residence - 2469 Johnston Rd "City: 1 Truss: V3F Customer: John Testa SID: 0000465994 TID: 84004. Date: 04 / 25 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 2-10-8 5-4-0 2-10-8 2-10-8 } 8-2-8 11-1-0 1 2 3 4 6/12 4x4= 4x4z -6/12 3x4% 3x4. 133" 2x31i 2x3ii .2-10-8 5-4-0 2-10-8 2-10-8 I 8-2-8 1 11-1-0 , 1 5 6 7 8 4 J F 11-1-0 J Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 385 212 0.29 2- 3 443 190 0.68 3- 4 385 212 0.29 BC 1- 5 187 302 0.04 4- 8 187 302 '0.04 5- 6 190 309 0.04 6- 7 190 309 0.04 7- 8 190 309 0.04 Web 2- 5 333 161 0.06 3- 8 333 161 0.06 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All 6thers(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: - No Rain Surcharge: No Ice.Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 0.0 ft B = 0.0 ft M.R.H(h) - 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- Jut --X-Loc- React -Up- --Width- -Regd -Mat PSI 1 07-07 174 204 11-01-00 5 2-08-12 167 213 11-01-00 8 8-04-04 167 213 11-01-00 4 10-05-09 174 204 11-01-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 4 1 0 11-01-00 (reduced) Max Horiz = -37 / +37 at Joint 1 -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 "L/999(-0.00) 8- 4 Vert DL L/120 L/999(-0.00) 8- 4 Vert CR L/240 L/999(-0.00) 8- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR. 1.25in ( 0.00) @Jt 4 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 15-06-081 using a 1.00 Full and 0.00 Reduced Bracing Data Summary load factor. ------------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, Y): Notes (None unless indicated below) Valley Truss application only 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. \\,%jlllll!//// L H. S �. ,,\OENSF • .?// ��� ` * o. 7493 * _ Q STD r OF /FLO ONAL \\����� COA #30003 / / 11 1 1 1 1 t � \4/2612019 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 Component solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Trues Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9.0.105 Notes' pane for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector ' sk: 1-866-252-8606 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. Belpde o CSae1psk: 1-866 corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: WD Customer: John Testa SID: 0000465995 TID: 84004 Date: 04 / 25 if 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 5-10-8 4-0-0 4-0-0 3-1-8 5-10-8 9-10-8 13-10-8 17-0-0 1 2 3 4 5 3x4= -6/12 5-10-8 a 4-0-0 4-0-0 3-1-8 5-10-8 9-10-8 13-10-8 17-0-0 1 6 7 8 9 10 it 12 13 14 '' 17-0-0 T Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead our Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 138 346 0.43 2- 3 157 225 0.44 3- 4 299 255 0.34 4- 5 305 250 0.21 5-OH 3 0 0.00 BC 1- 6 206 190 0.33 6- 7 206 190 0.15 7- 8 206 190 0.05 8- 9 206 190 0.03 9-10 206 190 0.03 10-11 206 190 0.04 11-12 206 190 0.04 12-13 206 190 0.03 13-14 206 190 0.03 14-OH 0 0 0.00 Web 2- 8 553 281 0.09 3-10 470 246 0.11 4-12 174 211 0.16 5-14 255 195 0.65 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) - 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 6 2-04-07 109 164 17-00-00 8 5-10-08 289 429 17-00-00 10 9-10-08 251 359 17-00-00 12 13-10-08 221 171 17-00-00 14 16-10-04 92 179 17-00-00 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 14 6 0 17-00-00' (reduced) Max Horiz = -200 / +439 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (13-10-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only 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. -------Additional Design Checks------ 10psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 1- 6 Vert DL L/120 L/999(-0.00) 1- 6 Vert CR L/240 L/999(-0.01) 1- 6 Horz LL 0.75in ( 0.01) @it 1 Horz CR 1.25in ( 0.01) @it 1 Vert CR and Horz CR are the vertical and horizontal deflections .due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) �1111I111/1 \\\\ N ,L H * o. 7493 Q ST F OF C(/41\ F�0 cip, S�ONAL COA #30003 / / 111 1 1 1 11 �4/26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Asea] on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the buss component design shown. See the cover page and the "Important Information& General Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105 plates ere 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. Helpdesk: 1-866-252-8606 .,� CSHelp@strongtie.com Project Name: 00386- Testa Residence -'2469 Johnston Rd Qty: 1 Truss: V4F Customer. John Testa SID: 0000465996 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 2-10-8 1-4-0 2-10-8 2-10-8 4-2-8 7-1-0 1 2 3 4 6/12 -6/12 3x4% 3x4. 3x4% 3x4. I r 85" 2x31[ 2x3i 2-10-8 1-4-0 2-10-8 1 i r 2-10-8 4-2-8 7-1-0 1 5 6 4 J J F 7-1-0 Plates -- Simpson Strong -Tie, 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, ' Code/Design: FBC-2017/TPI-2014 -----------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 LIT1.25 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMt9 OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-2013) #2 Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 5 Webs 2x4 SP,(ALSC6-2013) #2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 5 1- 4 62 75 7-01-00 Vert CR L/240 L/999(-0.00) 1- 5 Member Forces Summary Max Horiz = -37 / +37 at Joint 1 \ Horz LL 0.75in ( 0.00) @Jt 1 ..Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.00) @Jt 1 TC 1- 2 46 46 0.08 2- 3 ill 42 0.03 Loads Summary Vert CR and Horz CR are the vertical and 3- 4 46 46 0.06 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load BC 1- 5 25 11 0.06 live load occurring at [3-06-08] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 6 25 11 0.06 load factor. [ due , to dead load, computed as Defl LL + 5- 6 27 12 0.02 (Kcr See Loadcase Report for loading combinations and additional details. ANSI/TPI - 1) x Defl_DL in accordance with 1. Web 2- 5 187 89 0.03 Dead Loads may be slope adjusted: > 12.0/12 3- 6 187 89 0.03 Bracing Data Summary Notes ------------Bracing Data ------------ Valley Truss application only Chords; continuous except where shown Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None degrees Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets (x,1)• ' requirement to transfer unblocked diaphragm loads across those (None unless indicated below) joints. ,. H. �NvL �j ��� �IGENSF • * * �_ o.74931 ST] OF / Q �F i� OF;1DP. ��'910 E�` �. CDA 030003 r l lAL I I l l l 4/2612019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates Truss Studio V acceptance of professional engineering responsibility solelyfor the truss component design shown. See the cover page and the "Important Information & General p p g g p � p @ p g � �2018.9.0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector p. ' 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 6 high tension 18 gauge plate. Helpdesk: 1-866-252-8606 o CSHelp@strongUe.com Project Name: 00386- Testa Residence - 2469 Johnston Rd ally: 1 Truss: V50 Customer: John Testa SID: 0000465997 TID: 84004 Date: 04 / 25 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 3-10-8 i 4-0-0 4-0-0 1 3-1-8 3-10-8 7-10-8 11-10-8 15-0-0 1 2 3 4 5 3x4= -6/12 2x3i 6/12 2x3i r 2x31 00 d 3x4% 1801, 2x31 2x 31 2x 31 2 x31 3-10-8 4-0-0 4-0-0 3-1-8 1 I 3-1-0-8 7-10-8 11-10-8 15-0-0-0 1 6 7 8 9 10 11 12 13 15-0-0 Plates -- Simpson -Strong -Tie 20 ga (AS20) or 18 ga (AS1811S, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 -----------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 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OH Soffit Load: 2.0 psf j Material Summary Reaction Summary Deflection Summary TC 2x4 SP (ALSC6-.2013) #2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location SC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc-React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 6 Webs 2x4 SP (ALSC6-2013) #2 7 .3-10-08 214 320 15-00-00 Vert DL L/120 L/999(-0.00) 1- 6 9 7-10-08 269 394 15-00-00 Vert CR L/240 L/999(-0.00) 1- 6 Member Forces Summary 11 11-10-08 221 151 15-00-00 Horz LL 0.75in ( 0.00) @Jtl3 ..Mem... Ten Comp .CSI. 13 14-10-04 ,92 170 15700-00 Horz CR 1.25in ( 0.00) @Jtl3 TC 1- 2 115 301 0.25 Reactions not shown: down < 400 and up < 150 2- 3 134 212 0.34 ---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and 3- 4 254 213 0.38 Jnt-Jnt React -Up- --Width- horizontal deflections due to live load 4- 5 258 . 206 0.22 1- 13 11 1 15-00-00 (reduced) plus the creep component of deflection 5-OH 3 0 0.00 Max Horiz = -168 / +359 at Joint 1 due to dead load, computed as Defl LL + BC 1- 6 163 150 0.10 (Kcr - 1) x Defl_DL in accordance with 6- 7 163 150 0.05 ANSI/TPI 1. 7- 8 163 150 0.02 Loads Summary - 8- 9 163 150 0.02 This truss has been designed for the effects of an unbalanced top chord 9-10 163 150 0.04 live load occurring at [11-10-081 using a 1.00 Full and 0.00 Reduced Bracing Data Summary 10-11 163 150 0.04 load factor. ------------Bracing Data ------------ 11-12 163 150 0.02 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 12-13 163 150 0.02 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 13-OH 0 0 0.00 Web 2- 7 426 216 0.07 Plate onsets (X,1r): 3- 9 506 264 0.09 Notes (None unless indicated below) 4-11 154 207 0.11 5-13 235 176 0.44 Valley Truss application only 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. \� * o.7493 Q STi�F OF �� coA #+000SsZONA� t azs,2o, 9 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio v acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General -� 2018.9. 0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector •S# rl. t Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a %18" which indicates an 18 gauge plate, or 18", which indicates a high tension 18 gauge plate- - a. CSHelp@at=ongtie.com Project Name: 00386-Testa Residence -2469 Johnston Rd Oty: 1 Truss: V613 Customer: John Testa SID: 0000465998 TID: 84004 Date: 04 / 25 / 19 Truss Mir. Contact: Rick Mills Page: 1 of 1 4-0-0 4-0-0 9-0 . 3-3-0 1-0-0 4-0-0 8-0-0 12-0-0 _y_- 53-0-6 1 Z 3x4= 2x312x31 2x31 6/12 a0 2x31 00 d d i r v v 3x4% 156" 2x31 2x31 2x312x31 4-0-0 4-0-0 4-0-0 1-o-o 4-0-0 8-0-0 12-0-0 3-0- 1 7 8 9 10 11 12 13 13-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18, Code/Design: FBC-2017/TPI-2014 -----------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 BOLL: Yes _ TO 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: All Others(1.0) M.R.H(h) = 18.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TO Safe Load: No Repetitive Member Increase: Yes Low -Slope Minimums(Pfmin): No Wind DL(psf): TO = 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) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TO 2x4 SP (ALSC6-2013) 42--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location BC 2x4 SP (ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 7 Webs 2x4 SP (ALSC6-2013) #2 8 4-00-00 228 355 13-00-00 - 'Vert DL L/120 L/999(-0.00) 1- 7 10 8-00-00 253 315 13-00-00 Vert OR L/240 L/999(-0.00) 1- 7 Member Forces Summary 12 12-00-00 208 269 13-00-00 Horz LL 0.751n ( 0.00) @Jt 1 ..Mem... Ten Comp .CSI. Reactions not shown: down < 400 and up < 150 Horz OR 1.25in ( 0.00) @Jt 1 TO 1- 2 48 248 0.29 ---- Reaction Summary (plf) ----- 2- 3 80 161 0.29 Jnt-Jnt React -Up- --Width- Vert OR and Horz OR are the vertical and 3- 4 202 177 0.23 1- 13 9 0 13-00-00 (reduced) horizontal deflections due to live load 4- 5 161 148 0.15 Max Horiz = -118 % +313 at Joint 1 plus the creep component of deflection 5- 6' 161 148 0.14 due to dead load, computed as Defl LL + 6-OH 0 0 0.00 (Kcr - 1) x Defl_DL in accordance with' BC 1- 7 161 148 0.11 Loads Summary ANSI/TPI 1. 7- 8 161 148 0.05 This truss has been designed for the effects of an unbalanced top chord 8- 9 161 148 0.02 live load occurring at (9-09-121 using a 1.00 Full and 0.00•Reduced 9-10 161 148 0.02 load factor. Bracing Data Summary 10-11 161 148 0.09 See Loadcase Report for loading combinations and additional details. - ------------Bracing Data------------ 11-12 161 148 0.04 Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown 12-13 161 146 0.02 Web Bracing -- None 13-OH 0 0 0.00 Web 2- 8 463 307 0.08 Notes Plate offsets(X,l): 3-10 372 248 0.06 5-12 272 204 0.06 (None unless indicated below) Valley Truss application only 6-13 30 51 0.39 Jnt4(0,-00-12) 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. ' Less` than 0.25/12 pitch requires adequate drainage to prevent ponding. L H, �. ENSF * 0.7493 * _ ST F OF f(/�� Q coAas000Ss//,NAL1� s/2o1s 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018. 9. 0.105 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-ile Company, Inc in accordance with ESR-2762. All connector "S# . aelpde1 -866-252-8606 sk: plates are 20 gauge, unless the specified plate size is followed by a "-1B" which indicates an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate. - a CSgelpsk: gkie. corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: WD Customer: John Testa SID: 0000465999 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 5-6-8 9-8 3-2-8 1-5-8 1 5-6-8-a-� 9-6-8 4 1 5 -6/12 4x4= 6/12 3x4= 2x31) 2x3i t 00 C� . I N 3x4�1 N 132" 2x311 2x31i 2x311 ' 5-6-8 4-0-0 5-6-8 9-6-8 11-0-0 1 6 7 8 9 10 11-0-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 57 86 0.33 2- 3 49 63 0.21 3- 4 76 70 0.28 4- 5 76 70 0.28 5-OH 0 0 0.00 BC 1- 6 76 70 0.40 6- 7 _ 76 70 0.15 7- 8 76 70 0.04 8- 9 76 70 0.01 9-10 76 70 0.01 10-OH 0 0 0_00 Web 2- 7 512 255 0.09 4- 9 435 229 0.07 5-10 12 14 0.10 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low -Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain,Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) - 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary --------------Reaction Summary(Lbs)---------------- :7nt--X-Ldc- React -Up- --Width- -Regd -Mat PSI 7 5-06-08 242 299 11-00-00 9 9-06-08 233 279' 11-00-00 Reactions not shown: flown < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 10 18 21 11-00-00 (reduced) Max Horiz = -61 / +158 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [5-06-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 -------Additional Design Checks------ 10psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 1- 6 Vert DL L/120 L/999(-0.00) 1- 6 Vert CR L/240 L/999(-0.01) 1- 6 Horz LL 0.75in ( 0.01) @Jt 1 Horz CR 1.25in ( 0.02) @Jt 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data ------------- Chords; continuous except where shown Web Bracing.-- None Notes Plate offsets (X, l): Valley Truss application only (None unless indicated below) Plates designed for Cq at 0.80 and Rotational Tolerance of. 10.0 Jnt3(0,00-04) degrees Plates located at TC pitch -breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Less than 0.25/12 pitch requires adequate drainage tolprevent ponding. \AqL H: S'Q �.. 0GEN19E' * ' 0. 7493 I'J STJ�G OF 4( coA#3000ss, NAL \ai26/2019 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building•Designer. Aseal an this drawing indicates �Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General . 2018.9. 0.105 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector ' Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is,fcllowed by a "-18" which indicates an 18 gauge plate, or °S# 18°, which indicates a high tension 18 gauge plate. - o CSae1psk: 1-866-corn Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V8D Customer: John Testa SID: 0000466000 TID: 84004 Date: 04 / 25 / 19 Truss Mfr. Contact: Rick Mills Page: 1 of 1 1 3-6-8 3-6-8 3-6-8 7-1-0 6/12 3x4= -6/12 v a, 3x4% 3x4. 2x31I 3-6-8 3-6- 3-6-8 7-1-0 1 4 5 6 7-1-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 10.0 1Live Wind Snow BC 0.0 1.0 Lum 1.25 1.60 N/A Total 31.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4, SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp .CSI. TC 1- 2 121 77 0.15 2- 3 121 77 0.15 BC 1- 4 43 15 0.10 3- 6_ 43 15 0.10 4- 5 43 15 0.04 5- 6 43 15 0.04 Web 2- 5 210 110 0.03 -----------Snow Load Specs----------- ASCE7-10 Ground Snow(Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed -Slippery Roof: No Low -Slope Minimums(P£min): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 170 mph Risk Cat: II Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 18.0 ft Kzt ='1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 5.0 BC = 1.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 1- 3 62 75 7-01-00 Max Horiz = -44 / +44 at Joint 1 'Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (3-06-08) using a 1.00 Full and 0:00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Notes Valley Truss application only 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. -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: . No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 6- 3 Vert DL L/120 L/999(-0.00) 6- 3 Vert CR L/240 L/999(-0.00) 6- 3 Horz LL 0.75in ( 0.00) @Jt 1 Horz CR 1.25in ( 0.00) @Jt 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data------------ Ctiords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) \�11111IIIf//// � �,10ENSF • N/ � * o.74931 Q STJF;� OF OF:1D G2- coA ns000sS/ONAL 1�/26/201 s 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 Ca.,ponent Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio v acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the `Important Information & General 2018.9. 0.105 Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector . Helpdeak: 1-866-252-8606 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. - a CSRelp@strongtie,com .SI SON StrongTie PIGGYBACK TRUSS CONNECTION DETAIL TD-CPS-0001 D This detail provides minimum connection requirements between a cap truss and a base truss of a piggyback assembly for assemblies that meetthe following conditions and design requirements: • the cap truss has continuous bearing or bearings at 2' o.c. max.; • the cap truss contains vertical web members at 4' o.c. max; • the cap trusses are spaced no greater than 24" o.c.; • the pitch does not exceed 12/12; • the cap truss span does not exceed 36 ; • the cap truss is not a mono truss; • the cap truss supports no point loads or drag loads (see detail TD-CPS-0002 for drag load connection requirements) Design Requirements: Max. Wind Speed: 140 mph (nominal) Load Duration Factor: 1.6 Max. Mean Roof Height: 30' Lumber: SPF or Better Exp. Category: B or C (Min. SG = 0.42) Cap Truss End Connections per Table 1 E TABLE 1 - Connection Requirements At Each End of Cap Truss (One Face Only) Cap Truss Span Max. Wind Speed (mph) End Connection Options Fasteners' Nominal Ultimate 100 125 Sheathing - See Note 2 --- Up to 18' 140 180 4' 2x Scab 16-10d nails LSTA18 or CS20 Strap 14-10dx1.5 nails 120 150 4' 2x Scab 16-10d nails 130 160 LSTA18 or CS20 Strap 14-10dx1.5 nails 36' or Less 140 180 6' 2x Scab 24-10d nails 10-SDS 1/4x3 LSTA30 or CS18 Strap 20-10dxl.5 See footnotes below TABLE 2 - Connection Requirements Along Cap Truss Bottom Chord Cap Truss Bottom Chord (130) End Connection per Table 1 (Typical Each End) Base Date: 09/04/2014 1 Rev: D I Pg. 1 of 1 Flat 2x4 Purlins @ 24" o.c. (Max) Cap Truss BC Connection Der Table 2 Figure 1 - Typical Piggyback Assembly with 1 1/2" Gap Between Cap and Base Condition Max. Wind Speed (mph) Connection Options Along BC Fasteners Nominal Ultimate With 1.5" Gap (See Fig 1) 140 180 Nails into purlins installed on base truss at 24" o.c. (max) Purlin-to-Base: 2-10d nails (ea purlin) Cap-to-purlin: 2-10d toe -nails (ea purlin) (3) 7"x7"x7/16" Plywood/OSB Gussets (each face) 6-6d nails per Gusset (see note 1) (3) LTP5 Framing Angles (one face) 8-8dxl.5 nails per LTP5 (see note 1) No Gap (See Fig 2) 130 160 (2) LTP4 Framing Angles (one face) 12-8dxl .5 nails per LTP4 (see note 1) 140 180 Toe -Nails @ 24" o.c. 2-10d toe -nails along BC @ 24" o.c. (3) 7"x7"x7/16" Plywood/OSB Gussets (each face) 6-6d nails per Gusset (see note 1) (3) LTP4 Framing Angles (one face) 12-8dxl .5 nails per LTP4 (see note 1) 1. Where noted, install half of the specified'fasteners in each member being connected. 2. An additional end connection is not required for wind speeds up to 100 mph (nominal) and cap truss spans up to 18' if the sheathing is continuous and extends at least 12" beyond.the intersection. 3. When using (2) connectors along the cap truss BC, install one at each end of the bottom chord; when using (3) connectors, install one on each end and one in the center of the bottom chord. 4. NAILS: 10d=0.148" dia.x3" long, 10dx1.5=0.148" dia.xl1/2" long, Bdxl.5=0.131" dia.xl'/i' long, 6d=0.113" dia.x2" long Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly The flat top chords of the supporting base trusses must be adequately braced to prevent them from buckling out from under the cap trusses. One option for accomplishing this is with flat 2x4 purlins in combination with diagonal bracing that gets repeated at max. 10' intervals. Other methods may be required as specified in the Construction Documents. See BCSI-B3 for additional information. Base Trusses Cap Truss BC Connection Figure 2 - Typical Piggyback Assembly with No Gap Between Cap and Base \�11111IIfI//// �.1GENSF' ` * o. 74931 * — ST � OF ANAL COA #30003 / I l 1 I I I I 11 t 14/26/2019 This detail is to be used only for the application and conditions indicated herein, and its suitability for any particulartruss/project shall be verified (by others). This detail is not intended to Simpson Strong -Tie 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). accomp anying this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design. ' PIGGYBACK TRUSS CONNECTION DETAIL PA... M. I WITH DRAG .LOADS TD-CPS-0002 This detail provides minimum connection requirements between a cap truss and a base truss of a piggyback assembly to resist drag loads. This detail applies to assemblies that meet the following conditions and design requirements: • the cap truss has continuous bearing or bearings at 2' o.c. max.; • the cap truss contains vertical web members at 4' o.c. max; • the cap trusses are spaced no greater than 24" o.c.; • the pitch does not exceed 12/12; • the cap truss span does not exceed 36; • the cap truss is not a mono truss.; Design Requirements: Load Duration Factor: 1.6 Lumber: SPF or Better (Min. SG = 0.42) Cap truss end connections oer See also TD-CPS-0001 D for connection requirements for wind loads. The piggyback connections must satisfy both the drag load and wind load requirements. Cap truss bottom chord connection type and spacing per Table 2 Table 1 - Maximum Cap Truss Span Based'on Cap Truss End Connections End Connection Type Max. Drag Load LSTA18 or CS20 with 14-10dx1.5 4' 2x Scab with 16-10d 6' 2x Scab with 10-SDS1/4x3 LSTA30 or CS18 with 20-10dxl.5 6' 2x Scab with 24-10d (Plf) One Face Both Faces One Face Both Faces 'One Face Both Faces One Face Both Faces One Face Both Faces 100 18, 36' 24' 36' 24' 36' 24' 36' 36' 36' 200 9' 18, 12' 24' 12' 24'. 12' 24' 18' 36' 400 -- 9' — 12' — 12' 12' 9' 18' 600 — -- 9' — 9' -- 12' 700 -- — — -- - — — — — 1 9' 1. Install half of the specified fasteners in each member being connected. 2. NAILS: 10d = 0.148" dia. x 3" long, 10d x1.5 = 0.148" dia.xl ''/2" long. Table 2 - Maximum On -Center Spacing of Connections Along Cap Truss BC Connection Type 1.5" Gap Between Cap & Base Truss No Gap Between Cap Base Truss Max Drag (See Figure 1) (See Figure 2) Load 2-10d Toe- 7'W'W/16" LTP5 with 2-10d 7"x7"x7/16" LTP4 with (plf) nails into Plywood/OSB 8-8dx1.5 Toe- Plywood/OSB 12-8dxl.5' Purlins on Base Truss' with 6-6d (ea face)2.3 2,3 (ea face) nails with 6-6d (ea face) 2.3 . (ea face) 2 3 100 2' o.c. T-6" o.c. 6' o.c. 2' o.c. T-6" o.c. 9' o.c. 200 -- T o.c. 3' o.c. — T o.c. 5' o.c. 400 -- 1' o.c. 1'-6" o.c. — 1' o.c. T-6".o.c. 600 -- - 1' o.c. — 1'-6" o.c. 700 — -- 1' O.C. -- -- 1'-6" o.c. 1. Purlins must be fastened to the base truss (at 24" o.c. max) with min. 2-1 od nails (each purlin). 2. Install half of the specified fasteners in each member being connected. 3. Connections shall be staggered on the opposite face. 4. NAILS: 10d=0.148" dia. x 3" long, 8dxl .5=0.131" dia. x 1 '/z" long, 6d = 0.113" dia. x 2" long. Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly The flat top chords of the supporting base trusses must be adequately braced to prevent them from buckling out from under the cap trusses. One option for accomplishing this is with flat 2x4 purlins in combination with diagonal bracing that gets repeated at max. 10' intervals. Other methods may be required as specified in the Construction Documents. See BCSI-B3 for additional information. Base Trusses. Cap Truss Bottom Chord (BC) End Connection per Table 1 (Typical Each End) Base Truss I Date: 09/04/2014 1 Rev: I Pg. 1 of 1 Flat 2x4 Purlins @ 24" o.c. (Max) Connection o.c. spacing Cap Truss BC per Table 2 Connection per Table 2 Figure 1 - Typical Piggyback Assembly with 1 1/2" Gap Between Cap and Base Cap Truss BC Connection Per Table 2 End Connection per Table 1 (Typical Ea End) Figure 2 - Typical Piggyback Assembly with No Gap Between Cap and Base `\��tllllllll//// �.� N. �}L H. �,��..... QGENgF' * ' o. 74931 * _ Q ST.-':. F OF r 'oL0 DP••' G.\�� cOA #30003 // 111 1 11 1 l 1 t4/26/2019 This detail is to be used only for the application and conditions indicated herein, and its suitability for any pardculartruss/project shall be verified (by others). This detail is not intended to Simpson Strong Tie 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. INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE ® _ Date:06/11/2014 1 Rev:A Pg. 1 of 1 NOTES: 1. This detail provides web reinforcement options that maybe used as an alternative to continuous lateral restraint (CLR) when installing CLRs in combination with diagonal bracing is not practical of desired. 2. Refer to the truss design drawing for web lateral restraint requirements. A on the truss design drawing indicates that continuous lateral restraint is required at the locations shown (either at the midpoint or 1/3-points of the web member). Refer to the tables below for acceptable web reinforcement options 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 grade of the web member as indicated on the truss design drawing. 5. All reinforcements must extend to within 6" of each end of the web member. 6. This detail does not apply to single -ply webs that exceed 14' in length. (!i) 1 Row of CLR @ Web Mid -point 2 Rows of CLRs @ 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- 2x4 2x4 2x4 2x4 --- 1 Row @ Mid-point 2x6 2x6 2x6 2x6 --- 2x8 2x8 2x8 . 2x8 - - 16d gun nails @ 6" on -center 2x4 2-2x4 2 Row @ 2 points No substitutions allowed 2x6 2-2x6 11 2x8 2-2x8 WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES 2 Speclfied Acceptable Web Reinforcement Web Member Web Substitutions - Type & Size Reinforcement -to -Web Lateral Member Connection Restraint Size Requirements (CLRs) T- , L- Scab 1- 2x4 2x4 2x4 --- --- 1 Row @ 2x6 2x6 2x6 - - -- Mid-point 2x8 2x8 2x8 --- --- 16d gun nails @ 6" on -center 2x4 I 2-2x4 2 Row @ 1/3-points No substitutions allowed I 2x6 2-2x6 2x8 2-2x8 1. The maximum allowable web length for single -ply trusses is 14'. 2. For 2-ply trusses, the reinforcement must be nailed to both plies of the web with 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 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. Nail Dimension 16d = 3.5" x 0.131" 10d=3"x0.120" Web mber Typ-) i I Add member to both edges for I -Reinforcement T f Reinforcement (I -Reinforcement similar) L- Reinforcement Scab Reinforcement ,LH: So''% �. o ENSF * ' o. 7493 Q STA�:. F{ OF i� '• F�OF�tOP.•'� \�� �NAt- E?\.. GOAN30003�ss!/ t t l l l t 4/26i2o1s IThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particulartruss/project shall be verified (by others). This detail is not intended to I Simpson Strong -Tie Company I 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. LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR I D-WEBCLRBRACE WEB MEMBERS This detail provides information for laterally restraining and bracing web members to prevent lateral buckling using continuous lateral restraints (CLRs) in combination with diagonal bracing. In addition to the CLRs indicated on the truss design drawing, diagonal bracing must be installed as indicated in this detail and BSCI-B3. 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. Note: Not all truss members shown for clarity Date: 06/18/2014 1 Rev:A I Pg. 1 of 1 1 row of CLR Co) mid -points 2 rows of CLR @ 1/3-points WEB MEMBERS WITH LATERAL RESTRAINT Install 2x4 diagonal bracing at each end ^A ^` ^^ "1' along the length of the gonal Bracing Details 2 & 3. Min. 2x4xl2' CLRs installed on web members where indicated on the truss design drawing. Attach CLRs to each web with min. 2-10d nails uvenap enas of ULRs at least one truss spacing or use splice detail (see Detail 1) For webs with one row of CLRs, diagonal bracing shall be installed using Option 2A or 2B. Attach diagonal braces to each truss with min. 2-10d nails. DETAIL 45 Option 2A Option 2B Detail 2 - Diagonal Bracing for 1 Row of CLRs 1. Restraint and Bracing Material min. 2x4 stress graded lumber. 2. This detail does not address permanent building stability bracing to resist lateral forces acting on the building. 3. This detail shall not supersede any project -specific truss member permanent bracing design for the roof framing structural system. Web CLR splice CLR Min. 2'-long 2x_ scab block centered over the CLR splice and web. Attach to CLR with min. 8-10d nails on each side of splice. Detail 1 - CLR Splice For webs with 2 rows of CLRs, diagonal bracing shall be installed using Option 3A or 3B. Attach diagonal braces to each truss with min. 2-10d nails. ki Option 3A Option 3B Detail 3 - Diagonal Bracing for 2 Rows of CLRs Nail Dimensions: 10d=3"x0.128" \`���tllllrr/ii L H. 3 �1GENSF . I i/j i _ * ' o. 7493 0! Q ST I F OF conffs000Ss�I NAL. �IN261201 9 This detail is to be used only for the application and conditions indicated herein, and its suitability for any particulartrusslproject shall be verified (by others). This detail is not intended to Simpson Strong Tie 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.