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Home My WebLink AboutTRUSS SUBMITTAL - 22-00269 - Hibbard Elementary School (2)HW Job No. Hibbard Elementary Submittal Number: 220035 2413 N 3000 W, Rexburg, ID 83440 061753 - 01 1152 Bond Avenue - Suite A Rexburg, ID 83440 Ryan Malm To:JRW Specification Section: Date: 9/26/2022 061753 WOOD TRUSSES - ROOF Transmit By:E-mail This Submittal includes the following: Transmitted for: Shop Drawing Product Data Sample Copy of Letter Other For Approval For Your Use For Review and Commen Other Comments: Reply Due Date: 9/27/2022 Signed:Nolan FrandsenAttn: Phone:(208) 359-2309 From:Headwaters Construction Company 900 Jet Stream Drive Rexburg, ID 83440 Phone:(866) 496-9868Cell:(208) 604-5219 rmalm@jrwa.comEmail: Cell:(208) 270-5019 Nfrandsen@headwaterscc.comEmail: Description Truss Submittal Contractor Review:A/E Review: Reviewed Comments Noted Other This shop drawing/submittal is submitted for the pu rposes of fabrication/installation of the materials identified. Contractor has reviewed the submittal for general compliance with the contract documents. Any deviations from the contract documents observed by contractor have been noted. The party supplying the material remains responsible for: (1) Compliance with the co ntract documents, (2) the accuracy and completeness of details such as dimensions and quantities, (3) field measurements as required, and (4) construction of a complete and workable ins tallation satisfactory for the work included. Contractor is n ot a design professional and renders no opinion about the structural integrity or suitability of the materials for the project. 900 Jet Stream Drive, Rexburg, ID 83440 P: (866) 496-9868 F: (866) 496-0209 www.HeadwatersCC.com Page 1 of 1 If Enclosures Are Not As Noted, Please Notify Us Immediatle REVIEWED REVISE & RESUBMIT REVIEWED & NOTED Structural EngineeringFROST This review is only for general conformance with the design concept of the project and general compliance with the information provided in the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve the contractor from compliance with the requirements of the plans, specifications, and other contract documents. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for the following: dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means, methods, techniques, sequences, and procedures of construction; coordination of the work with that of all other trades; and performing all work in a safe and satisfactory manner. The adequacy of engineering designs and layouts performed by others rests with the designing or submitting authority. BY: DATE: D. Porter 9/26/2022 X BK 2 7 ( 2 2 ) BK20 (24) BK 1 9 ( 5 ) BK 1 9 ( 2 3 ) BK14 (22) BK25 (2)BK25 (5)BK29 (4) BK 2 2 ( 2 2 ) BK 2 2 ( 2 3 ) BK 2 8 ( 4 ) BK21 (19)BK5 (4)B K 1 (3)B K 1 (2)B K1 (12)B K 1 (4)B K1 (20) BK1 (3)BK1 (5)BK1 (6) BK1 (4) BK1 (11)BK1 (12)BK1 (11)BK1 (5)BK1 (5) B K 1 (5)B K 1 (5)B K 1 (5)B K 1 (5)B K 1 (5)B K1 (13)B K1 (17)B K 1 (4)B K 1 (2)B K 1 (2)B K 1 (4)B K 1 (2)B K 1 (2)B K 1 (2)B K 1 (2)B K 1 (3)B K 1 (4)B K1 (14)B K 1 (4)B K 1 (5)B K 1 (2)B K 1 (2)B K 1 (3)B K 1 (2)B K 1 (4)B K 1 (3)B K 1 (3)B K 1 (4)B K 1 (3)B K1 (14)B K1 (11)B K 1 (9)B K 1 (8)BK1 (5)BK1 (5)BK1 (3)BK1 (5)BK1 (12)BK1 (5)BK1 (3)BK1 (4)BK1 (3)BK1 (2)BK1 (2)BK1 (3)BK1 (2)BK1 (2)BK1 (3)BK1 (5)BK1 (2)BK1 (3)BK1 (3)BK1 (2)BK1 (3)BK1 (2)BK1 (4)BK1 (3)BK1 (2)BK1 (5)BK1 (5)BK1 (10)BK1 (5)BK1 (3)BK1 (4)BK1 (3)BK1 (4)BK1 (5)BK1 (2)BK1 (2)BK1 (3)BK1 (4)BK1 (4)BK1 (4)BK1 (2)BK1 (5)BK1 (2)BK1 (8)BK1 (28)BK1 (31)B K 1 (8)B K 1 (6)B K 1 (6)B K1 (11) BK 1 ( 1 8 ) BK1 (20) BK1 (20) BK1 (42)BK1 (3) B K1 (60) H0 4 ( 5 ) H0 4 ( 5 ) L2 ( 6 ) L1 ( 1 3 ) M03 (3)M03 (6)M03 (3) J03 (13)J02 (7) K0 1 ( 1 2 ) M11 (5) M08 (2)M07 (3)M05 (3)M09 (3)M06 (4) M02 (11)M02 (11)M02 (11) G05 (4)G01 (7)G01 (11)G03 (3)F02 (6)H0 1 ( 1 8 ) B06 (6)B05 (5)B05 (4)C01 (12)C01 (11) B03 (7)B03 (7)B03 (4)B02 (12)B02 (12)B02 (12)B02 (12)B02 (12)B02 (12)B02 (11) D0 1 ( 1 1 ) D0 1 ( 1 1 ) A03 (4)A03 (7)A03 (4)A03 (7)E02 (11)E02 (11)A02 (11)A02 (12)A02 (12)A02 (12)A02 (12)A02 (12)A02 (12)A02 (12)A05 B K 1 B K 1 B K 1 BK23 BK 1 7 BK 1 7 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 B K 1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK30 BK1 BK1 BK 1 8 BK 1 5 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK16 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK1 BK16 BK1 BK1 BK26 BK 1 2 BK 7 BK 1 3 BK10 BK 2 4 BK 3 3 B K 8 B K 6 BK4 BK3 GDR13 GDR13 J0 1 H03 GDR12 M1 0 M0 4 M0 1 GDR11 G0 7 G0 6 GDR10 G0 4 G0 2 GDR9 E16 E15 E14 E13 E12 E11 E10 GD R 8E01F01E09E08E07E06E05E04E03E01 GDR7 H02 B19 B18 B17 B16 B15 B14 GDR6 B02 B13 B12 B11 B10 B09 B08 B07 GDR5 GD R 4 C0 2 B04 B01 B04 B01 A01 A01 D02 A11 A10 GDR3 A17 A16 A09 A15 A08 A07 A14 A13 A06 A12 GD R 2 GDR1 A04 A04 15' 8-3/16 Wall Height 23' 2-3/16" Wall Height 5/12 Pitch 2' 3" Heel 4.093/12 Pitch 2' 1-9/16" Heel 5/12 Pitch 2' 3" Heel 4.155/12 Pitch 2' 1-3/8 Heel 5/12 Pitch 2' 3" Heel 5/12 Pitch 2' 3" Heel 4.127/12 Pitch 2' 1-5/16 Heel 5/12 Pitch 2' 3" Heel 5/12 Pitch 2' 3" Heel 4.17/12 Pitch 2' 1-3/8 Heel Gable End Trusses Dropped For 2X8 Outlookers. (Typ) Valley Framed In Field . . 5/12 Pitch 2' 3" Heel Provide Girder Connection To Wall Detail 28 - 8 - 0 10 - 7 - 1 4 17-2-13 29-11-13 General Notes: 1. TCLL-TCDL-BCLL-BCDL: 25-10-0-10 (UNO). 2. Verify all pitches and heel heights. Roof pitch has been adjusted in areas to match intent of roof plan. 3. 24" o.c. spacing (UNO). 4. Dimensions to outside of framing (UNO). 5. Trusses may be shifted in field as req'd without exceeding max tributary area. 6. Verify ALL truss spans. 7. Dimensions are to face of stud/CMU 31 -5-12 36-5-6 31 -5-12 36-5-6 9-11-4 72-10-1 2 119-5-0 48-10-2 119-8-1 0 31-6-2 9-11-4 31-6-1 36-5-12 36-5-10 72-11-7 28-2-2 28-2-1 18-9-11 28-10-1 31-6-1 31-5-15 41-5-9 31 - 6 - 2 41 - 5 - 1 2 12 0 -4-8 13 - 0 - 1 5 21 - 3 - 4 49 - 3 - 6 92-8-0 54 - 9 - 0 44 - 9 - 6 41 - 5 - 0 12-2-1 47 - 8 - 223-4-10 12 -5-12 13-7-10 27-7-9 31-7-10 12-5-6 23-3-8 45-4-14 39 - 2 - 4 9-4-0 31-8-7 41-8-1 28 -1-12 119-11-6 Fasteners Key Model Qty Top Face Supported A HUS28 6 22-16d 4-16d B LSSJ26LZ 3 4-10d 4-10d C LSSJ26RZ 1 4-10d 4-10d D THA29 5 E THASL29 2 4-SD9212 8-SD9212 4-SD9112 F THASL29 15 G THASL29-2 3 H THASR29 19 I THASR29-2 3 B C E B E B A A A A A A F F F F F G H H H H H H H I F F F F F G H H H H H H I G F F F F F I H H H H H H D DDDD 5 5 4. 2 4. 2 5 5 5 5 4.1 4.155554. 2 4. 2 5 5 5 5 4.1 4.1 5 5 5 5 5 5 4. 2 P.O. Box 5787 17900 SE Wallace Rd Dayton, OR 97114 Tel: (503) 581-8787 Fax: (503) 399-8787 Hi b b a r d E l e m e n t a r y Re x b u r g , I d a h o Project Number: 2203889HWC Customer: Headwaters Construction Co Designer: MJ Salesperson ID: YS Revision 1: Date: 09 / 22 / 22 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the entire truss support structure including, but not limited to headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult ''Bracing of wood trusses'' available from the Truss Plate Institute, 218 N. Lee Street, Ste. 312, Alexandria, VA 22314. 2X6 OUTLOOKERS WILL BE USED TRUSS BEARING TRUSS BEARING TRUSS BEARING DROP BEAM HERE NO BEARING HERE CARRY UPPER TRUSSES TO BEARING WALL HERENO BEARING HERE TR U S S B E A R I N G DROP BEAM HERE DROP BEAM HERE NO BEARING HERE TR U S S B E A R I N G DROP BEAM HERE DROP STEEL BEAM HERE USE LGUM210-2-SDS OR IF IT WILL CONFLICT WITH THE PRESS PLATES, USE LGUM410-SDS. CAPACITY OF THIS HANGER IS 9,600# Prepared for: Job: Date: Ref. Number: Oregon Truss 2203889HWC - Hibbard Elementary 9/22/2022 8:42 AM 166062 COMPONENT DESIGN DRAWINGS & DETAILS Simpson Strong-Tie Company, Inc. 5956 W. Las Positas Blvd. Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Notes: 1. The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Component 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 component design drawings to insure compatibility with the Building design, Refer to all notes on the individual component design drawings. 126 Component Design Drawing(s): 1 1-A01: SID 1679664 33-B16: SID 1679696 65-C02: SID 1679728 97-GDR5: SID 1679760 2 2-A02: SID 1679665 34-B17: SID 1679697 66-D01: SID 1679729 98-GDR6: SID 1679761 3 3-A03: SID 1679666 35-B18: SID 1679698 67-D02: SID 1679730 99-GDR7: SID 1679762 4 4-A04: SID 1679667 36-B19: SID 1679699 68-E01: SID 1679731 100-GDR8: SID 1679763 5 5-A05: SID 1679668 37-BK1: SID 1679700 69-E02: SID 1679732 101-GDR9: SID 1679764 6 6-A06: SID 1679669 38-BK3: SID 1679701 70-E03: SID 1679733 102-GDR10: SID 1679765 7 7-A07: SID 1679670 39-BK4: SID 1679702 71-E04: SID 1679734 103-GDR11: SID 1679766 8 8-A08: SID 1679671 40-BK5: SID 1679703 72-E05: SID 1679735 104-GDR12: SID 1679767 9 9-A09: SID 1679672 41-BK6: SID 1679704 73-E06: SID 1679736 105-GDR13: SID 1679768 10 10-A10: SID 1679673 42-BK7: SID 1679705 74-E07: SID 1679737 106-H01: SID 1679769 11 11-A11: SID 1679674 43-BK8: SID 1679706 75-E08: SID 1679738 107-H02: SID 1679770 12 12-A12: SID 1679675 44-BK9: SID 1679707 76-E09: SID 1679739 108-H03: SID 1679771 13 13-A13: SID 1679676 45-BK10: SID 1679708 77-E10: SID 1679740 109-H04: SID 1679772 14 14-A14: SID 1679677 46-BK11: SID 1679709 78-E11: SID 1679741 110-J01: SID 1679773 15 15-A15: SID 1679678 47-BK12: SID 1679710 79-E12: SID 1679742 111-J02: SID 1679774 16 16-A16: SID 1679679 48-BK13: SID 1679711 80-E13: SID 1679743 112-J03: SID 1679775 17 17-A17: SID 1679680 49-BK14: SID 1679712 81-E14: SID 1679744 113-K01: SID 1679776 18 18-B01: SID 1679681 50-BK15: SID 1679713 82-E15: SID 1679745 114-L1: SID 1679777 19 19-B02: SID 1679682 51-BK16: SID 1679714 83-E16: SID 1679746 115-L2: SID 1679778 20 20-B03: SID 1679683 52-BK17: SID 1679715 84-F01: SID 1679747 116-M01: SID 1679779 21 21-B04: SID 1679684 53-BK18: SID 1679716 85-F02: SID 1679748 117-M02: SID 1679780 22 22-B05: SID 1679685 54-BK19: SID 1679717 86-G01: SID 1679749 118-M03: SID 1679781 23 23-B06: SID 1679686 55-BK20: SID 1679718 87-G02: SID 1679750 119-M04: SID 1679782 24 24-B07: SID 1679687 56-BK23: SID 1679719 88-G03: SID 1679751 120-M05: SID 1679783 25 25-B08: SID 1679688 57-BK24: SID 1679720 89-G04: SID 1679752 121-M06: SID 1679784 26 26-B09: SID 1679689 58-BK26: SID 1679721 90-G05: SID 1679753 122-M07: SID 1679785 27 27-B10: SID 1679690 59-BK27: SID 1679722 91-G06: SID 1679754 123-M08: SID 1679786 28 28-B11: SID 1679691 60-BK30: SID 1679723 92-G07: SID 1679755 124-M09: SID 1679787 29 29-B12: SID 1679692 61-BK32: SID 1679724 93-GDR1: SID 1679756 125-M10: SID 1679788 30 30-B13: SID 1679693 62-BK33: SID 1679725 94-GDR2: SID 1679757 126-M11: SID 1679789 31 31-B14: SID 1679694 63-BK34: SID 1679726 95-GDR3: SID 1679758 32 32-B15: SID 1679695 64-C01: SID 1679727 96-GDR4: SID 1679759 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. 11. Camber is a non-structural consideration and is the responsibility of truss fabricator. 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-B3 or BCSI-B7, 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-B3). 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-B7 unless otherwise specified in the Construction Documents. 9. For IBC 2021 and newer, truss chords without a diaphragm require a project specific bracing design prepared by a registered design professional. 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 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"). Joints are numbered left to right, first along the top chord and 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., 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 ANSI/TPI 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. 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 ). 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 5/2019 Component SolutionsImportant Information & General Notes EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: A01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679664 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Typical plate: 1.5x3 3x10 3x3 = 5x6 = 5x5 = 4x4 = 1-11-4 14 - 1 1 - 1 5 2- 3 - 0 1- 9 - 7 16 - 9 - 6 1 2-0-0 3 2-0-0 4 2-0-0 5 2-0-0 6 2-0-0 7 2-0-0 8 2-0-0 9 2-0-0 10 2-0-0 18-0-0 11 2-0-0 12 2-0-0 13 2-0-0 14 2-0-0 15 2-0-0 16 2-0-0 17 2-0-0 18 2-0-0 19 2-0-0 20 5-6 36-5-6 21 22 2-0-0 23 2-0-0 24 2-0-0 25 2-0-0 26 2-0-0 27 2-0-0 28 2-0-0 29 2-0-0 30 2-0-0 18-0-031 2-0-0 20-0-032 2-0-0 33 2-0-0 34 2-0-0 35 2-0-0 36 2-0-0 37 2-0-0 38 2-0-0 39 2-0-0 40 5-6 36-5-6 41 2 36-5-6 5/12 5/12 Truss Weight = 164.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary UTC 2x8 SP 2400/2.0 LTC 2x4 DFL 1800/1.8 TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.06 Max CSI in BC PANEL 31 - 32 0.04 Max CSI in Web 11 - 32 0.24 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.08 1- 2 37 23 0.07 1-11 426 172 0.06 11-21 44 103 0.06 BC 22-31 23 20 0.01 31-41 340 802 0.04 Web 1-22 192 441 0.08 3-23 95 200 0.04 4-24 107 224 0.03 5-25 104 225 0.03 6-26 105 224 0.03 7-27 104 224 0.03 8-28 72 225 0.02 9-29 68 224 0.02 10-30 60 226 0.02 11-31 141 468 0.04 11-32 766 324 0.24 12-32 57 223 0.02 13-33 68 225 0.02 14-34 96 224 0.03 15-35 106 224 0.03 16-36 104 224 0.03 17-37 105 225 0.03 18-38 104 224 0.03 19-39 112 228 0.03 20-40 78 188 0.02 21-41 42 12 0.03 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 22 01-12 458 54 05-08 01-08 SPF 531 31 18-00-08 469 0 35-11-14 32 20-00-00 263 322 35-11-14 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 22- 41 94 0 35-11-14 (reduced) Max Horiz = -39 / +422 at Joint 31 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 39-40 Vert DL L/120 L/999(-0.00) 39-40 Vert CR L/240 L/999(-0.00) 39-40 Horz LL 0.75in ( 0.00) @Jt41 Horz CR 1.25in ( 0.00) @Jt41 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt11(-00-03,00-07), Jnt31(00-06,-00-15) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 95 Truss: A02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679665 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x10 4x10 4x4 = 3x8 4x5 = 4x10 4x4 = 3x5 1.5x3 2x4 4x10 4x10 6x16-18S5 4x4 = 4x5 = 4x10 4x4 = 1-11-4 14 - 1 1 - 1 5 2- 3 - 0 2- 5 - 5 17 - 5 - 4 1 6-4-5 6-4-5 2 6-4-5 12-8-10 3 6-4-5 19-0-14 5 6-4-5 25-5-3 6 6-3-5 31-8-8 7 4-8-14 36-5-6 9 10 6-4-5 6-4-5 11 6-4-5 12-8-10 12 6-4-5 19-0-14 14 6-4-5 25-5-3 15 6-3-5 31-8-8 16 4-8-14 36-5-6 17 4 8 13 36-5-6 4-6-24-6-2 5/12 5/12 Truss Weight = 201.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 1-4 BC 2x4 DFL 2400/2.0 Webs 2x4 DFL Standard 2x4 DFL #2 1-11 Member Forces Summary Max CSI in TC PANEL 4 - 5 0.93 Max CSI in BC PANEL 12 - 13 0.66 Max CSI in Web 2 - 12 0.93 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.29 1- 2 1202 4832 0.68 2- 3 1631 7088 0.78 3- 4 1463 6980 0.78 4- 5 1475 6840 0.93 5- 6 891 4450 0.58 6- 7 550 398 0.49 7- 8 16 114 0.44 8- 9 71 53 0.27 9-OH 0 6 0.00 BC OH-10 4 0 0.00 10-11 359 749 0.26 11-12 4756 1788 0.47 12-13 6981 2054 0.66 13-14 6989 2030 0.60 14-15 6887 1776 0.65 15-16 4363 1085 0.45 16-17 213 579 0.19 17-OH 0 4 0.00 Web 1-10 609 1965 0.27 1-11 4382 993 0.84 2-11 426 1357 0.18 2-12 2104 247 0.93 3-12 156 581 0.08 3-14 248 305 0.22 5-14 271 9 0.11 5-15 640 2343 0.50 6-15 888 134 0.39 6-16 1014 4410 0.92 7-16 316 791 0.11 7-17 512 208 0.21 9-17 71 203 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 2024 0 05-08 02-09 SPF 531 16 31-08-08 2440 151 05-08 03-01 SPF 531 Max Horiz = -60 / +420 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/481(-0.79) 12-14 Vert DL L/120 L/891(-0.42) 12-14 Vert CR L/240 L/312(-1.21) 12-14 Horz LL 0.75in ( 0.13) @Jt16 Horz CR 1.25in ( 0.19) @Jt16 Ohng CR 2L/240 2L/977(-0.05) 1- 1 Cant CR 2L/240 2L/272( 0.40) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-15 6-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(01-14,00-13), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt11(-01-02,-00-07), Jnt12(-01-02,-00-07), Jnt13(-00-08,01-02), Jnt16(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 22 Truss: A03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679666 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x7 4x4 = 4x4 = 3x7 5x6 = 4x5 = 4x4 = 4x4 = 3x5 1.5x3 2x4 4x10 4x4 = 5x8-18 4x4 = 5x6 =4x5 = 4x4 = 4x4 = 1-11-4 14 - 1 1 - 1 5 2- 3 - 0 2- 5 - 5 17 - 5 - 4 1 6-6-1 6-6-1 2 6-4-5 12-10-6 3 6-4-4 19-2-10 5 6-4-5 25-6-15 6 2-9-10 28-4-97 3-5-0 31-9-9 8 4-7-13 36-5-6 10 11 6-2-9 6-2-9 12 6-4-5 12-6-14 13 6-4-4 18-11-2 15 6-4-5 25-3-7 16 3-1-2 28-4-9 17 3-1-8 31-6-1 18 4-11-5 36-5-6 19 4 9 14 36-5-6 7-10-17-10-1 5/12 5/12 Truss Weight = 192.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-12 Member Forces Summary Max CSI in TC PANEL 2 - 3 0.78 Max CSI in BC PANEL 13 - 14 0.78 Max CSI in Web 5 - 16 0.69 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 1031 3928 0.75 2- 3 1285 5258 0.78 3- 4 942 4224 0.61 4- 5 954 4084 0.60 5- 6 543 1323 0.49 6- 7 1913 997 0.66 7- 8 646 414 0.40 8- 9 18 102 0.32 9-10 70 59 0.28 10-OH 0 6 0.00 BC OH-11 4 0 0.00 11-12 359 760 0.35 12-13 3853 1617 0.60 13-14 5151 1708 0.78 14-15 5159 1684 0.70 15-16 4135 1257 0.62 16-17 1244 533 0.29 17-18 792 1930 0.18 18-19 245 588 0.21 19-OH 0 4 0.00 Web 1-11 554 1679 0.23 1-12 3545 835 0.68 2-12 372 1072 0.14 2-13 1249 85 0.55 3-13 101 294 0.04 3-15 419 950 0.68 5-15 437 58 0.19 5-16 813 3201 0.69 6-16 1172 205 0.51 6-17 581 2450 0.45 7-17 396 968 0.13 7-18 1275 522 0.56 8-18 295 711 0.09 8-19 524 235 0.23 10-19 86 197 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1737 0 05-08 02-03 SPF 531 17 28-04-09 2728 169 05-08 03-07 SPF 531 Max Horiz = -60 / +420 at Joint 11 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/695(-0.49) 13-15 Vert DL L/120 L/999(-0.27) 13-15 Vert CR L/240 L/448(-0.75) 13-15 Horz LL 0.75in ( 0.08) @Jt17 Horz CR 1.25in ( 0.13) @Jt17 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Cant CR 2L/240 2L/489( 0.38) 18-19 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt12(-01-02,-00-07), Jnt14(-00-05,00-11) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: A04 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679667 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x4 = 4x4 = 3x6 4x4 = 4x4 = 4x4 = 3x5 1.5x3 3x4 = 4x4 = 4x4 = 3x5 4x4 = 4x4 = 4x4 = 4x4 = 1-11-4 14 - 1 1 - 1 5 2- 3 - 0 2- 5 - 5 17 - 5 - 4 1 6-6-1 6-6-1 2 6-4-5 12-10-6 3 6-4-4 19-2-10 5 6-2-9 25-5-3 6 6-4-6 31-9-9 7 4-7-13 36-5-6 9 10 6-2-9 6-2-9 13 6-4-5 12-6-14 16 6-4-4 18-11-2 20 6-6-1 25-5-3 23 6-0-14 31-6-1 26 4-11-5 36-5-6 27 4 8 11 12 14 15 17 18 19 21 22 24 25 36-5-6 4-11-104-11-10 5/12 5/12 Drag = 250 plf Truss Weight = 178.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.51 Max CSI in BC PANEL 25 - 26 0.27 Max CSI in Web 6 - 26 0.63 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 1077 1075 0.51 2- 3 1211 1204 0.49 3- 4 1358 1350 0.41 4- 5 1378 1329 0.44 5- 6 1623 1533 0.44 6- 7 2271 1975 0.46 7- 8 626 650 0.37 8- 9 639 628 0.27 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 344 742 0.04 11-12 991 991 0.10 12-13 1639 1639 0.15 13-14 361 419 0.04 14-15 1025 1024 0.10 15-16 1687 1688 0.16 16-17 437 445 0.05 17-18 1026 1033 0.10 18-19 1614 1622 0.15 19-20 2015 2021 0.18 20-21 585 610 0.06 21-22 1262 1288 0.12 22-23 1940 1965 0.18 23-24 646 728 0.07 24-25 1275 1361 0.12 25-26 1926 1996 0.27 26-27 210 599 0.19 27-OH 0 4 0.00 Web 1-10 544 853 0.17 1-13 1789 1789 0.57 2-13 500 935 0.16 2-16 1732 1737 0.55 3-16 505 918 0.16 3-20 1733 1748 0.55 5-20 524 914 0.16 5-23 1768 1821 0.56 6-23 655 924 0.21 6-26 1982 2175 0.63 7-26 314 799 0.11 7-27 532 203 0.21 ...Mem... Ten Comp .CSI. 9-27 72 206 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 876 538 05-08 01-08 SPF 531 13 6-04-05 706 137 31-00-04 16 12-08-10 648 103 31-00-04 20 19-00-14 628 103 31-00-04 23 25-05-03 570 90 31-00-04 26 31-07-13 1396 525 31-00-04 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 10- 26 10 0 31-00-04 (reduced) Max Horiz = -60 / +420 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-06] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 250.0 plf Drag Load distributed along the top chord rake in each direction concurrent with 0% of the roof design snow load(Ps) and resisted along the bottom chord by shear walls: Shear Wall 1 : 0 to 31-06-01 See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 25-26 Vert DL L/120 L/999( 0.00) 25-26 Vert CR L/240 L/999( 0.00) 25-26 Horz LL 0.75in ( 0.05) @Jt26 Horz CR 1.25in ( 0.06) @Jt26 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Cant CR 2L/240 2L/999(-0.04) 26-27 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 1-13 2-16 3-20 5-23 6-26 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt10(00-10,-00-04) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A05 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679668 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 7x8-18 = 4x5 = 3x10 4x6 4x6 4x4 = 7x8-18 = 4x5 = 6x10-18 4x7 4x5 = 1.5x3 14 - 1 1 - 4 2- 4 - 1 1 2- 5 - 5 17 - 4 - 0 17 - 4 - 8 1 7-2-5 7-2-5 2 7-2-5 14-4-10 3 7-2-5 21-7-0 5 7-2-5 28-9-5 6 7-2-5 35-11-10 7 8 8-11-15 8-11-15 9 8-11-15 17-11-13 10 8-11-15 26-11-12 11 4-2-14 31-2-9 12 4-9-1 35-11-10 13 4 35-11-10 4-6-54-6-5 5/12 5/12 Truss Weight = 193.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 BC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 10-13 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 8-2 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.97 Max CSI in BC PANEL 10 - 11 0.96 Max CSI in Web 11 - 6 0.82 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 157 109 0.53 2- 3 1580 5867 0.83 3- 4 1513 6665 0.97 4- 5 1528 6513 0.91 5- 6 598 2954 0.56 6- 7 859 407 0.57 7-OH 0 6 0.00 BC OH- 8 4 0 0.00 8- 9 5191 2020 0.60 9-10 6982 2169 0.69 10-11 5863 1626 0.96 11-12 1805 535 0.45 12-13 54 56 0.21 13-OH 0 4 0.00 Web 1- 8 148 299 0.09 2- 8 1538 5843 0.77 2- 9 681 0 0.30 3- 9 238 1454 0.36 3-10 355 390 0.11 5-10 930 215 0.41 5-11 817 2768 0.51 6-11 1870 355 0.82 6-12 640 2564 0.44 7-12 384 927 0.61 7-13 153 34 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1791 0 01-08 HGR SPF 670 12 31-02-09 2416 149 05-08 03-01 SPF 531 Max Horiz = -70 / +393 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [35-11-10] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/522(-0.71) 9-10 Vert DL L/120 L/924(-0.40) 9-10 Vert CR L/240 L/333(-1.12) 9-10 Horz LL 0.75in ( 0.16) @Jt12 Horz CR 1.25in ( 0.23) @Jt12 Cant CR 2L/240 2L/278( 0.39) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 8- 2 9- 3 5-11 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt6(-00-05,-00-02), Jnt8(00-08,01-09), Jnt9(00-06,00-03), Jnt10(00-03,-00-07), Jnt11(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A06 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679669 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 3x8 4x10 4x4 = 4x4 = 3x7 4x10 4x4 = 1.5x3 1.5x4 8x10 4x10 4x4 = 3.5X16-18S6 4x4 = 5x8 4x4 = 2- 1 5 13 - 1 1 - 1 2- 2 - 1 5 2- 5 - 1 1 16 - 4 - 1 2 1 1-1-9 1-1-9 2 7-0-0 8-1-9 3 7-0-1 15-1-11 4 7-0-1 22-1-12 6 7-0-12 29-2-8 7 4-9-0 33-11-8 8 9 1-1-9 1-1-9 10 7-0-0 8-1-9 11 7-0-1 15-1-11 12 7-0-1 22-1-12 14 7-0-12 29-2-8 15 4-9-0 33-11-8 16 5 13 33-11-8 4-6-44-6-4 5/12 2.89/12 5/12 Truss Weight = 185.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 5-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 2-11 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.88 Max CSI in BC PANEL 13 - 14 0.92 Max CSI in Web 6 - 15 0.87 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 139 730 0.44 2- 3 1325 5089 0.68 3- 4 1479 6172 0.88 4- 5 930 4381 0.58 5- 6 947 4260 0.79 6- 7 527 399 0.70 7- 8 71 119 0.64 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 277 623 0.08 10-11 931 855 0.40 11-12 4983 1846 0.78 12-13 6032 1818 0.89 13-14 6066 1806 0.92 14-15 4284 1157 0.74 15-16 204 565 0.29 16-OH 0 4 0.00 Web 1- 9 307 1599 0.21 1-10 1825 461 0.80 2-10 693 1954 0.27 2-11 3762 913 0.72 3-11 375 998 0.13 3-12 1006 29 0.44 4-12 119 165 0.05 4-14 616 1659 0.42 6-14 633 98 0.28 6-15 1073 4316 0.87 7-15 332 824 0.11 7-16 499 201 0.20 8-16 67 202 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1671 0 01-08 HGR SPF 625 15 29-02-08 2301 140 05-08 02-14 SPF 531 Max Horiz = -68 / +367 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [33-11-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/567(-0.61) 11-12 Vert DL L/120 L/999(-0.33) 11-12 Vert CR L/240 L/367(-0.95) 11-12 Horz LL 0.75in ( 0.10) @Jt15 Horz CR 1.25in ( 0.16) @Jt15 Cant CR 2L/240 2L/360( 0.30) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-14 ------- Web Bracing -- CLR ----------- Double: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(0,-00-13), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt10(-00-08,01-03), Jnt11(-01-02,-00-07), Jnt15(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A07 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679670 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 4x6 4x5 = 4x4 = 3x5 4x10 1.5x3 4x5 = 1.5x3 4x4 =5x12 4x5 = 3x8-18 4x4 = 6x12 4x4 = 5- 1 12 - 1 1 - 8 2- 3 - 1 2- 5 - 1 0 2- 5 - 7 15 - 5 - 2 1 9-14 9-14 2 1-0-11 1-10-9 3 7-3-11 9-2-4 4 7-3-12 16-6-0 6 7-4-7 23-10-7 7 4-1-1 27-11-8 8 4-0-1 31-11-8 9 10 1-10-9 1-10-911 7-3-11 9-2-4 12 7-3-12 16-6-0 14 7-4-7 23-10-7 15 8-1-1 31-11-8 16 5 13 31-11-8 7-10-57-10-5 2.89/12 5/12 2.89/12 5/12 Truss Weight = 170.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 3-12 4-14 6-15 Member Forces Summary Max CSI in TC PANEL 6 - 7 0.87 Max CSI in BC PANEL 14 - 15 0.61 Max CSI in Web 6 - 15 0.90 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 33 41 0.13 2- 3 207 992 0.57 3- 4 989 3543 0.78 4- 5 694 2577 0.74 5- 6 699 2346 0.71 6- 7 1764 983 0.87 7- 8 1693 861 0.84 8- 9 64 81 0.24 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 379 609 0.12 11-12 1151 862 0.44 12-13 3412 1452 0.58 13-14 3435 1432 0.58 14-15 2476 975 0.61 15-16 230 516 0.49 16-OH 0 4 0.00 Web 1-10 47 189 0.07 2-10 221 1161 0.16 2-11 1248 361 0.55 3-11 566 1338 0.18 3-12 2124 541 0.40 4-12 261 464 0.08 4-14 440 899 0.76 6-14 389 51 0.17 6-15 1062 3785 0.90 7-15 243 619 0.08 8-15 638 1489 0.82 8-16 444 217 0.19 9-16 79 198 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1243 0 01-08 HGR SPF 625 15 23-10-07 2495 150 05-08 03-02 SPF 531 Max Horiz = -65 / +342 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [31-11-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/982(-0.29) 12-14 Vert DL L/120 L/999(-0.18) 12-14 Vert CR L/240 L/611(-0.47) 12-14 Horz LL 0.75in ( 0.04) @Jt15 Horz CR 1.25in ( 0.07) @Jt15 Cant CR 2L/240 2L/999( 0.18) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt6(01-02,00-07), Jnt11(0,00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A08 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679671 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x4 = 3x6 5x6 = 1.5x3 4x5 = 1.5x3 4x4 =5x10 4x4 = 4x5 = 4x4 = 5x12 4x4 = 7- 4 11 - 1 1 - 1 4 2- 3 - 1 2- 5 - 1 0 2- 7 - 1 0 14 - 5 - 9 1 1-6-14 1-6-14 2 1-0-11 2-7-9 3 6-4-11 9-0-4 4 6-4-12 15-5-0 6 6-5-7 21-10-7 7 4-1-1 25-11-8 8 4-0-1 29-11-8 9 10 2-7-9 2-7-911 6-4-11 9-0-4 12 6-4-12 15-5-0 14 6-5-7 21-10-7 15 8-1-1 29-11-8 16 5 13 29-11-8 7-10-57-10-5 2.89/12 5/12 2.89/12 5/12 Truss Weight = 158.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.74 Max CSI in BC PANEL 14 - 15 0.50 Max CSI in Web 15 - 8 0.86 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 37 29 0.13 2- 3 261 1212 0.40 3- 4 817 2868 0.59 4- 5 532 1910 0.56 5- 6 550 1910 0.52 6- 7 1793 983 0.74 7- 8 1744 874 0.72 8- 9 69 83 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 745 641 0.14 11-12 1303 831 0.38 12-13 2745 1238 0.45 13-14 2775 1227 0.46 14-15 1924 802 0.50 15-16 228 509 0.49 16-OH 0 4 0.00 Web 1-10 45 141 0.07 2-10 270 1320 0.21 2-11 858 250 0.38 3-11 436 970 0.14 3-12 1363 369 0.60 4-12 216 320 0.07 4-14 419 964 0.70 6-14 427 70 0.19 6-15 912 3133 0.68 7-15 220 557 0.07 8-15 657 1551 0.86 8-16 478 215 0.19 9-16 78 197 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1111 0 01-08 HGR SPF 625 15 21-10-07 2393 143 05-08 03-00 SPF 531 Max Horiz = -63 / +317 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [29-11-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.20) 12-14 Vert DL L/120 L/999(-0.12) 12-14 Vert CR L/240 L/836(-0.31) 12-14 Horz LL 0.75in ( 0.03) @Jt15 Horz CR 1.25in ( 0.04) @Jt15 Cant CR 2L/240 2L/999( 0.12) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt11(0,-00-01), Jnt13(-00-02,00-04) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A09 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679672 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x4 =3x4 = 4x6 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 = 3x5 4x4 = 4x6 4x4 = 4x4 = 9- 7 11 - 0 - 5 2- 3 - 1 2- 5 - 1 0 2- 9 - 1 2 13 - 5 - 1 5 1 2-3-13 2-3-13 2 1-0-12 3-4-9 3 5-5-11 8-10-4 4 5-5-12 14-4-0 6 5-6-7 19-10-7 7 4-0-3 23-10-10 8 4-0-14 27-11-8 9 10 3-4-9 3-4-9 11 5-5-11 8-10-4 12 5-5-12 14-4-0 14 5-6-7 19-10-7 15 4-0-3 23-10-1016 4-0-14 27-11-8 17 5 13 27-11-8 7-10-57-10-5 2.89/12 5/12 2.89/12 5/12 Truss Weight = 148.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.53 Max CSI in BC PANEL 12 - 13 0.34 Max CSI in Web 7 - 16 0.56 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 43 32 0.15 2- 3 279 1291 0.19 3- 4 647 2205 0.36 4- 5 380 1474 0.32 5- 6 402 1455 0.29 6- 7 1851 1001 0.53 7- 8 479 330 0.34 8- 9 68 85 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 960 642 0.18 11-12 1327 772 0.32 12-13 2106 1025 0.34 13-14 2129 1013 0.34 14-15 1423 637 0.27 15-16 755 1803 0.16 16-17 175 473 0.17 17-OH 0 4 0.00 Web 1-10 58 151 0.08 2-10 282 1370 0.28 2-11 518 150 0.23 3-11 323 636 0.10 3-12 739 228 0.32 4-12 166 192 0.05 4-14 391 976 0.52 6-14 481 80 0.21 6-15 732 2584 0.45 7-15 475 1149 0.16 7-16 1268 542 0.56 8-16 250 602 0.08 8-17 424 173 0.17 9-17 75 194 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 976 0 01-08 HGR SPF 625 15 19-10-07 2294 136 05-08 02-14 SPF 531 Max Horiz = -61 / +291 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [27-11-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.12) 12-14 Vert DL L/120 L/999(-0.07) 12-14 Vert CR L/240 L/999(-0.19) 12-14 Horz LL 0.75in ( 0.02) @Jt15 Horz CR 1.25in ( 0.03) @Jt15 Cant CR 2L/240 2L/999( 0.08) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt11(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A10 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679673 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x6 3x4 = 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 =3x4 = 4x6 4x4 = 4x4 = 11 - 9 10 - 0 - 1 0 2- 3 - 1 2- 5 - 1 0 2- 1 1 - 1 5 12 - 6 - 5 1 3-0-13 3-0-13 2 1-0-12 4-1-9 3 6-10-1 10-11-10 4 6-10-12 17-10-6 6 4-0-2 21-10-8 7 4-0-13 25-11-5 8 9 4-1-9 4-1-9 10 6-10-1 10-11-10 11 6-10-12 17-10-6 13 4-0-2 21-10-8 14 4-0-13 25-11-5 15 5 12 25-11-5 7-10-37-10-3 2.89/12 5/12 2.89/12 5/12 Truss Weight = 136.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 4 - 5 0.70 Max CSI in BC PANEL 10 - 11 0.42 Max CSI in Web 4 - 13 0.66 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 49 38 0.21 2- 3 271 1250 0.35 3- 4 436 1551 0.54 4- 5 1604 999 0.70 5- 6 1811 993 0.63 6- 7 481 329 0.45 7- 8 68 83 0.23 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 1020 601 0.23 10-11 1336 741 0.42 11-12 1442 743 0.34 12-13 1492 740 0.36 13-14 739 1748 0.28 14-15 178 441 0.18 15-OH 0 4 0.00 Web 1- 9 74 176 0.08 2- 9 256 1303 0.36 2-10 417 168 0.18 3-10 348 515 0.11 3-11 271 309 0.27 4-11 297 2 0.12 4-13 815 2727 0.66 6-13 497 1191 0.16 6-14 1205 526 0.53 7-14 240 578 0.08 7-15 396 176 0.17 8-15 77 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 838 0 01-08 HGR SPF 625 13 17-10-06 2197 139 05-08 02-12 SPF 531 Max Horiz = -59 / +266 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [25-11-05] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.10) 11-13 Vert DL L/120 L/999(-0.09) 10-11 Vert CR L/240 L/999(-0.19) 10-11 Horz LL 0.75in ( 0.01) @Jt13 Horz CR 1.25in ( 0.02) @Jt13 Cant CR 2L/240 2L/999(-0.13) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-13 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt10(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A11 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679674 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 4x6 4x4 = 3x4 = 4x5 = 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 = 3x4 = 4x5 = 4x4 = 4x4 = 1- 2 - 2 9- 1 - 7 2- 3 - 1 2- 5 - 4 3- 2 - 2 11 - 6 - 1 2 1 3-9-13 3-9-13 2 1-0-11 4-10-8 3 5-3-14 10-2-6 5 5-4-10 15-7-0 6 4-1-13 19-8-13 7 4-2-8 23-11-5 8 9 0-12 0-12 10 4-9-12 4-10-8 11 5-3-14 10-2-6 12 5-4-10 15-7-0 14 4-1-13 19-8-13 15 4-2-8 23-11-5 16 4 13 23-11-5 8-1-98-1-9 2.89/12 5/12 2.89/12 5/12 Truss Weight = 126.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.54 Max CSI in BC PANEL 11 - 12 0.30 Max CSI in Web 6 - 15 0.61 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 55 42 0.25 2- 3 213 946 0.22 3- 4 457 956 0.28 4- 5 464 834 0.32 5- 6 2015 1071 0.54 6- 7 514 349 0.32 7- 8 69 89 0.24 8-OH 0 6 0.00 BC OH- 9 268 424 0.03 OH-11 870 536 0.29 OH- 9 268 424 0.03 11-12 969 594 0.30 12-13 891 462 0.22 13-14 912 441 0.23 14-15 823 1974 0.15 15-16 189 504 0.18 16-OH 0 4 0.00 Web 1- 9 88 196 0.08 2- 9 208 1036 0.40 2-11 214 79 0.08 3-11 193 219 0.06 3-12 365 505 0.26 5-12 324 62 0.13 5-14 660 2140 0.36 6-14 483 1166 0.16 6-15 1397 590 0.61 7-15 263 632 0.08 7-16 451 185 0.18 8-16 77 197 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 657 0 01-08 HGR SPF 625 14 15-07-00 2145 147 05-08 02-11 SPF 531 Max Horiz = -55 / +241 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [23-11-05] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.06) 11-12 Vert DL L/120 L/999(-0.04) 11-12 Vert CR L/240 L/999(-0.10) 11-12 Horz LL 0.75in ( 0.01) @Jt14 Horz CR 1.25in ( 0.01) @Jt14 Cant CR 2L/240 2L/999(-0.15) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-14 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt11(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A12 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679675 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x8 4x10 4x4 = 4x4 = 3x8 4x10 4x4 = 1.5x3 1.5x4 8x10 4x10 4x4 = 3.5X16-18S6 4x4 = 6x8 4x4 = 2- 1 0 14 - 1 - 1 3 2- 2 - 1 2 2- 5 - 4 16 - 7 - 1 1 1-0-5 1-0-5 2 7-1-15 8-2-4 3 7-2-0 15-4-3 4 7-2-0 22-6-3 6 7-4-4 29-10-7 7 4-7-2 34-5-9 8 9 1-0-5 1-0-5 10 7-1-15 8-2-4 11 7-2-0 15-4-3 12 7-2-0 22-6-3 14 7-2-10 29-8-13 15 4-8-12 34-5-9 16 5 13 34-5-9 4-6-04-6-0 5/12 2.94/12 5/12 Truss Weight = 188.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 5-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 2-11 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.88 Max CSI in BC PANEL 13 - 14 0.98 Max CSI in Web 6 - 15 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 114 646 0.38 2- 3 1387 5338 0.67 3- 4 1552 6524 0.88 4- 5 981 4655 0.56 5- 6 1000 4541 0.77 6- 7 520 399 0.58 7- 8 70 120 0.53 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 282 629 0.07 10-11 887 860 0.42 11-12 5229 1918 0.82 12-13 6366 1898 0.86 13-14 6416 1895 0.98 14-15 4555 1214 0.74 15-16 203 567 0.30 16-OH 0 4 0.00 Web 1- 9 306 1633 0.21 1-10 1939 502 0.85 2-10 746 2083 0.28 2-11 4037 977 0.77 3-11 385 1028 0.14 3-12 1103 43 0.48 4-12 116 178 0.04 4-14 638 1735 0.45 6-14 637 95 0.28 6-15 1126 4564 0.95 7-15 333 828 0.11 7-16 500 200 0.20 8-16 65 200 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1703 0 01-08 HGR SPF 625 15 29-08-13 2328 142 05-08 02-15 SPF 531 Max Horiz = -67 / +373 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [34-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/514(-0.69) 12-14 Vert DL L/120 L/954(-0.37) 11-12 Vert CR L/240 L/335(-1.06) 11-12 Horz LL 0.75in ( 0.11) @Jt15 Horz CR 1.25in ( 0.17) @Jt15 Cant CR 2L/240 2L/325( 0.33) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-14 ------- Web Bracing -- CLR ----------- Double: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(0,-01-01), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt10(-00-08,01-02), Jnt11(-01-02,-00-07), Jnt15(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A13 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679676 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 4x5 = 4x10 4x4 = 4x4 =3x5 5x6 = 4x4 = 4x4 = 1.5x3 4x4 =5x10 4x10 4x4 =5x5 = 4x4 = 5x6 = 4x4 = 4x4 = 5- 2 13 - 2 - 1 2- 2 - 8 2- 5 - 4 2- 4 - 9 15 - 7 - 6 1 8-8 8-8 2 1-2-0 1-10-8 3 5-7-6 7-5-14 4 5-7-7 13-1-5 5 5-7-7 18-8-12 7 5-8-2 24-4-14 8 4-0-0 28-4-14 9 4-0-11 32-5-9 10 11 1-10-8 1-10-812 5-7-6 7-5-14 13 5-7-7 13-1-5 14 5-7-7 18-8-12 16 5-8-2 24-4-14 17 4-0-0 28-4-1418 4-0-11 32-5-9 19 6 15 32-5-9 7-9-157-9-15 2.94/12 5/12 2.94/12 5/12 Truss Weight = 177.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard SB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 7 - 8 0.65 Max CSI in BC PANEL 15 - 16 0.53 Max CSI in Web 3 - 13 0.88 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 31 42 0.10 2- 3 223 1027 0.28 3- 4 943 3352 0.48 4- 5 1000 3564 0.50 5- 6 503 2088 0.37 6- 7 525 2062 0.41 7- 8 1852 1003 0.65 8- 9 483 330 0.46 9-10 68 85 0.23 10-OH 0 6 0.00 BC OH-11 2 0 0.00 11-12 298 625 0.12 12-13 1092 839 0.31 13-14 3273 1438 0.51 14-15 3442 1345 0.47 15-16 3478 1341 0.53 16-17 2039 756 0.40 17-18 757 1803 0.19 18-19 177 477 0.17 19-OH 0 4 0.00 Web 1-11 45 194 0.06 2-11 236 1144 0.15 2-12 1120 279 0.49 3-12 451 1176 0.16 3-13 2010 546 0.88 4-13 285 642 0.09 4-14 342 114 0.14 5-14 185 18 0.07 5-16 546 1536 0.86 7-16 676 132 0.30 7-17 840 3271 0.59 8-17 475 1149 0.15 8-18 1261 541 0.55 9-18 248 596 0.08 9-19 428 175 0.17 10-19 75 194 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1279 0 01-08 HGR SPF 625 17 24-04-14 2518 152 05-08 03-03 SPF 531 Max Horiz = -65 / +348 at Joint 11 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [32-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.27) 13-14 Vert DL L/120 L/999(-0.15) 13-14 Vert CR L/240 L/696(-0.42) 13-14 Horz LL 0.75in ( 0.05) @Jt17 Horz CR 1.25in ( 0.07) @Jt17 Cant CR 2L/240 2L/894( 0.21) 18-19 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 7-17 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt3(01-02,00-07), Jnt12(0,-00-01), Jnt13(-01-02,-00-07), Jnt15(-00-05,00-11) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A14 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679677 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x4 = 3x6 4x8 4x4 = 4x4 = 1.5x3 4x4 =5x10 4x4 = 5x5 = 4x4 = 4x8 4x4 = 4x4 = 7- 1 0 12 - 2 - 5 2- 2 - 8 2- 5 - 4 2- 7 - 1 14 - 7 - 1 0 1 1-6-11 1-6-11 2 1-2-0 2-8-11 3 6-6-7 9-3-2 4 6-6-8 15-9-11 6 6-7-3 22-4-14 7 4-0-0 26-4-14 8 4-0-11 30-5-9 9 10 2-8-11 2-8-1111 6-6-7 9-3-2 12 6-6-8 15-9-11 14 6-7-3 22-4-14 15 4-0-0 26-4-14 16 4-0-11 30-5-9 17 5 13 30-5-9 7-9-157-9-15 2.94/12 5/12 2.94/12 5/12 Truss Weight = 161.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard SB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.76 Max CSI in BC PANEL 12 - 13 0.49 Max CSI in Web 4 - 14 0.76 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 37 32 0.15 2- 3 294 1332 0.42 3- 4 871 3091 0.62 4- 5 559 2026 0.59 5- 6 577 1958 0.55 6- 7 1825 1004 0.76 7- 8 485 329 0.57 8- 9 68 83 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 778 659 0.15 11-12 1417 871 0.39 12-13 2968 1298 0.49 13-14 2997 1285 0.49 14-15 1933 837 0.44 15-16 747 1763 0.27 16-17 179 446 0.18 17-OH 0 4 0.00 Web 1-10 45 149 0.06 2-10 282 1368 0.21 2-11 888 253 0.39 3-11 439 988 0.14 3-12 1463 389 0.64 4-12 216 337 0.07 4-14 427 991 0.76 6-14 439 57 0.19 6-15 910 3344 0.75 7-15 494 1186 0.16 7-16 1214 531 0.53 8-16 239 577 0.08 8-17 400 176 0.17 9-17 77 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1148 0 01-08 HGR SPF 625 15 22-04-14 2415 144 05-08 03-01 SPF 531 Max Horiz = -62 / +322 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [30-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.22) 12-14 Vert DL L/120 L/999(-0.13) 12-14 Vert CR L/240 L/756(-0.35) 12-14 Horz LL 0.75in ( 0.03) @Jt15 Horz CR 1.25in ( 0.05) @Jt15 Cant CR 2L/240 2L/999( 0.14) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt6(00-03,00-01), Jnt11(0,-00-01), Jnt13(-00-05,00-11), Jnt15(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A15 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679678 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x4 = 3x4 = 4x6 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 =3x4 = 4x4 = 4x6 4x4 = 4x4 = 10 - 2 11 - 2 - 9 2- 2 - 8 2- 5 - 4 2- 9 - 9 13 - 7 - 1 4 1 2-4-15 2-4-15 2 1-1-15 3-6-14 3 5-7-1 9-1-15 4 5-7-2 14-9-1 6 5-7-13 20-4-14 7 4-0-0 24-4-14 8 4-0-11 28-5-9 9 10 3-6-14 3-6-14 11 5-7-1 9-1-15 12 5-7-2 14-9-1 14 5-7-13 20-4-14 15 4-0-0 24-4-14 16 4-0-11 28-5-9 17 5 13 28-5-9 7-9-157-9-15 2.94/12 5/12 2.94/12 5/12 Truss Weight = 149.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.55 Max CSI in BC PANEL 13 - 14 0.38 Max CSI in Web 4 - 14 0.57 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 43 34 0.17 2- 3 316 1442 0.24 3- 4 693 2406 0.37 4- 5 405 1594 0.33 5- 6 427 1570 0.31 6- 7 1858 1004 0.55 7- 8 483 330 0.36 8- 9 68 85 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 1064 675 0.20 11-12 1473 814 0.34 12-13 2292 1075 0.32 13-14 2328 1071 0.38 14-15 1543 663 0.29 15-16 758 1808 0.17 16-17 176 477 0.17 17-OH 0 4 0.00 Web 1-10 61 158 0.08 2-10 306 1479 0.31 2-11 523 148 0.23 3-11 324 644 0.10 3-12 788 235 0.35 4-12 167 183 0.05 4-14 398 1023 0.57 6-14 488 76 0.21 6-15 757 2725 0.49 7-15 476 1150 0.15 7-16 1268 543 0.56 8-16 248 597 0.08 8-17 428 174 0.17 9-17 75 194 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1014 0 01-08 HGR SPF 625 15 20-04-14 2315 136 05-08 02-14 SPF 531 Max Horiz = -60 / +297 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [28-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.14) 12-14 Vert DL L/120 L/999(-0.08) 12-14 Vert CR L/240 L/999(-0.22) 12-14 Horz LL 0.75in ( 0.02) @Jt15 Horz CR 1.25in ( 0.03) @Jt15 Cant CR 2L/240 2L/999( 0.10) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt11(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A16 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679679 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 3x4 =4x7 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 = 3x4 = 4x7 4x4 = 4x4 = 1- 0 - 1 0 10 - 2 - 1 4 2- 2 - 8 2- 5 - 4 3- 0 - 1 12 - 8 - 2 1 3-3-2 3-3-2 2 1-2-0 4-5-2 3 6-11-8 11-4-10 5 7-0-3 18-4-13 6 4-0-2 22-4-15 7 4-0-12 26-5-11 8 9 4-5-2 4-5-2 10 6-11-8 11-4-10 11 7-0-3 18-4-13 13 4-0-2 22-4-15 14 4-0-12 26-5-11 15 4 12 26-5-11 7-10-27-10-2 2.94/12 5/12 2.94/12 5/12 Truss Weight = 138.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.72 Max CSI in BC PANEL 10 - 11 0.44 Max CSI in Web 5 - 13 0.71 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 51 41 0.24 2- 3 313 1419 0.36 3- 4 455 1673 0.43 4- 5 462 1521 0.55 5- 6 1827 1007 0.72 6- 7 487 330 0.46 7- 8 68 83 0.23 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 1159 637 0.26 10-11 1494 784 0.44 11-12 1576 771 0.35 12-13 1612 760 0.37 13-14 746 1762 0.29 14-15 180 449 0.18 15-OH 0 4 0.00 Web 1- 9 78 187 0.08 2- 9 284 1444 0.43 2-10 394 159 0.17 3-10 341 498 0.11 3-11 271 314 0.28 5-11 304 0 0.12 5-13 844 2875 0.71 6-13 499 1195 0.16 6-14 1209 529 0.53 7-14 238 574 0.08 7-15 403 178 0.18 8-15 77 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 876 0 01-08 HGR SPF 625 13 18-04-13 2221 136 05-08 02-13 SPF 531 Max Horiz = -57 / +271 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [26-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.11) 10-11 Vert DL L/120 L/999(-0.11) 10-11 Vert CR L/240 L/999(-0.22) 10-11 Horz LL 0.75in ( 0.01) @Jt13 Horz CR 1.25in ( 0.02) @Jt13 Cant CR 2L/240 2L/999(-0.13) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-13 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt10(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: A17 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679680 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x5 =3x4 = 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 = 3x4 = 4x5 = 4x4 = 4x4 = 1- 3 - 2 9- 3 - 2 2- 2 - 8 2- 5 - 4 3- 2 - 9 11 - 8 - 6 1 4-1-5 4-1-5 2 1-2-0 5-3-5 3 5-4-5 10-7-10 4 5-5-1 16-0-11 6 4-2-3 20-2-14 7 4-2-13 24-5-11 8 9 5-3-5 5-3-5 10 5-4-5 10-7-10 11 5-5-1 16-0-11 13 4-2-3 20-2-14 14 4-2-13 24-5-11 15 5 12 24-5-11 8-2-48-2-4 2.94/12 5/12 2.94/12 5/12 Truss Weight = 128.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 4 - 5 0.55 Max CSI in BC PANEL 9 - 10 0.34 Max CSI in Web 6 - 14 0.62 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 57 46 0.30 2- 3 237 1052 0.22 3- 4 463 1007 0.33 4- 5 1877 1085 0.55 5- 6 2041 1080 0.54 6- 7 521 353 0.34 7- 8 69 90 0.24 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 982 563 0.34 10-11 1065 616 0.30 11-12 944 461 0.22 12-13 964 439 0.23 13-14 835 2000 0.16 14-15 192 510 0.18 15-OH 0 4 0.00 Web 1- 9 94 210 0.09 2- 9 230 1149 0.49 2-10 193 91 0.08 3-10 185 195 0.06 3-11 369 550 0.29 4-11 310 63 0.13 4-13 669 2208 0.38 6-13 486 1173 0.16 6-14 1415 599 0.62 7-14 265 636 0.08 7-15 456 188 0.18 8-15 77 198 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 687 0 01-08 HGR SPF 625 13 16-00-11 2175 146 05-08 02-12 SPF 531 Max Horiz = -55 / +245 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [24-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.07) 10-11 Vert DL L/120 L/999(-0.05) 10-11 Vert CR L/240 L/999(-0.11) 10-11 Horz LL 0.75in ( 0.01) @Jt13 Horz CR 1.25in ( 0.01) @Jt13 Cant CR 2L/240 2L/999(-0.15) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-13 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt10(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: B01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679681 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Typical plate: 1.5x3 3x10 3x3 = 5x6 = 5x5 = 4x4 = 1-11-4 15 - 0 - 1 2- 3 - 0 1- 9 - 7 16 - 9 - 8 1 2-0-0 3 2-0-0 4 2-0-0 5 2-0-0 6 2-0-0 7 2-0-0 8 2-0-0 9 2-0-0 10 2-0-0 18-0-011 2-0-0 12 2-0-0 13 2-0-0 14 2-0-0 15 2-0-0 16 2-0-0 17 2-0-0 18 2-0-0 19 2-0-0 20 5-11 36-5-11 21 22 2-0-0 23 2-0-0 24 2-0-0 25 2-0-0 26 2-0-0 27 2-0-0 28 2-0-0 29 2-0-0 30 2-0-0 18-0-031 2-0-0 20-0-032 2-0-0 33 2-0-0 34 2-0-0 35 2-0-0 36 2-0-0 37 2-0-0 38 2-0-0 39 2-0-0 40 5-11 36-5-11 41 2 36-5-11 5/12 5/12 Truss Weight = 164.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary UTC 2x8 SP 2400/2.0 LTC 2x4 DFL 1800/1.8 TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.06 Max CSI in BC PANEL 31 - 32 0.04 Max CSI in Web 11 - 32 0.24 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.08 1- 2 38 23 0.07 1-11 40 52 0.06 11-21 44 104 0.06 BC 22-31 23 19 0.01 31-41 338 797 0.04 Web 1-22 192 441 0.08 3-23 95 200 0.04 4-24 106 224 0.03 5-25 105 225 0.03 6-26 105 224 0.03 7-27 104 224 0.03 8-28 72 225 0.02 9-29 68 224 0.02 10-30 60 227 0.02 11-31 143 472 0.04 11-32 764 323 0.24 12-32 56 222 0.02 13-33 68 225 0.02 14-34 96 224 0.03 15-35 106 224 0.03 16-36 104 224 0.03 17-37 105 225 0.03 18-38 104 224 0.03 19-39 111 228 0.03 20-40 78 188 0.02 21-41 41 13 0.03 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 22 01-12 458 54 05-08 01-08 SPF 531 31 18-00-13 470 0 36-00-03 32 20-00-00 261 324 36-00-03 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 22- 41 94 0 36-00-03 (reduced) Max Horiz = -39 / +419 at Joint 31 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 39-40 Vert DL L/120 L/999(-0.00) 39-40 Vert CR L/240 L/999(-0.00) 39-40 Horz LL 0.75in ( 0.00) @Jt41 Horz CR 1.25in ( 0.00) @Jt41 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt11(-00-03,00-07), Jnt31(00-06,-00-15) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 84 Truss: B02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679682 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x10 4x10 4x4 = 3x10 4x5 = 4x10 4x4 = 3x5 1.5x3 2x4 4x10 4x10 6x16-18S5 4x4 = 4x5 = 4x10 4x4 = 1-11-4 15 - 0 - 1 2- 3 - 0 2- 5 - 5 17 - 5 - 6 1 6-4-1 6-4-1 2 6-4-1 12-8-1 3 6-4-1 19-0-2 5 6-4-1 25-4-3 6 6-4-11 31-8-14 7 4-8-13 36-5-11 9 10 6-4-1 6-4-1 11 6-4-1 12-8-1 12 6-4-1 19-0-2 14 6-4-1 25-4-3 15 6-4-11 31-8-14 16 4-8-13 36-5-11 17 4 8 13 36-5-11 4-6-14-6-1 5/12 5/12 Truss Weight = 202.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 1-4 BC 2x4 DFL 2400/2.0 Webs 2x4 DFL Standard 2x4 DFL #2 1-11 Member Forces Summary Max CSI in TC PANEL 4 - 5 1.00 Max CSI in BC PANEL 12 - 13 0.66 Max CSI in Web 6 - 16 0.96 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.29 1- 2 1200 4825 0.68 2- 3 1633 7092 0.78 3- 4 1469 7010 0.77 4- 5 1483 6885 1.00 5- 6 907 4526 0.59 6- 7 544 397 0.51 7- 8 16 115 0.46 8- 9 71 53 0.27 9-OH 0 6 0.00 BC OH-10 4 0 0.00 10-11 359 749 0.26 11-12 4749 1786 0.47 12-13 6986 2057 0.66 13-14 6993 2032 0.60 14-15 6917 1785 0.66 15-16 4440 1103 0.46 16-17 211 576 0.19 17-OH 0 4 0.00 Web 1-10 609 1967 0.27 1-11 4375 992 0.84 2-11 426 1360 0.18 2-12 2115 251 0.93 3-12 158 587 0.08 3-14 258 294 0.21 5-14 266 8 0.11 5-15 632 2300 0.49 6-15 877 131 0.38 6-16 1030 4475 0.96 7-16 319 796 0.11 7-17 509 206 0.20 9-17 70 203 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 2026 0 05-08 02-09 SPF 531 16 31-08-14 2441 151 05-08 03-01 SPF 531 Max Horiz = -60 / +420 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/478(-0.79) 12-14 Vert DL L/120 L/887(-0.43) 12-14 Vert CR L/240 L/311(-1.22) 12-14 Horz LL 0.75in ( 0.13) @Jt16 Horz CR 1.25in ( 0.20) @Jt16 Ohng CR 2L/240 2L/977(-0.05) 1- 1 Cant CR 2L/240 2L/271( 0.40) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-15 6-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(01-14,00-13), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt11(-01-02,-00-07), Jnt12(-01-02,-00-07), Jnt13(-00-08,01-02), Jnt16(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 18 Truss: B03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679683 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x8 4x4 = 4x4 = 3x6 4x10 4x4 = 4x4 =3x5 1.5x3 2x4 4x10 4x4 = 5x8-18 4x4 = 4x10 4x4 = 4x4 = 1-11-4 15 - 0 - 1 2- 3 - 0 2- 5 - 5 17 - 5 - 6 1 7-1-1 7-1-1 2 7-1-1 14-2-2 3 7-1-1 21-3-2 5 7-1-12 28-4-14 6 4-0-1 32-4-15 7 4-0-12 36-5-11 9 10 7-1-1 7-1-1 11 7-1-1 14-2-2 12 7-1-1 21-3-2 14 7-1-12 28-4-14 15 4-0-1 32-4-15 16 4-0-12 36-5-11 17 4 8 13 36-5-11 7-10-17-10-1 5/12 5/12 Truss Weight = 189.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 1-4 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-11 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.91 Max CSI in BC PANEL 12 - 13 0.81 Max CSI in Web 5 - 15 0.94 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.29 1- 2 1109 4275 0.91 2- 3 1256 5303 0.87 3- 4 725 3381 0.49 4- 5 747 3295 0.70 5- 6 1799 1003 0.84 6- 7 489 330 0.66 7- 8 17 82 0.23 8- 9 63 56 0.23 9-OH 0 6 0.00 BC OH-10 4 0 0.00 10-11 363 762 0.42 11-12 4192 1689 0.65 12-13 5168 1655 0.81 13-14 5192 1637 0.81 14-15 3284 1021 0.65 15-16 740 1730 0.31 16-17 181 455 0.18 17-OH 0 4 0.00 Web 1-10 558 1675 0.23 1-11 3869 903 0.74 2-11 373 1025 0.14 2-12 972 0 0.43 3-12 130 151 0.05 3-14 591 1779 0.45 5-14 656 83 0.29 5-15 1102 4572 0.94 6-15 504 1205 0.16 6-16 1171 523 0.51 7-16 234 563 0.07 7-17 409 179 0.18 9-17 78 196 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1739 0 05-08 02-03 SPF 531 15 28-04-14 2730 169 05-08 03-07 SPF 531 Max Horiz = -60 / +420 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/647(-0.52) 11-12 Vert DL L/120 L/999(-0.29) 12-14 Vert CR L/240 L/417(-0.81) 12-14 Horz LL 0.75in ( 0.09) @Jt15 Horz CR 1.25in ( 0.13) @Jt15 Ohng CR 2L/240 2L/977(-0.05) 1- 1 Cant CR 2L/240 2L/529( 0.35) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 3-14 ------- Web Bracing -- CLR ----------- Double: 5-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(00-08,0), Jnt5(01-02,00-07), Jnt11(-01-02,-00-07), Jnt13(-00-05,00-11), Jnt15(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: B04 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679684 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x4 = 6x12-18 4x5 = 4x4 = 3x5 1.5x3 3x4 = 4x4 = 4x4 = 3x5 4x4 = 4x4 = 4x4 = 1-11-4 15 - 0 - 1 2- 3 - 0 2- 5 - 5 17 - 5 - 6 1 8-0-4 8-0-4 2 8-0-4 16-0-9 3 8-0-4 24-0-13 4 8-0-15 32-1-12 5 4-3-15 36-5-11 7 8 8-0-4 8-0-4 12 8-0-4 16-0-9 16 8-0-4 24-0-13 20 8-0-15 32-1-12 24 4-3-15 36-5-11 25 6 9 10 11 13 14 15 17 18 19 21 22 23 36-5-11 5/12 5/12 Drag = 250 plf Truss Weight = 180.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-12 2-16 3-20 4-24 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.87 Max CSI in BC PANEL 23 - 24 0.33 Max CSI in Web 4 - 24 0.70 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 1352 1345 0.87 2- 3 1540 1526 0.79 3- 4 1781 1713 0.75 4- 5 2382 2158 0.74 5- 6 579 607 0.51 6- 7 591 588 0.22 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 341 742 0.04 9-10 940 940 0.09 10-11 1556 1556 0.15 11-12 2170 2170 0.20 12-13 383 403 0.04 13-14 997 997 0.10 14-15 1612 1613 0.15 15-16 2226 2227 0.21 16-17 520 539 0.05 17-18 1153 1173 0.11 18-19 1750 1770 0.16 19-20 2346 2365 0.22 20-21 544 603 0.06 21-22 1163 1222 0.11 22-23 1779 1840 0.17 23-24 2421 2468 0.33 24-25 143 506 0.16 25-OH 0 4 0.00 Web 1- 8 526 888 0.16 1-12 2243 2243 0.59 2-12 475 852 0.15 2-16 2195 2206 0.60 3-16 486 740 0.15 3-20 2224 2261 0.61 4-20 576 1089 0.18 4-24 2447 2595 0.70 5-24 325 830 0.11 5-25 449 142 0.18 7-25 52 191 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 909 520 05-08 01-08 SPF 531 12 8-00-04 889 167 31-08-04 16 16-00-09 791 130 31-08-04 20 24-00-13 800 132 31-08-04 24 32-01-01 1344 509 31-08-04 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 8- 24 10 0 31-08-04 (reduced) Max Horiz = -60 / +420 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-11] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 250.0 plf Drag Load distributed along the top chord rake in each direction concurrent with 0% of the roof design snow load(Ps) and resisted along the bottom chord by shear walls: Shear Wall 1 : 0 to 32-01-12 See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 23-24 Vert DL L/120 L/999( 0.00) 23-24 Vert CR L/240 L/999( 0.00) 23-24 Horz LL 0.75in ( 0.07) @Jt24 Horz CR 1.25in ( 0.07) @Jt24 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Cant CR 2L/240 2L/999(-0.03) 24-25 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 1-12 2-16 3-20 4-24 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt3(-00-03,00-07), Jnt8(00-09,-00-04) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 9 Truss: B05 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679685 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x4 = 4x10 5x8-18 4x10 4x4 = 4x7 1.5x3 1.5x3 4x4 = 4x4 = 3x5 4x10 4x10 4x4 = 1-11-4 15 - 0 - 1 2- 3 - 0 2- 5 - 5 17 - 5 - 6 1 7-8-0 7-8-0 2 7-8-0 15-4-1 3 7-8-11 23-0-12 5 6-8-2 29-8-14 6 6-8-13 36-5-11 8 9 7-8-0 7-8-0 10 7-8-0 15-4-1 11 7-8-11 23-0-12 13 6-8-2 29-8-14 14 6-8-13 36-5-11 15 4 7 12 36-5-11 13-2-313-2-3 5/12 5/12 Truss Weight = 186.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 7-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-10 2-11 3-13 5-14 Member Forces Summary Max CSI in TC PANEL 4 - 5 0.90 Max CSI in BC PANEL 13 - 14 0.63 Max CSI in Web 3 - 13 0.98 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.29 1- 2 726 2356 0.60 2- 3 1492 1767 0.50 3- 4 4886 2574 0.80 4- 5 5130 2569 0.90 5- 6 1235 738 0.57 6- 7 45 146 0.43 7- 8 99 73 0.45 8-OH 0 6 0.00 BC OH- 9 4 0 0.00 9-10 366 776 0.45 10-11 2298 1300 0.46 11-12 1656 1490 0.31 12-13 1695 1469 0.40 13-14 2206 5069 0.63 14-15 491 1145 0.40 15-OH 0 4 0.00 Web 1- 9 446 1037 0.18 1-10 2115 541 0.37 2-10 256 423 0.08 2-11 948 1687 0.44 3-11 594 156 0.26 3-13 1471 4814 0.98 5-13 761 1852 0.25 5-14 3636 1594 0.70 6-14 445 1020 0.14 6-15 1035 462 0.45 8-15 122 272 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1103 0 05-08 01-08 SPF 531 13 23-00-12 3366 242 05-08 04-04 SPF 531 Max Horiz = -60 / +420 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.21) 10-11 Vert DL L/120 L/999(-0.11) 10-11 Vert CR L/240 L/841(-0.33) 10-11 Horz LL 0.75in ( 0.04) @Jt13 Horz CR 1.25in ( 0.05) @Jt13 Ohng CR 2L/240 2L/977(-0.05) 1- 1 Cant CR 2L/240 2L/354(-0.89) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 2-11 ------- Web Bracing -- CLR ----------- Double: 3-13 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt3(01-02,00-07), Jnt4(00-05,-00-11), Jnt5(01-02,00-07), Jnt7(00-02,-00-04), Jnt13(-01-02,-00-07), Jnt14(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 6 Truss: B06 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679686 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x8 4x4 = 4x6 4x5 = 4x4 = 4x4 = 4x4 = 4x4 =3x5 1.5x3 1.5x3 4x8 4x4 = 3x5 4x6 4x4 = 4x4 = 4x4 = 4x4 = 1-11-4 15 - 0 - 1 2- 3 - 0 2- 5 - 5 17 - 5 - 6 1 6-3-15 6-3-15 2 6-3-15 12-7-13 3 6-4-10 19-0-7 5 4-11-8 23-11-15 6 5-0-13 29-0-12 7 3-8-2 32-8-148 3-8-13 36-5-1110 11 6-3-15 6-3-15 12 6-3-15 12-7-13 13 6-4-10 19-0-7 15 4-11-8 23-11-15 16 5-0-13 29-0-12 17 3-8-2 32-8-14 18 3-8-13 36-5-11 19 4 9 14 36-5-11 7-2-37-2-3 5/12 5/12 Truss Weight = 186.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 4 - 5 0.69 Max CSI in BC PANEL 14 - 15 0.37 Max CSI in Web 1 - 12 0.83 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 543 2131 0.59 2- 3 305 1653 0.59 3- 4 1318 540 0.63 4- 5 1412 522 0.69 5- 6 902 538 0.59 6- 7 1590 866 0.52 7- 8 412 292 0.35 8- 9 16 78 0.19 9-10 64 52 0.20 10-OH 0 6 0.00 BC OH-11 4 0 0.00 11-12 360 758 0.34 12-13 2057 1130 0.36 13-14 1553 733 0.33 14-15 1561 708 0.37 15-16 242 1341 0.25 16-17 215 914 0.18 17-18 639 1545 0.18 18-19 147 414 0.15 19-OH 0 4 0.00 Web 1-11 400 1118 0.16 1-12 1883 384 0.83 2-12 218 508 0.07 2-13 369 465 0.33 3-13 322 44 0.13 3-15 870 2616 0.56 5-15 250 804 0.11 5-16 545 155 0.24 6-16 154 157 0.06 6-17 386 719 0.32 7-17 433 1056 0.14 7-18 1096 462 0.48 8-18 228 554 0.07 8-19 373 149 0.15 10-19 69 184 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1173 0 05-08 01-08 SPF 531 15 19-00-07 1822 132 05-08 02-05 SPF 531 17 29-00-12 1481 151 05-08 01-14 SPF 531 Max Horiz = -60 / +420 at Joint 11 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.13) 12-13 Vert DL L/120 L/999(-0.08) 12-13 Vert CR L/240 L/999(-0.21) 12-13 Horz LL 0.75in ( 0.02) @Jt15 Horz CR 1.25in ( 0.03) @Jt15 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Cant CR 2L/240 2L/999(-0.11) 18-19 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 3-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(00-15,00-06), Jnt4(00-02,-00-04), Jnt12(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B07 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679687 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x10 4x10 4x4 = 3x6 4x5 = 4x10 4x4 = 1.5x3 2x4 4x10 4x10 6x16-18S5 4x4 = 4x5 = 5x8 4x4 = 14 - 1 0 - 4 2- 3 - 0 2- 5 - 5 17 - 3 - 6 1 6-3-1 6-3-1 2 6-3-1 12-6-2 3 6-3-1 18-9-3 5 6-3-1 25-0-4 6 6-3-12 31-4-0 7 4-8-13 36-0-13 8 9 6-3-1 6-3-1 10 6-3-1 12-6-2 11 6-3-1 18-9-3 13 6-3-1 25-0-4 14 6-3-12 31-4-0 15 4-8-13 36-0-13 16 4 12 36-0-13 4-6-14-6-1 5/12 5/12 Truss Weight = 195.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 12-16 Webs 2x4 DFL Standard 2x4 DFL #2 1-10 Member Forces Summary Max CSI in TC PANEL 2 - 3 1.00 Max CSI in BC PANEL 13 - 14 0.99 Max CSI in Web 6 - 15 0.92 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 1254 4718 0.93 2- 3 1736 6914 1.00 3- 4 1547 6826 0.97 4- 5 1552 6634 0.87 5- 6 937 4403 0.57 6- 7 549 398 0.50 7- 8 71 114 0.45 8-OH 0 6 0.00 BC OH- 9 4 0 0.00 9-10 339 714 0.25 10-11 4647 1857 0.47 11-12 6807 2168 0.65 12-13 6816 2144 0.94 13-14 6735 1850 0.99 14-15 4317 1130 0.68 15-16 212 578 0.25 16-OH 0 4 0.00 Web 1- 9 508 1741 0.24 1-10 4280 1103 0.82 2-10 469 1350 0.18 2-11 2004 287 0.88 3-11 171 562 0.07 3-13 249 296 0.20 5-13 264 25 0.10 5-14 667 2244 0.47 6-14 870 147 0.38 6-15 1055 4366 0.92 7-15 318 795 0.11 7-16 511 208 0.20 8-16 70 203 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1799 0 05-08 HGR SPF 670 15 31-04-00 2420 149 05-08 03-01 SPF 531 Max Horiz = -70 / +394 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/472(-0.79) 11-13 Vert DL L/120 L/872(-0.43) 11-13 Vert CR L/240 L/306(-1.22) 11-13 Horz LL 0.75in ( 0.13) @Jt15 Horz CR 1.25in ( 0.20) @Jt15 Cant CR 2L/240 2L/264( 0.41) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-14 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(01-14,00-13), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt10(-01-02,-00-07), Jnt11(-01-02,-00-07), Jnt12(-00-08,01-02), Jnt15(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B08 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679688 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 3x8 4x10 4x4 = 4x4 = 3x7 4x10 4x4 = 1.5x3 1.5x4 8x10 4x10 4x4 = 3.5X16-18S6 4x4 = 6x8 4x4 = 2- 1 3 13 - 1 1 - 1 1 2- 2 - 1 0 2- 5 - 5 16 - 4 - 1 5 1 1-1-3 1-1-3 2 7-0-8 8-1-11 3 7-0-9 15-2-4 4 7-0-9 22-2-12 6 7-1-4 29-4-0 7 4-8-13 34-0-13 8 9 1-1-3 1-1-3 10 7-0-8 8-1-11 11 7-0-9 15-2-4 12 7-0-9 22-2-12 14 7-1-4 29-4-0 15 4-8-13 34-0-13 16 5 13 34-0-13 4-6-14-6-1 5/12 2.89/12 5/12 Truss Weight = 186.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 5-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 2-11 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.91 Max CSI in BC PANEL 13 - 14 0.93 Max CSI in Web 6 - 15 0.90 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 177 715 0.45 2- 3 1389 5199 0.70 3- 4 1535 6320 0.91 4- 5 966 4493 0.59 5- 6 984 4373 0.82 6- 7 526 399 0.71 7- 8 70 119 0.65 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 35 16 0.08 10-11 926 306 0.41 11-12 5092 1314 0.79 12-13 6178 1279 0.91 13-14 6214 1267 0.93 14-15 4396 596 0.76 15-16 205 569 0.30 16-OH 0 4 0.00 Web 1- 9 403 1606 0.21 1-10 1855 567 0.82 2-10 712 1988 0.27 2-11 3869 931 0.74 3-11 374 1005 0.14 3-12 1042 23 0.46 4-12 118 169 0.05 4-14 636 1695 0.43 6-14 633 100 0.28 6-15 1109 4420 0.90 7-15 331 824 0.11 7-16 502 202 0.20 8-16 66 201 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1679 86 01-08 HGR SPF 625 15 29-04-00 2306 0 05-08 02-14 SPF 531 Max Horiz = -67 / +369 at Joint 15 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [34-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/543(-0.64) 11-12 Vert DL L/120 L/999(-0.35) 11-12 Vert CR L/240 L/352(-0.99) 11-12 Horz LL 0.75in ( 0.11) @Jt 9 Horz CR 1.25in ( 0.16) @Jt 9 Cant CR 2L/240 2L/344( 0.31) 15-16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-14 ------- Web Bracing -- CLR ----------- Double: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(0,-00-13), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt10(-00-08,01-03), Jnt11(-01-02,-00-07), Jnt15(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B09 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679689 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 4x6 4x5 = 4x4 = 3x5 4x10 4x4 = 4x4 = 1.5x3 4x4 =5x12 4x5 = 3x8-18 4x4 = 4x10 4x4 = 4x4 = 5- 0 13 - 0 - 2 2- 2 - 1 2 2- 5 - 5 2- 5 - 0 15 - 5 - 7 1 9-7 9-7 2 1-0-11 1-10-2 3 7-4-6 9-2-8 4 7-4-7 16-6-14 6 7-5-2 24-0-0 7 4-0-1 28-0-1 8 4-0-12 32-0-13 9 10 1-10-2 1-10-211 7-4-6 9-2-8 12 7-4-7 16-6-14 14 7-5-2 24-0-0 15 4-0-1 28-0-1 16 4-0-12 32-0-1317 5 13 32-0-13 7-10-17-10-1 2.89/12 5/12 2.89/12 5/12 Truss Weight = 170.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 3-12 4-14 6-15 Member Forces Summary Max CSI in TC PANEL 6 - 7 0.87 Max CSI in BC PANEL 12 - 13 0.59 Max CSI in Web 6 - 15 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 33 43 0.13 2- 3 208 994 0.58 3- 4 1014 3631 0.80 4- 5 706 2669 0.75 5- 6 711 2434 0.72 6- 7 1795 1004 0.87 7- 8 487 329 0.68 8- 9 63 82 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 363 610 0.12 11-12 1158 869 0.44 12-13 3500 1480 0.59 13-14 3522 1460 0.58 14-15 2564 993 0.55 15-16 737 1722 0.33 16-17 181 455 0.18 17-OH 0 4 0.00 Web 1-10 50 199 0.06 2-10 216 1151 0.16 2-11 1273 368 0.56 3-11 575 1360 0.18 3-12 2200 562 0.42 4-12 262 475 0.08 4-14 454 896 0.77 6-14 393 39 0.17 6-15 1050 3901 0.95 7-15 511 1218 0.16 7-16 1164 521 0.51 8-16 232 558 0.07 8-17 409 178 0.18 9-17 78 196 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1252 0 01-08 HGR SPF 625 15 24-00-00 2498 151 05-08 03-02 SPF 531 Max Horiz = -65 / +344 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [32-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/933(-0.31) 12-14 Vert DL L/120 L/999(-0.18) 12-14 Vert CR L/240 L/590(-0.49) 12-14 Horz LL 0.75in ( 0.04) @Jt15 Horz CR 1.25in ( 0.07) @Jt15 Cant CR 2L/240 2L/996( 0.19) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt6(01-02,00-07), Jnt11(0,00-01), Jnt15(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B10 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679690 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x4 = 3x6 4x8 4x4 = 4x4 = 1.5x3 4x4 =5x10 4x4 = 5x5 = 4x4 = 4x8 4x4 = 4x4 = 7- 2 12 - 0 - 8 2- 2 - 1 2 2- 5 - 5 2- 7 - 3 14 - 5 - 1 4 1 1-6-7 1-6-7 2 1-0-11 2-7-2 3 6-5-6 9-0-8 4 6-5-7 15-5-14 6 6-6-2 22-0-0 7 4-0-1 26-0-1 8 4-0-12 30-0-13 9 10 2-7-2 2-7-211 6-5-6 9-0-8 12 6-5-7 15-5-14 14 6-6-2 22-0-0 15 4-0-1 26-0-1 16 4-0-12 30-0-13 17 5 13 30-0-13 7-10-17-10-1 2.89/12 5/12 2.89/12 5/12 Truss Weight = 160.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard SB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.63 Max CSI in BC PANEL 13 - 14 0.47 Max CSI in Web 4 - 14 0.71 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 37 30 0.12 2- 3 264 1225 0.33 3- 4 840 2946 0.49 4- 5 541 1974 0.44 5- 6 559 1974 0.41 6- 7 1830 1005 0.63 7- 8 485 330 0.44 8- 9 68 83 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 743 643 0.14 11-12 1319 840 0.39 12-13 2824 1264 0.46 13-14 2853 1252 0.47 14-15 1985 818 0.38 15-16 749 1769 0.21 16-17 179 444 0.18 17-OH 0 4 0.00 Web 1-10 44 142 0.07 2-10 270 1325 0.21 2-11 877 255 0.38 3-11 444 989 0.14 3-12 1421 387 0.62 4-12 216 332 0.07 4-14 416 963 0.71 6-14 433 56 0.19 6-15 894 3243 0.71 7-15 493 1183 0.16 7-16 1221 533 0.54 8-16 241 580 0.08 8-17 398 176 0.17 9-17 77 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1121 0 01-08 HGR SPF 625 15 22-00-00 2396 143 05-08 03-00 SPF 531 Max Horiz = -62 / +318 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [30-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.21) 12-14 Vert DL L/120 L/999(-0.12) 12-14 Vert CR L/240 L/806(-0.33) 12-14 Horz LL 0.75in ( 0.03) @Jt15 Horz CR 1.25in ( 0.05) @Jt15 Cant CR 2L/240 2L/999( 0.13) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt6(00-03,00-01), Jnt11(0,-00-01), Jnt13(-00-05,00-11), Jnt15(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B11 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679691 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x4 =3x4 = 4x6 4x4 = 4x4 = 1.5x3 4x4 =5x10 4x4 = 3x5 4x4 = 4x6 4x4 = 4x4 = 9- 5 11 - 0 - 1 5 2- 2 - 1 2 2- 5 - 5 2- 9 - 6 13 - 6 - 4 1 2-3-7 2-3-72 1-0-11 3-4-2 3 5-6-6 8-10-8 4 5-6-7 14-4-14 6 5-7-2 20-0-0 7 4-0-1 24-0-1 8 4-0-12 28-0-13 9 10 3-4-2 3-4-2 11 5-6-6 8-10-8 12 5-6-7 14-4-14 14 5-7-2 20-0-0 15 4-0-1 24-0-1 16 4-0-12 28-0-13 17 5 13 28-0-13 7-10-17-10-1 2.89/12 5/12 2.89/12 5/12 Truss Weight = 148.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.54 Max CSI in BC PANEL 12 - 13 0.36 Max CSI in Web 7 - 16 0.56 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 42 32 0.15 2- 3 284 1312 0.24 3- 4 667 2278 0.36 4- 5 394 1524 0.33 5- 6 416 1503 0.30 6- 7 1860 1004 0.54 7- 8 482 331 0.35 8- 9 68 85 0.23 9-OH 0 6 0.00 BC OH-10 2 0 0.00 10-11 971 648 0.18 11-12 1351 782 0.32 12-13 2178 1048 0.36 13-14 2201 1036 0.36 14-15 1473 653 0.28 15-16 759 1812 0.16 16-17 176 477 0.17 17-OH 0 4 0.00 Web 1-10 58 151 0.08 2-10 286 1387 0.28 2-11 532 155 0.23 3-11 329 653 0.10 3-12 783 240 0.34 4-12 169 186 0.05 4-14 394 987 0.53 6-14 478 77 0.21 6-15 748 2648 0.47 7-15 475 1149 0.15 7-16 1272 544 0.56 8-16 249 599 0.08 8-17 427 174 0.17 9-17 75 194 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 986 0 01-08 HGR SPF 625 15 20-00-00 2297 135 05-08 02-14 SPF 531 Max Horiz = -60 / +293 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [28-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.13) 12-14 Vert DL L/120 L/999(-0.07) 12-14 Vert CR L/240 L/999(-0.20) 12-14 Horz LL 0.75in ( 0.02) @Jt15 Horz CR 1.25in ( 0.03) @Jt15 Cant CR 2L/240 2L/999( 0.09) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt11(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B12 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679692 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 3x4 = 4x7 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 =3x4 = 4x7 4x4 = 4x4 = 11 - 8 10 - 1 - 6 2- 2 - 1 2 2- 5 - 5 2- 1 1 - 8 12 - 6 - 1 1 1 3-0-6 3-0-6 2 1-0-12 4-1-2 3 6-11-1 11-0-3 5 6-11-13 18-0-0 6 4-0-1 22-0-1 7 4-0-12 26-0-13 8 9 4-1-2 4-1-2 10 6-11-1 11-0-3 11 6-11-13 18-0-0 13 4-0-1 22-0-1 14 4-0-12 26-0-13 15 4 12 26-0-13 7-10-17-10-1 2.89/12 5/12 2.89/12 5/12 Truss Weight = 136.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.71 Max CSI in BC PANEL 10 - 11 0.43 Max CSI in Web 5 - 13 0.69 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 49 38 0.21 2- 3 384 1280 0.36 3- 4 499 1605 0.41 4- 5 506 1456 0.55 5- 6 1823 1004 0.71 6- 7 485 330 0.46 7- 8 68 83 0.23 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 1039 305 0.24 10-11 1370 450 0.43 11-12 1494 409 0.35 12-13 1545 408 0.37 13-14 744 1758 0.29 14-15 180 447 0.18 15-OH 0 4 0.00 Web 1- 9 75 176 0.08 2- 9 367 1327 0.36 2-10 435 202 0.19 3-10 334 536 0.10 3-11 380 303 0.27 5-11 296 14 0.12 5-13 885 2798 0.69 6-13 497 1193 0.16 6-14 1208 528 0.53 7-14 238 575 0.08 7-15 401 177 0.17 8-15 77 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 848 31 01-08 HGR SPF 625 13 18-00-00 2201 44 05-08 02-12 SPF 531 Max Horiz = -58 / +267 at Joint 13 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [26-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.10) 11-13 Vert DL L/120 L/999(-0.10) 10-11 Vert CR L/240 L/999(-0.20) 10-11 Horz LL 0.75in ( 0.01) @Jt 9 Horz CR 1.25in ( 0.02) @Jt 9 Cant CR 2L/240 2L/999(-0.13) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-13 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt10(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B13 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679693 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 =4x4 = 4x5 = 3x4 = 4x4 = 4x4 = 1.5x3 4x4 = 5x10 4x4 = 3x4 = 4x5 = 4x4 = 4x4 = 1- 1 - 1 0 9- 1 - 1 3 2- 3 - 1 2- 5 - 1 0 3- 2 - 0 11 - 7 - 7 1 3-9-6 3-9-6 2 1-0-11 4-10-1 3 5-5-5 10-3-6 4 5-6-0 15-9-6 6 4-1-6 19-10-12 7 4-2-1 24-0-13 8 9 4-10-1 4-10-1 10 5-5-5 10-3-6 11 5-6-0 15-9-6 13 4-1-6 19-10-12 14 4-2-1 24-0-13 15 5 12 24-0-13 8-0-118-0-11 2.89/12 5/12 2.89/12 5/12 Truss Weight = 127.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 4 - 5 0.55 Max CSI in BC PANEL 10 - 11 0.31 Max CSI in Web 6 - 14 0.59 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 55 42 0.25 2- 3 218 977 0.23 3- 4 417 997 0.33 4- 5 1783 1045 0.55 5- 6 1952 1041 0.53 6- 7 500 343 0.33 7- 8 69 88 0.24 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 889 540 0.29 10-11 1004 603 0.31 11-12 931 514 0.24 12-13 952 514 0.24 13-14 797 1908 0.20 14-15 183 491 0.18 15-OH 0 4 0.00 Web 1- 9 87 195 0.08 2- 9 213 1066 0.40 2-10 228 69 0.09 3-10 204 235 0.06 3-11 356 465 0.25 4-11 320 56 0.13 4-13 662 2153 0.37 6-13 481 1162 0.16 6-14 1350 572 0.59 7-14 259 624 0.08 7-15 439 181 0.18 8-15 77 197 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 674 0 01-08 HGR SPF 625 13 15-09-06 2141 146 05-08 02-11 SPF 531 Max Horiz = -57 / +242 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [24-00-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.06) 10-11 Vert DL L/120 L/999(-0.05) 10-11 Vert CR L/240 L/999(-0.11) 10-11 Horz LL 0.75in ( 0.01) @Jt13 Horz CR 1.25in ( 0.01) @Jt13 Cant CR 2L/240 2L/999(-0.14) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 4-13 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt10(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B14 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679694 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 5x10 4x8 3x4 = 3x6 4x5 = 4x10 4x4 = 1.5x3 1.5x4 4x5 = 4x10 4x8 3.5X16-18S6 4x4 = 4x5 = 4x10 4x4 = 2- 7 14 - 3 - 5 2- 3 - 0 2- 5 - 5 16 - 8 - 1 0 1 5-11-13 5-11-13 2 5-11-13 11-11-11 3 5-11-13 17-11-8 5 6-2-1 24-1-9 6 5-10-4 29-11-13 7 4-8-14 34-8-11 8 9 11-6 11-610 5-9-8 6-8-14 11 5-9-9 12-6-7 12 5-9-9 18-4-0 14 5-9-9 24-1-9 15 5-10-4 29-11-13 16 4-8-14 34-8-11 17 4 13 34-8-11 4-6-24-6-2 5/12 2.95/12 5/12 Truss Weight = 188.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-11 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.93 Max CSI in BC PANEL 12 - 13 0.92 Max CSI in Web 2 - 12 0.83 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 1248 4691 0.93 2- 3 1637 6461 0.82 3- 4 1417 6205 0.78 4- 5 1424 6034 0.71 5- 6 836 3891 0.50 6- 7 567 399 0.46 7- 8 72 111 0.40 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 295 643 0.07 10-11 342 632 0.27 11-12 4323 1721 0.68 12-13 6210 2004 0.92 13-14 6226 1987 0.91 14-15 6146 1714 0.90 15-16 3804 1018 0.60 16-17 218 585 0.19 17-OH 0 4 0.00 Web 1- 9 366 1756 0.23 1-10 216 0 0.08 1-11 4221 1145 0.81 2-11 428 1189 0.16 2-12 1893 307 0.83 3-12 158 476 0.06 3-14 226 324 0.23 5-14 249 20 0.10 5-15 645 2172 0.45 6-15 850 150 0.37 6-16 955 3911 0.74 7-16 309 774 0.10 7-17 519 213 0.21 8-17 73 204 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1718 0 01-08 HGR SPF 625 16 29-11-13 2344 143 05-08 02-15 SPF 531 Max Horiz = -67 / +376 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [34-08-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/518(-0.69) 12-14 Vert DL L/120 L/965(-0.37) 12-14 Vert CR L/240 L/337(-1.06) 12-14 Horz LL 0.75in ( 0.11) @Jt16 Horz CR 1.25in ( 0.17) @Jt16 Cant CR 2L/240 2L/296( 0.37) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-15 6-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(02-01,00-14), Jnt2(00-07,00-03), Jnt6(01-02,00-07), Jnt10(0,-00-09), Jnt11(-01-06,-00-09), Jnt12(-00-07,-00-03), Jnt16(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B15 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679695 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3pm 6x12 4x4 = 4x4 =3x5 4x4 = 5x16 1.5x3 4x4 =4x5 = 4x10 4x4 = 5x8-18 4x4 = 5x8 2x4 4x4 = 5- 0 13 - 3 - 8 2- 2 - 9 2- 5 - 5 2- 4 - 9 15 - 8 - 1 3 1 8-2 8-2 2 6-4-11 7-0-13 3 6-5-2 13-5-15 4 6-4-15 19-10-14 6 8-0-15 27-11-13 7 4-8-14 32-8-11 8 9 1-9-14 1-9-1410 5-2-15 7-0-13 11 5-3-0 12-3-13 12 5-3-0 17-6-13 14 5-3-0 22-9-13 15 5-2-0 27-11-13 16 4-8-14 32-8-11 17 5 13 32-8-11 4-6-24-6-2 2.95/12 5/12 2.95/12 5/12 Truss Weight = 179.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 2-11 15-7 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.83 Max CSI in BC PANEL 13 - 14 0.79 Max CSI in Web 15 - 7 0.73 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 35 134 0.26 2- 3 1148 4387 0.62 3- 4 1384 5515 0.78 4- 5 1169 5056 0.60 5- 6 1194 5023 0.83 6- 7 662 2893 0.75 7- 8 68 126 0.62 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 327 648 0.08 10-11 381 604 0.27 11-12 4296 1666 0.68 12-13 5555 1778 0.78 13-14 5581 1769 0.79 14-15 4505 1293 0.70 15-16 191 574 0.18 16-17 171 545 0.19 17-OH 0 4 0.00 Web 1- 9 85 579 0.07 2- 9 287 1142 0.15 2-10 183 0 0.07 2-11 3625 991 0.69 3-11 385 1034 0.14 3-12 1036 62 0.45 4-12 109 397 0.07 4-14 335 568 0.19 6-14 717 191 0.31 6-15 520 1675 0.35 7-15 3797 900 0.73 7-16 605 2115 0.29 7-17 481 170 0.19 8-17 54 194 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1598 0 01-08 HGR SPF 625 16 27-11-13 2230 134 05-08 02-13 SPF 531 Max Horiz = -65 / +351 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [32-08-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/611(-0.55) 11-12 Vert DL L/120 L/999(-0.29) 12-14 Vert CR L/240 L/398(-0.84) 12-14 Horz LL 0.75in ( 0.06) @Jt16 Horz CR 1.25in ( 0.09) @Jt16 Cant CR 2L/240 2L/357( 0.30) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt1(-00-09,-00-04), Jnt2(-00-02,00-08), Jnt7(-01-09,-00-10), Jnt10(0,-00-09), Jnt11(-01-02,-00-07), Jnt13(-00-05,00-11), Jnt15(00-13,00-05) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B16 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679696 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 6x6 =4x7 4x4 = 3x5 4x10 4x4 = 1.5x3 4x5 = 5x12 4x7 5x8-18 4x4 = 4x10 4x4 = 7- 9 12 - 3 - 1 1 2- 2 - 9 2- 5 - 5 2- 7 - 2 14 - 9 - 0 1 1-6-10 1-6-10 2 1-1-12 2-8-6 3 7-8-14 10-5-4 4 7-8-15 18-2-3 6 7-9-10 25-11-13 7 4-8-14 30-8-11 8 9 2-8-6 2-8-610 7-8-14 10-5-4 11 7-8-15 18-2-3 13 7-9-10 25-11-13 14 4-8-14 30-8-11 15 5 12 30-8-11 4-6-24-6-2 2.95/12 5/12 2.95/12 5/12 Truss Weight = 164.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 3-11 4-13 6-14 Member Forces Summary Max CSI in TC PANEL 3 - 4 1.00 Max CSI in BC PANEL 12 - 13 0.79 Max CSI in Web 6 - 14 0.84 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 39 38 0.17 2- 3 378 1758 0.50 3- 4 1227 4908 1.00 4- 5 894 4124 0.92 5- 6 921 4054 0.83 6- 7 556 402 0.65 7- 8 70 123 0.56 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 1012 702 0.20 10-11 1894 993 0.50 11-12 4750 1642 0.71 12-13 4795 1633 0.79 13-14 4012 1149 0.67 14-15 203 562 0.34 15-OH 0 4 0.00 Web 1- 9 52 175 0.06 2- 9 354 1790 0.28 2-10 1256 371 0.55 3-10 585 1414 0.19 3-11 2703 598 0.52 4-11 269 572 0.08 4-13 459 733 0.70 6-13 410 31 0.16 6-14 1065 4052 0.84 7-14 345 852 0.11 7-15 495 201 0.20 8-15 62 200 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1477 0 01-08 HGR SPF 625 14 25-11-13 2116 126 05-08 02-11 SPF 531 Max Horiz = -62 / +325 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [30-08-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/661(-0.47) 11-13 Vert DL L/120 L/999(-0.27) 11-13 Vert CR L/240 L/421(-0.74) 11-13 Horz LL 0.75in ( 0.07) @Jt14 Horz CR 1.25in ( 0.10) @Jt14 Cant CR 2L/240 2L/514( 0.21) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Double: 6-14 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt6(01-02,00-07), Jnt10(0,00-01), Jnt12(-00-05,00-11), Jnt14(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B17 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679697 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 =4x10 4x4 =3x4 = 4x8 4x4 = 1.5x3 4x6 5x10 4x10 3x8-18 4x4 = 4x8 4x4 = 10 - 3 11 - 3 - 1 5 2- 2 - 8 2- 5 - 4 2- 9 - 1 1 13 - 9 - 2 1 2-5-2 2-5-2 2 1-1-12 3-6-14 3 6-9-6 10-4-4 4 6-9-7 17-1-11 6 6-10-2 23-11-13 7 4-8-14 28-8-11 8 9 3-6-14 3-6-14 10 6-9-6 10-4-4 11 6-9-7 17-1-11 13 6-10-2 23-11-13 14 4-8-14 28-8-11 15 5 12 28-8-11 4-6-24-6-2 2.95/12 5/12 2.95/12 5/12 Truss Weight = 154.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.76 Max CSI in BC PANEL 12 - 13 0.65 Max CSI in Web 3 - 11 0.81 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 45 39 0.22 2- 3 439 2055 0.45 3- 4 1047 4196 0.76 4- 5 732 3311 0.68 5- 6 758 3264 0.61 6- 7 546 402 0.67 7- 8 71 117 0.60 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 1488 757 0.26 10-11 2119 966 0.44 11-12 4065 1418 0.64 12-13 4099 1407 0.65 13-14 3213 960 0.59 14-15 210 577 0.28 15-OH 0 4 0.00 Web 1- 9 66 178 0.08 2- 9 415 2068 0.44 2-10 833 247 0.37 3-10 452 1034 0.14 3-11 1835 413 0.81 4-11 222 429 0.07 4-13 424 826 0.68 6-13 381 50 0.17 6-14 896 3342 0.80 7-14 328 816 0.11 7-15 510 207 0.20 8-15 68 202 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1356 0 01-08 HGR SPF 625 14 23-11-13 2004 117 05-08 02-08 SPF 531 Max Horiz = -60 / +299 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [28-08-11] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/840(-0.34) 11-13 Vert DL L/120 L/999(-0.19) 11-13 Vert CR L/240 L/541(-0.53) 11-13 Horz LL 0.75in ( 0.05) @Jt14 Horz CR 1.25in ( 0.07) @Jt14 Cant CR 2L/240 2L/680( 0.16) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-14 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt3(01-02,00-07), Jnt6(00-03,00-01), Jnt10(0,-00-01), Jnt11(-01-02,-00-07), Jnt14(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B18 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679698 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 =4x4 = 4x4 = 3x5 4x6 4x4 = 1.5x3 5x5 = 5x10 4x4 = 5x5 = 4x4 = 4x6 4x4 = 1- 0 - 1 2 10 - 4 - 2 2- 2 - 9 2- 5 - 5 3- 0 - 5 12 - 9 - 7 1 3-3-10 3-3-10 2 1-1-12 4-5-6 3 5-9-14 10-3-4 4 5-9-15 16-1-3 6 5-10-10 21-11-13 7 4-8-15 26-8-12 8 9 4-5-6 4-5-6 10 5-9-14 10-3-4 11 5-9-15 16-1-3 13 5-10-10 21-11-13 14 4-8-15 26-8-12 15 5 12 26-8-12 4-6-34-6-3 2.95/12 5/12 2.95/12 5/12 Truss Weight = 141.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard SB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.57 Max CSI in BC PANEL 12 - 13 0.53 Max CSI in Web 9 - 2 0.69 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 52 44 0.29 2- 3 461 2184 0.31 3- 4 866 3479 0.54 4- 5 586 2550 0.51 5- 6 602 2468 0.42 6- 7 576 401 0.57 7- 8 72 111 0.50 8-OH 0 6 0.00 BC OH- 9 2 0 0.00 9-10 1788 770 0.32 10-11 2188 904 0.39 11-12 3367 1192 0.51 12-13 3399 1184 0.53 13-14 2465 780 0.46 14-15 219 589 0.22 15-OH 0 4 0.00 Web 1- 9 83 199 0.08 2- 9 445 2230 0.69 2-10 456 136 0.20 3-10 332 681 0.10 3-11 1117 260 0.49 4-11 176 286 0.05 4-13 380 866 0.52 6-13 421 70 0.18 6-14 735 2682 0.51 7-14 311 781 0.10 7-15 522 214 0.21 8-15 73 205 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 9 01-12 1234 0 01-08 HGR SPF 625 14 21-11-13 1892 109 05-08 02-06 SPF 531 Max Horiz = -58 / +274 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [26-08-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.24) 11-13 Vert DL L/120 L/999(-0.13) 11-13 Vert CR L/240 L/721(-0.36) 11-13 Horz LL 0.75in ( 0.03) @Jt14 Horz CR 1.25in ( 0.05) @Jt14 Cant CR 2L/240 2L/890( 0.12) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-14 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt10(0,-00-01), Jnt12(-00-05,00-11) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: B19 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679699 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x7 4x4 = 3x6 4x7 4x4 = 1.5x3 5x5 = 5x10 3x4 =4x4 = 4x7 4x4 = 1- 3 - 5 9- 4 - 6 2- 2 - 9 2- 5 - 5 3- 2 - 1 4 11 - 9 - 1 0 1 4-2-2 4-2-2 2 1-1-12 5-3-14 3 7-3-10 12-7-8 5 7-4-5 19-11-13 6 4-8-15 24-8-12 7 8 5-3-14 5-3-14 9 7-3-10 12-7-8 11 7-4-5 19-11-13 12 4-8-15 24-8-12 13 4 10 24-8-12 4-6-34-6-3 2.95/12 5/12 2.95/12 5/12 Truss Weight = 128.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 3-11 5-12 Member Forces Summary Max CSI in TC PANEL 4 - 5 0.81 Max CSI in BC PANEL 11 - 12 0.51 Max CSI in Web 8 - 2 0.98 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 59 51 0.39 2- 3 468 2203 0.49 3- 4 640 2701 0.68 4- 5 643 2452 0.81 5- 6 542 404 0.77 6- 7 71 118 0.63 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 1918 741 0.39 9-10 2250 888 0.49 10-11 2256 859 0.42 11-12 2602 892 0.51 12-13 213 576 0.30 13-OH 0 4 0.00 Web 1- 8 101 231 0.09 2- 8 436 2251 0.98 2- 9 343 155 0.15 3- 9 362 558 0.11 3-11 410 75 0.07 5-11 259 0 0.10 5-12 834 2774 0.66 6-12 333 826 0.11 6-13 509 210 0.20 7-13 66 202 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1111 0 01-08 HGR SPF 625 12 19-11-13 1782 100 05-08 02-04 SPF 531 Max Horiz = -55 / +248 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [24-08-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.19) 9-11 Vert DL L/120 L/999(-0.15) 9-11 Vert CR L/240 L/694(-0.34) 9-11 Horz LL 0.75in ( 0.02) @Jt12 Horz CR 1.25in ( 0.03) @Jt12 Cant CR 2L/240 2L/999( 0.09) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-12 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt9(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 750 Truss: BK1 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679700 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 16.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.28 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 891 891 0.28 2- 4 694 694 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 694 694 01-08 01-08 SPF 531 4 1-08-10 694 694 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK3 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679701 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-5-13 1-5-13 2 3 1-5-13 1-5-13 4 Drag = 300 plf Truss Weight = 14.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.02 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 221 221 0.02 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 221 221 0.02 4-OH 0 0 0.00 Web 1- 3 0 86 0.01 2- 3 853 853 0.27 2- 4 729 729 0.23 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 729 729 01-08 01-08 SPF 531 4 1-04-01 729 729 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [08-15] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK4 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679702 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 9 2- 1 - 9 1 2-0-7 2-0-7 2 3 2-0-7 2-0-7 4 Drag = 300 plf Truss Weight = 16.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.05 Max CSI in BC PANEL 3 - 4 0.04 Max CSI in Web 3 - 2 0.28 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 304 304 0.05 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 305 305 0.04 4-OH 0 0 0.00 Web 1- 3 0 118 0.01 2- 3 886 886 0.28 2- 4 642 642 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 642 642 01-08 01-08 SPF 531 4 1-10-11 642 642 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [1-00-04] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 4 Truss: BK5 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679703 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 9 2- 1 - 9 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 858 858 0.27 2- 4 652 652 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 652 652 01-08 01-08 SPF 531 4 1-08-10 652 652 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK6 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679704 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-7-0 1-7-0 2 3 1-7-0 1-7-0 4 Drag = 300 plf Truss Weight = 15.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.02 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 236 236 0.02 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 237 237 0.02 4-OH 0 0 0.00 Web 1- 3 0 91 0.01 2- 3 860 860 0.27 2- 4 718 718 0.23 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 718 718 01-08 01-08 SPF 531 4 1-05-04 718 718 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [09-08] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK7 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679705 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 6 2- 1 - 6 1 1-7-6 1-7-6 2 3 1-7-6 1-7-6 4 Drag = 300 plf Truss Weight = 14.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.26 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 241 241 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 242 242 0.02 4-OH 0 0 0.00 Web 1- 3 0 93 0.01 2- 3 824 824 0.26 2- 4 666 666 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 666 666 01-08 01-08 SPF 531 4 1-05-10 666 666 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [09-11] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK8 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679706 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 6 2- 1 - 6 1 1-8-14 1-8-14 2 3 1-8-14 1-8-14 4 Drag = 300 plf Truss Weight = 15.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.26 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 259 259 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 260 260 0.02 4-OH 0 0 0.00 Web 1- 3 0 100 0.01 2- 3 836 836 0.26 2- 4 654 654 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 654 654 01-08 01-08 SPF 531 4 1-07-02 654 654 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-07] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 4 Truss: BK9 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679707 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 6 2- 1 - 6 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 854 854 0.27 2- 4 646 646 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 646 646 01-08 01-08 SPF 531 4 1-08-10 646 646 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK10 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679708 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-0-15 1-0-15 2 3 1-0-15 1-0-15 4 Drag = 300 plf Truss Weight = 13.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.01 Max CSI in BC PANEL 3 - 4 0.01 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 160 160 0.01 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 160 160 0.01 4-OH 0 0 0.00 Web 1- 3 0 62 0.00 2- 3 864 864 0.27 2- 4 801 801 0.25 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 801 801 01-08 01-08 SPF 531 4 11-03 801 801 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [06-08] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 4 Truss: BK11 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679709 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 1 1 2- 3 - 1 1 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 16.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.28 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 907 907 0.28 2- 4 715 715 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 715 715 01-08 01-08 SPF 531 4 1-08-10 715 715 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK12 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679710 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 6 2- 1 - 6 1 1-5-0 1-5-0 2 3 1-5-0 1-5-0 4 Drag = 300 plf Truss Weight = 14.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.02 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.25 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 211 211 0.02 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 211 211 0.02 4-OH 0 0 0.00 Web 1- 3 0 82 0.01 2- 3 807 807 0.25 2- 4 687 687 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 687 687 01-08 01-08 SPF 531 4 1-03-04 687 687 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [08-08] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK13 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679711 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-11-14 1-11-14 2 3 1-11-14 1-11-14 4 Drag = 300 plf Truss Weight = 16.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.29 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 297 297 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 298 298 0.03 4-OH 0 0 0.00 Web 1- 3 0 115 0.01 2- 3 909 909 0.29 2- 4 687 687 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 687 687 01-08 01-08 SPF 531 4 1-10-02 687 687 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-15] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 22 Truss: BK14 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679712 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 5 2- 1 - 5 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 852 852 0.27 2- 4 644 644 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 644 644 01-08 01-08 SPF 531 4 1-08-10 644 644 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK15 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679713 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 1 4 2- 1 - 1 4 1 1-7-6 1-7-6 2 3 1-7-6 1-7-6 4 Drag = 300 plf Truss Weight = 15.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.26 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 241 241 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 242 242 0.02 4-OH 0 0 0.00 Web 1- 3 0 93 0.01 2- 3 836 836 0.26 2- 4 682 682 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 682 682 01-08 01-08 SPF 531 4 1-05-10 682 682 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [09-11] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: BK16 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679714 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 4 - 1 1 2- 4 - 1 1 1 1-8-0 1-8-0 2 3 1-8-0 1-8-0 4 Drag = 300 plf Truss Weight = 16.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.29 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 249 249 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 250 250 0.02 4-OH 0 0 0.00 Web 1- 3 0 96 0.01 2- 3 912 912 0.29 2- 4 763 763 0.24 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 763 763 01-08 01-08 SPF 531 4 1-06-04 763 763 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-00] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: BK17 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679715 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 1 2 2- 1 - 1 2 1 1-8-14 1-8-14 2 3 1-8-14 1-8-14 4 Drag = 300 plf Truss Weight = 15.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 259 259 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 260 260 0.02 4-OH 0 0 0.00 Web 1- 3 0 100 0.01 2- 3 844 844 0.27 2- 4 665 665 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 665 665 01-08 01-08 SPF 531 4 1-07-02 665 665 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-07] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK18 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679716 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 1 4 2- 1 - 1 4 1 1-5-0 1-5-0 2 3 1-5-0 1-5-0 4 Drag = 300 plf Truss Weight = 14.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.02 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.26 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 211 211 0.02 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 211 211 0.02 4-OH 0 0 0.00 Web 1- 3 0 82 0.01 2- 3 820 820 0.26 2- 4 702 702 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 702 702 01-08 01-08 SPF 531 4 1-03-04 702 702 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [08-08] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 28 Truss: BK19 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679717 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 1 2 2- 1 - 1 2 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 862 862 0.27 2- 4 657 657 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 657 657 01-08 01-08 SPF 531 4 1-08-10 657 657 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 24 Truss: BK20 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679718 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 1 5 2- 1 - 1 5 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 866 866 0.27 2- 4 663 663 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 663 663 01-08 01-08 SPF 531 4 1-08-10 663 663 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK23 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679719 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 4 - 1 1 2- 4 - 1 1 1 1-0-15 1-0-15 2 3 1-0-15 1-0-15 4 Drag = 300 plf Truss Weight = 14.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.01 Max CSI in BC PANEL 3 - 4 0.01 Max CSI in Web 3 - 2 0.29 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 160 160 0.01 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 160 160 0.01 4-OH 0 0 0.00 Web 1- 3 0 62 0.01 2- 3 917 917 0.29 2- 4 859 859 0.27 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 859 859 01-08 01-08 SPF 531 4 11-03 859 859 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [06-08] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK24 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679720 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 6 2- 1 - 6 1 1-8-14 1-8-14 2 3 1-8-14 1-8-14 4 Drag = 300 plf Truss Weight = 15.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.26 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 259 259 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 260 260 0.02 4-OH 0 0 0.00 Web 1- 3 0 100 0.01 2- 3 836 836 0.26 2- 4 654 654 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 654 654 01-08 01-08 SPF 531 4 1-07-02 654 654 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-07] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK26 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679721 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-7-15 1-7-15 2 3 1-7-15 1-7-15 4 Drag = 300 plf Truss Weight = 15.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 248 248 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 248 248 0.02 4-OH 0 0 0.00 Web 1- 3 0 96 0.01 2- 3 868 868 0.27 2- 4 711 711 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 711 711 01-08 01-08 SPF 531 4 1-06-03 711 711 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-00] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 22 Truss: BK27 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679722 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 1 4 2- 1 - 1 4 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 865 865 0.27 2- 4 661 661 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 661 661 01-08 01-08 SPF 531 4 1-08-10 661 661 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: BK30 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679723 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 0 2- 3 - 0 1 1-7-15 1-7-15 2 3 1-7-15 1-7-15 4 Drag = 300 plf Truss Weight = 15.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.03 Max CSI in BC PANEL 3 - 4 0.02 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 248 248 0.03 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 248 248 0.02 4-OH 0 0 0.00 Web 1- 3 0 96 0.01 2- 3 868 868 0.27 2- 4 711 711 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 711 711 01-08 01-08 SPF 531 4 1-06-03 711 711 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-00] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 19 Truss: BK32 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679724 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 9 2- 1 - 9 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 858 858 0.27 2- 4 652 652 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 652 652 01-08 01-08 SPF 531 4 1-08-10 652 652 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 46 Truss: BK33 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679725 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 1 - 6 2- 1 - 6 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 15.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.27 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 854 854 0.27 2- 4 646 646 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 646 646 01-08 01-08 SPF 531 4 1-08-10 646 646 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 7 Truss: BK34 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679726 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x6 3x6 3x6 2x6 2- 3 - 1 1 2- 3 - 1 1 1 1-10-6 1-10-6 2 3 1-10-6 1-10-6 4 Drag = 300 plf Truss Weight = 16.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.04 Max CSI in BC PANEL 3 - 4 0.03 Max CSI in Web 3 - 2 0.28 ...Mem... Ten Comp .CSI. TC OH- 1 0 0 0.00 1- 2 278 278 0.04 2-OH 0 0 0.00 BC OH- 3 0 0 0.00 3- 4 278 278 0.03 4-OH 0 0 0.00 Web 1- 3 0 108 0.01 2- 3 907 907 0.28 2- 4 715 715 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 3 01-12 715 715 01-08 01-08 SPF 531 4 1-08-10 715 715 01-08 01-08 SPF 531 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 300.0 plf Drag Load distributed along the top chord rake in each direction and continuously resisted along the bottom chord by a shear wall. This design is for a Shear Panel(blocking) application only! See Loadcase Report for loading combinations and additional details. 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Designed to allow upside-down and/or backward installation. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 3- 4 Vert DL L/120 L/999( 0.00) 3- 4 Vert CR L/240 L/999( 0.00) 3- 4 Horz LL 0.75in ( 0.00) @Jt 4 Horz CR 1.25in ( 0.00) @Jt 4 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None End Verticals require bracing indicated or must be continuously attached to other components. Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 23 Truss: C01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679727 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x10 4x4 = 3x8 4x6 5x10 4x8 3x5 4x7 4x6 4x12 5x8-18 4x4 = 4x5 = 3x8-18 4x10 4x10 4x8 4x7 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 13 - 1 1 - 1 3 2- 1 - 9 2- 3 - 5 16 - 4 - 5 1 6-11-8 6-11-8 2 6-11-8 13-11-0 3 6-11-8 20-10-9 5 6-11-8 27-10-1 6 4-2-2 32-0-3 7 4-8-6 36-8-9 9 5-0-8 41-9-1 10 11 8-4-3 8-4-3 13 8-4-3 16-8-7 14 8-4-3 25-0-10 16 6-11-9 32-0-3 17 4-8-6 36-8-9 18 4-9-0 41-5-9 19 3-8 41-9-1 4 8 12 15 41-9-1 4.09/12 4.09/12 Truss Weight = 222.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 4-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL 1800/1.8 11-2 2x4 DFL #2 7-18 16-6 19-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 2 - 3 0.93 Max CSI in BC PANEL 13 - 14 0.85 Max CSI in Web 5 - 16 0.97 ...Mem... Ten Comp .CSI. TC OH- 1 80 0 0.40 1- 2 122 99 0.66 2- 3 581 4744 0.93 3- 4 637 4967 0.82 4- 5 652 4871 0.69 5- 6 272 961 0.48 6- 7 5578 812 0.77 7- 8 2126 357 0.44 8- 9 2152 342 0.61 9-10 253 130 0.34 BC OH-11 3 0 0.00 11-12 4271 912 0.75 12-13 4301 899 0.75 13-14 5468 932 0.85 14-15 3693 630 0.63 15-16 3710 607 0.60 16-17 243 1177 0.33 17-18 774 5584 0.53 18-19 465 2098 0.23 Web 1-11 137 517 0.08 2-11 503 4785 0.90 2-13 495 0 0.22 3-13 192 984 0.82 3-14 213 579 0.11 5-14 1447 107 0.64 5-16 475 2708 0.97 6-16 2778 241 0.53 6-17 562 4157 0.59 7-17 261 1781 0.23 7-18 3303 391 0.63 9-18 224 1287 0.17 9-19 1948 237 0.86 10-21 124 510 0.38 19-21 183 775 0.49 BBK 10-21 526 106 0.27 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1750 104 05-08 02-03 SPF 531 17 32-00-03 3867 209 05-08 04-14 SPF 531 21 41-08-05 143 644 01-08 01-08 SPF 531 Max Horiz = -8 / +409 at Joint 11 Max Horiz = -8 / +409 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-09-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/627(-0.61) 13-14 Vert DL L/120 L/999(-0.35) 13-14 Vert CR L/240 L/400(-0.96) 13-14 Horz LL 0.75in ( 0.10) @Jt17 Horz CR 1.25in ( 0.15) @Jt17 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 6-17 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-02-13,-00-15), Jnt6(-00-08,-00-03), Jnt7(00-05,00-02), Jnt10(00-05,00-02), Jnt11(02-08,01-03), Jnt12(-00-04,00-11), Jnt16(00-05,00-02), Jnt17(-01-04,-00-07), Jnt18(-00-05,-00-02), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: C02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679728 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x5 = 4x5 = 4x5 = 4x5 = 4x4 = 4x4 = 3x5 4x4 = 4x6 4x5 =3x5 4x5 = 4x4 = 3x5 4x4 = 4x4 = 4x4 = 4x4 = 2x6 1-11-4 1- 0 - 0 28 10 - 1 3 30 1- 4 - 8 10 13 - 1 1 - 1 3 2- 1 - 9 2- 3 - 5 16 - 4 - 5 1 6-11-8 6-11-8 2 6-11-8 13-11-0 3 6-11-8 20-10-9 5 6-11-8 27-10-1 6 4-7-0 32-5-1 7 4-5-15 36-11-0 9 4-10-1 41-9-1 10 11 8-4-3 8-4-3 15 8-4-3 16-8-7 19 8-4-3 25-0-10 23 7-4-7 32-5-1 26 4-5-15 36-11-0 27 4-6-9 41-5-9 28 3-8 41-9-1 4 8 12 13 14 16 17 18 20 21 22 24 25 41-9-1 4.09/12 4.09/12 Drag = 250 plf Truss Weight = 202.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 11-2 28-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.62 Max CSI in BC PANEL 25 - 26 0.24 Max CSI in Web 15 - 3 0.61 ...Mem... Ten Comp .CSI. TC OH- 1 80 0 0.40 1- 2 941 938 0.62 2- 3 710 555 0.60 3- 4 482 299 0.53 4- 5 604 288 0.59 5- 6 1257 1033 0.56 6- 7 1660 1509 0.41 7- 8 935 1335 0.20 8- 9 939 1255 0.23 9-10 557 606 0.23 BC OH-11 1 0 0.00 11-12 1543 1455 0.14 12-13 934 848 0.09 13-14 276 377 0.04 14-15 692 606 0.07 15-16 806 717 0.08 16-17 268 250 0.04 17-18 727 637 0.07 18-19 1431 1341 0.13 19-20 312 204 0.04 20-21 616 455 0.06 21-22 1212 1111 0.12 22-23 1966 1865 0.18 23-24 648 625 0.07 24-25 1477 1454 0.14 25-26 2309 2281 0.24 26-27 1393 1546 0.17 27-28 1056 623 0.23 Web 1-11 136 508 0.08 2-11 1971 2065 0.55 2-15 443 704 0.14 3-15 1933 2125 0.61 3-19 821 1293 0.26 5-19 1479 1982 0.47 5-23 1214 1557 0.54 6-23 939 1413 0.41 6-26 1136 1296 0.49 7-26 158 766 0.10 7-27 1207 495 0.38 ...Mem... Ten Comp .CSI. 9-27 275 426 0.08 9-28 564 899 0.30 10-30 93 272 0.37 28-30 458 227 0.46 BBK 10-30 158 344 0.18 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 858 412 05-08 01-08 SPF 531 30 41-08-05 605 193 01-08 01-08 SPF 531 15 8-04-12 884 152 31-11-09 19 16-09-00 896 139 31-11-09 23 25-01-03 784 117 31-11-09 26 32-04-08 1030 71 31-11-09 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 11- 26 14 0 31-11-09 (reduced) Max Horiz = -8 / +409 at Joint 11 Max Horiz = -8 / +409 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-09-01] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 250.0 plf Drag Load distributed along the top chord rake in each direction concurrent with 0% of the roof design snow load(Ps) and resisted along the bottom chord by shear walls: Shear Wall 1 : 0 to 32-05-00 See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 27-28 Vert DL L/120 L/999(-0.02) 27-28 Vert CR L/240 L/999(-0.03) 27-28 Horz LL 0.75in ( 0.06) @Jt14 Horz CR 1.25in ( 0.06) @Jt14 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 15- 3 19- 5 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-07,-00-02), Jnt4(00-01,-00-04), Jnt10(00-05,00-02), Jnt15(00-07,00-02), Jnt30(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 22 Truss: D01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679729 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x8 4x4 = 4x4 = 3x7 4x8 4x12 5x6 = 3x5 4x6 4x6 2x3 = 3x5 4x10 4x4 = 4x4 = 5x8-18 4x8 4x12 5x6 = 4x6 2x6 1-11-4 1- 0 - 0 20 10 - 1 3 22 1- 4 - 1 1 10 14 - 2 - 0 2- 1 - 6 2- 3 - 8 16 - 6 - 1 2 1 6-4-8 6-4-8 2 6-4-8 12-9-1 3 6-4-8 19-1-9 5 6-4-8 25-6-1 6 6-5-2 31-11-3 7 4-8-6 36-7-9 9 5-0-8 41-8-1 10 11 6-4-8 6-4-8 13 6-4-8 12-9-1 14 6-4-8 19-1-9 15 6-4-8 25-6-1 17 6-5-2 31-11-3 18 4-8-6 36-7-9 19 4-9-0 41-4-9 20 3-8 41-8-1 4 8 12 16 41-8-1 4.16/12 4.15/12 Truss Weight = 225.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 4-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-13 7-19 20-10 2x6 DFL 1800/1.8 6-18 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.79 Max CSI in BC PANEL 14 - 15 0.84 Max CSI in Web 9 - 20 0.81 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.40 1- 2 493 4198 0.79 2- 3 705 5654 0.77 3- 4 629 4603 0.61 4- 5 638 4471 0.40 5- 6 297 1040 0.32 6- 7 5285 734 0.76 7- 8 1992 318 0.49 8- 9 2018 302 0.47 9-10 261 145 0.25 BC OH-11 4 0 0.00 11-12 312 570 0.35 12-13 330 556 0.32 13-14 4133 896 0.64 14-15 5569 951 0.84 15-16 4506 730 0.67 16-17 4525 716 0.67 17-18 967 236 0.33 18-19 759 5253 0.44 19-20 470 1973 0.23 Web 1-11 248 1700 0.22 1-13 3889 380 0.74 2-13 205 1088 0.14 2-14 1403 132 0.62 3-14 115 311 0.04 3-15 209 988 0.71 5-15 429 0 0.19 5-17 468 3372 0.72 6-17 1159 64 0.51 6-18 729 5785 0.51 7-18 279 1860 0.25 7-19 3101 332 0.59 9-19 201 1211 0.16 9-20 1849 204 0.81 10-22 128 538 0.37 20-22 186 730 0.49 BBK 10-22 482 103 0.32 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1759 105 05-08 02-03 SPF 531 18 31-11-03 3804 199 05-08 04-12 SPF 531 22 41-06-09 149 613 03-00 01-08 SPF 531 Max Horiz = -11 / +414 at Joint 11 Max Horiz = -11 / +414 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-08-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/594(-0.64) 14-15 Vert DL L/120 L/999(-0.35) 14-15 Vert CR L/240 L/384(-0.99) 14-15 Horz LL 0.75in ( 0.09) @Jt18 Horz CR 1.25in ( 0.14) @Jt18 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-17 6-18 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(00-08,0), Jnt5(00-04,00-02), Jnt6(02-03,00-12), Jnt10(00-04,00-02), Jnt13(-01-04,-00-07), Jnt16(-00-04,00-11), Jnt17(-00-04,-00-02), Jnt18(-02-03,-00-12), Jnt22(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: D02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679730 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x5 = 4x5 = 4x5 = 4x4 = 4x4 = 4x4 = 3x54x4 = 4x6 4x5 = 3x5 4x5 = 4x4 = 3x5 4x4 = 4x4 = 4x4 = 4x4 = 2x6 1-11-4 1- 0 - 0 29 10 - 1 3 31 1- 4 - 1 1 10 14 - 2 - 0 2- 1 - 6 2- 3 - 8 16 - 6 - 1 2 1 6-11-6 6-11-6 2 6-11-6 13-10-11 3 6-11-6 20-10-1 5 6-11-6 27-9-6 6 3-11-2 31-8-8 7 4-9-12 36-6-4 9 5-1-13 41-8-1 10 11 8-4-0 8-4-0 16 8-4-0 16-8-0 20 8-4-0 25-0-1 24 6-8-7 31-8-8 27 4-9-12 36-6-4 28 4-10-5 41-4-9 29 3-8 41-8-1 4 8 12 13 14 15 17 18 19 21 22 23 25 26 41-8-1 4.16/12 4.16/12 Drag = 250 plf Truss Weight = 201.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 11-2 29-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.61 Max CSI in BC PANEL 28 - 29 0.27 Max CSI in Web 16 - 3 0.62 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.40 1- 2 942 939 0.61 2- 3 694 532 0.60 3- 4 479 302 0.51 4- 5 602 290 0.60 5- 6 1209 1007 0.57 6- 7 1824 1652 0.39 7- 8 1087 1532 0.23 8- 9 1090 1446 0.27 9-10 613 659 0.27 BC OH-11 0 0 0.00 11-12 1784 1696 0.16 12-13 1439 1353 0.13 13-14 902 815 0.08 14-15 278 382 0.04 15-16 721 634 0.07 16-17 784 694 0.08 17-18 270 254 0.04 18-19 779 688 0.08 19-20 1496 1406 0.14 20-21 331 214 0.05 21-22 719 571 0.07 22-23 1346 1239 0.13 23-24 2116 2009 0.20 24-25 692 695 0.07 25-26 1462 1466 0.14 26-27 2236 2230 0.23 27-28 1317 1493 0.17 28-29 1096 568 0.27 Web 1-11 137 507 0.08 2-11 1996 2090 0.55 2-16 445 701 0.14 3-16 1954 2148 0.62 3-20 827 1294 0.26 5-20 1434 1965 0.45 5-24 1171 1514 0.52 6-24 1114 1438 0.42 6-27 1128 1290 0.36 7-27 130 764 0.10 ...Mem... Ten Comp .CSI. 7-28 967 441 0.42 9-28 246 420 0.08 9-29 519 945 0.36 10-31 94 264 0.36 29-31 453 189 0.46 BBK 10-31 124 342 0.26 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 837 431 05-08 01-08 SPF 531 31 41-06-09 614 157 03-00 01-08 SPF 531 16 8-04-09 883 153 31-02-15 20 16-08-10 901 142 31-02-15 24 25-00-10 719 112 31-02-15 27 31-07-14 1129 126 31-02-15 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 12- 27 12 0 31-02-15 (reduced) Max Horiz = -11 / +414 at Joint 11 Max Horiz = -11 / +414 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-08-01] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 250.0 plf Drag Load distributed along the top chord rake in each direction concurrent with 0% of the roof design snow load(Ps) and resisted along the bottom chord by shear walls: Shear Wall 1 : 0 to 31-08-08 See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 28-29 Vert DL L/120 L/999(-0.02) 28-29 Vert CR L/240 L/999(-0.04) 28-29 Horz LL 0.75in ( 0.06) @Jt15 Horz CR 1.25in ( 0.06) @Jt15 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 16- 3 20- 5 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-07,-00-02), Jnt4(00-01,-00-04), Jnt10(00-04,00-02), Jnt16(00-07,00-02), Jnt31(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: E01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679731 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Typical plate: 1.5x3 3x10 3x3 = 3x5 4x4 = 4x4 = 3x5 4x4 = 4x4 = 1-11-4 14 - 1 1 - 1 5 2- 3 - 0 1- 9 - 7 16 - 9 - 6 1 2-0-0 2-0-0 3 2-0-0 4 2-0-0 6-0-05 2-0-0 6 2-0-0 10-0-07 2-0-0 8 2-0-0 14-0-09 2-0-0 10 2-0-0 18-0-011 2-0-0 13 2-0-0 22-0-014 2-0-0 15 2-0-0 26-0-016 2-0-0 17 2-0-0 30-0-018 1-5-11 19 4-11-11 36-5-6 20 21 2-0-0 2-0-022 2-0-0 23 2-0-0 6-0-024 2-0-0 25 2-0-0 10-0-026 2-0-0 27 2-0-0 14-0-028 2-0-0 29 2-0-0 18-0-030 2-0-0 32 2-0-0 22-0-033 2-0-0 34 2-0-0 26-0-035 2-0-0 36 2-0-0 30-0-037 1-5-11 38 4-11-11 36-5-6 39 2 12 31 36-5-6 5/12 5/12 Truss Weight = 166.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary UTC 2x8 SP 2400/2.0 LTC 2x4 DFL 1800/1.8 TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 18 - 19 0.46 Max CSI in BC PANEL 37 - 38 0.24 Max CSI in Web 19 - 39 0.33 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.08 1- 2 40 52 0.04 1- 2 37 23 0.07 2- 3 84 44 0.04 3- 4 122 44 0.04 4- 5 173 68 0.04 5- 6 222 86 0.04 6- 7 272 103 0.04 7- 8 322 120 0.05 8- 9 359 138 0.04 9-10 393 155 0.04 10-11 428 173 0.05 11-12 453 188 0.05 12-13 460 185 0.06 13-14 839 613 0.14 14-15 842 583 0.14 15-16 840 545 0.14 16-17 842 508 0.14 17-18 833 468 0.14 18-19 905 469 0.46 19-20 69 112 0.35 20-OH 0 6 0.00 BC OH-21 2 0 0.00 21-22 342 729 0.03 22-23 341 730 0.03 23-24 341 730 0.03 24-25 341 730 0.03 25-26 341 730 0.03 26-27 341 730 0.03 27-28 341 730 0.03 28-29 341 730 0.03 29-30 340 731 0.03 30-31 333 728 0.03 31-32 340 729 0.03 32-33 341 730 0.03 33-34 308 811 0.02 34-35 308 811 0.02 35-36 308 810 0.02 36-37 310 815 0.03 ...Mem... Ten Comp .CSI. 37-38 290 777 0.24 38-39 314 831 0.24 39-OH 0 4 0.00 Web 1-21 192 441 0.08 3-22 95 200 0.04 4-23 107 224 0.03 5-24 104 225 0.03 6-25 105 224 0.03 7-26 104 224 0.03 8-27 72 225 0.02 9-28 65 224 0.02 10-29 69 225 0.02 11-30 58 222 0.02 13-32 502 612 0.20 13-33 988 778 0.31 14-33 58 222 0.02 15-34 74 226 0.02 16-35 70 224 0.02 17-36 81 215 0.02 18-37 158 153 0.06 19-38 308 782 0.09 19-39 747 292 0.33 20-39 75 194 0.05 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 21 01-12 458 0 05-08 01-08 SPF 531 32 20-00-00 298 465 17-04-10 33 22-00-00 771 319 17-04-10 37 30-00-00 133 201 17-04-10 38 31-05-00 952 109 17-04-10 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 21- 28 118 6 13-07-10 28- 38 20 0 17-04-10 (reduced) Max Horiz = -39 / +422 at Joint 21 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999( 0.00) 37-38 Vert DL L/120 L/999( 0.00) 37-38 Vert CR L/240 L/999( 0.00) 37-38 Horz LL 0.75in ( 0.02) @Jt33 Horz CR 1.25in ( 0.02) @Jt33 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Cant CR 2L/240 2L/877(-0.14) 38-39 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: E01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679731 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Notes (continued)Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 22 Truss: E02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679732 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x10 4x10 4x4 = 3x8 4x5 = 4x10 4x4 = 3x5 1.5x3 2x4 4x10 4x10 6x16-18S5 4x4 = 4x5 = 4x10 4x4 = 1-11-4 14 - 1 1 - 1 5 2- 3 - 0 2- 5 - 5 17 - 5 - 4 1 6-3-15 6-3-15 2 6-3-15 12-7-15 3 6-3-15 18-11-14 5 6-3-15 25-3-13 6 6-4-10 31-8-7 7 4-8-15 36-5-6 9 10 6-3-15 6-3-15 11 6-3-15 12-7-15 12 6-3-15 18-11-14 14 6-3-15 25-3-13 15 6-4-10 31-8-7 16 4-8-15 36-5-6 17 4 8 13 36-5-6 4-6-34-6-3 5/12 5/12 Truss Weight = 201.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 1-4 BC 2x4 DFL 2400/2.0 Webs 2x4 DFL Standard 2x4 DFL #2 1-11 Member Forces Summary Max CSI in TC PANEL 4 - 5 0.92 Max CSI in BC PANEL 12 - 13 0.66 Max CSI in Web 6 - 16 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.29 1- 2 1197 4813 0.68 2- 3 1629 7073 0.78 3- 4 1468 6991 0.78 4- 5 1479 6848 0.92 5- 6 905 4513 0.58 6- 7 547 399 0.51 7- 8 16 115 0.46 8- 9 71 53 0.27 9-OH 0 6 0.00 BC OH-10 4 0 0.00 10-11 359 749 0.26 11-12 4737 1784 0.47 12-13 6967 2054 0.66 13-14 6975 2029 0.59 14-15 6898 1781 0.65 15-16 4427 1101 0.46 16-17 212 578 0.19 17-OH 0 4 0.00 Web 1-10 608 1965 0.27 1-11 4364 989 0.84 2-11 426 1358 0.18 2-12 2109 250 0.93 3-12 158 586 0.08 3-14 258 294 0.21 5-14 266 8 0.11 5-15 631 2295 0.49 6-15 876 131 0.38 6-16 1028 4465 0.95 7-16 319 797 0.11 7-17 511 207 0.20 9-17 70 203 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 2024 0 05-08 02-09 SPF 531 16 31-08-07 2441 151 05-08 03-01 SPF 531 Max Horiz = -60 / +420 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [36-05-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/481(-0.79) 12-14 Vert DL L/120 L/891(-0.42) 12-14 Vert CR L/240 L/312(-1.21) 12-14 Horz LL 0.75in ( 0.13) @Jt16 Horz CR 1.25in ( 0.20) @Jt16 Ohng CR 2L/240 2L/977(-0.05) 1- 1 Cant CR 2L/240 2L/273( 0.40) 16-17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-15 6-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(01-14,00-13), Jnt2(01-02,00-07), Jnt6(01-02,00-07), Jnt11(-01-02,-00-07), Jnt12(-01-02,-00-07), Jnt13(-00-08,01-02), Jnt16(-01-02,-00-07) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679733 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 7x8-18 = 4x5 = 3x10 4x6 4x6 4x4 = 7x8-18= 4x5 = 6x10-18 4x7 4x4 = 1.5x3 14 - 9 - 8 2- 4 - 4 2- 5 - 5 17 - 2 - 1 3 1 7-1-11 7-1-11 2 7-1-11 14-3-6 3 7-1-11 21-5-2 5 7-1-11 28-6-13 6 7-1-11 35-8-8 7 8 8-11-2 8-11-2 9 8-11-2 17-10-4 10 8-11-2 26-9-6 11 4-2-3 30-11-912 4-8-15 35-8-8 13 4 35-8-8 4-6-34-6-3 5/12 5/12 Truss Weight = 192.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 BC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 10-13 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 8-2 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.93 Max CSI in BC PANEL 10 - 11 0.94 Max CSI in Web 11 - 6 0.82 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 156 108 0.53 2- 3 1564 5773 0.80 3- 4 1497 6552 0.93 4- 5 1511 6396 0.86 5- 6 588 2886 0.55 6- 7 851 402 0.57 7-OH 0 6 0.00 BC OH- 8 4 0 0.00 8- 9 5108 1376 0.59 9-10 6866 1523 0.68 10-11 5757 983 0.94 11-12 1752 0 0.45 12-13 54 56 0.21 13-OH 0 4 0.00 Web 1- 8 146 296 0.09 2- 8 1522 5755 0.75 2- 9 672 0 0.29 3- 9 231 1429 0.35 3-10 353 387 0.11 5-10 923 216 0.40 5-11 810 2732 0.50 6-11 1852 354 0.82 6-12 631 2518 0.42 7-12 379 920 0.60 7-13 152 33 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1777 94 01-08 HGR SPF 670 12 30-11-09 2400 0 05-08 03-00 SPF 531 Max Horiz = -70 / +390 at Joint 12 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [35-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/535(-0.69) 9-10 Vert DL L/120 L/946(-0.39) 9-10 Vert CR L/240 L/341(-1.08) 9-10 Horz LL 0.75in ( 0.15) @Jt 8 Horz CR 1.25in ( 0.23) @Jt 8 Cant CR 2L/240 2L/285( 0.38) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 8- 2 9- 3 5-11 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt6(-00-06,-00-02), Jnt8(00-08,01-09), Jnt9(00-06,00-03), Jnt10(00-03,-00-07), Jnt11(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E04 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679734 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x10 4x4 = 3x7 4x6 4x5 = 4x4 = 1.5x3 6x10-18 4x4 = 3.5X16-18S6 4x4 = 4x6 4x4 = 1.5x3 3- 1 5 13 - 9 - 1 2 2- 2 - 8 2- 5 - 5 16 - 3 - 1 1 6-8-14 6-8-14 2 6-8-14 13-5-13 3 6-8-14 20-2-11 5 6-8-14 26-11-10 6 6-8-14 33-8-8 7 8 1-4-3 1-4-3 9 8-1-1 9-5-4 10 8-1-1 17-6-6 12 8-1-1 25-7-7 13 3-4-2 28-11-914 4-8-15 33-8-8 15 4 11 33-8-8 4-6-34-6-3 5/12 2.94/12 5/12 Truss Weight = 175.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 9-11 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.83 Max CSI in BC PANEL 11 - 12 0.90 Max CSI in Web 9 - 2 0.85 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 153 804 0.64 2- 3 1359 5218 0.77 3- 4 1281 5573 0.83 4- 5 1289 5388 0.73 5- 6 434 2112 0.64 6- 7 806 384 0.69 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 245 614 0.47 9-10 4349 1772 0.61 10-11 5959 1927 0.65 11-12 5977 1900 0.90 12-13 4932 1404 0.77 13-14 1286 412 0.39 14-15 53 56 0.20 15-OH 0 4 0.00 Web 1- 8 261 1322 0.17 1- 9 1008 120 0.44 2- 9 1252 4257 0.85 2-10 739 0 0.32 3-10 240 1084 0.60 3-12 368 458 0.15 5-12 798 182 0.35 5-13 777 2682 0.49 6-13 1574 307 0.69 6-14 544 2153 0.32 7-14 362 872 0.57 7-15 151 34 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1657 0 01-08 HGR SPF 625 14 28-11-09 2286 139 05-08 02-14 SPF 531 Max Horiz = -66 / +364 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [33-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/510(-0.68) 10-12 Vert DL L/120 L/939(-0.37) 10-12 Vert CR L/240 L/330(-1.05) 10-12 Horz LL 0.75in ( 0.11) @Jt14 Horz CR 1.25in ( 0.17) @Jt14 Cant CR 2L/240 2L/311( 0.35) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-13 ------- Web Bracing -- CLR ----------- Double: 9- 2 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-01-15,-00-13), Jnt6(-00-03,-00-01), Jnt9(-00-01,00-04), Jnt13(-00-02,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E05 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679735 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 = 4x6 6x8 4x6 4x5 = 1.5x3 4x5 =6x6 = 4x4 = 3x8-18 4x5 = 4x6 4x4 = 6- 1 12 - 9 - 1 0 2- 2 - 9 2- 5 - 5 2- 5 - 1 0 15 - 3 - 0 1 1-0-7 1-0-7 2 6-1-10 7-2-1 3 6-1-10 13-3-11 4 6-1-10 19-5-4 5 6-1-10 25-6-14 6 6-1-10 31-8-8 7 8 2-2-6 2-2-69 7-4-9 9-6-15 10 7-4-9 16-11-7 12 6-8-3 23-7-10 13 8-0-14 31-8-8 1411 31-8-8 7-10-27-10-2 2.94/12 5/12 2.94/12 5/12 Truss Weight = 160.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.90 Max CSI in BC PANEL 9 - 10 0.67 Max CSI in Web 5 - 13 0.93 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 21 28 0.06 2- 3 257 1140 0.44 3- 4 925 3204 0.53 4- 5 586 2002 0.50 5- 6 2002 1026 0.90 6- 7 87 138 0.65 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 540 664 0.35 9-10 2982 1395 0.67 10-11 3056 1279 0.55 11-12 3085 1262 0.55 12-13 1458 565 0.42 13-14 412 976 0.50 14-OH 0 4 0.00 Web 1- 8 42 53 0.05 2- 8 337 1342 0.19 2- 9 630 50 0.28 3- 9 768 2291 0.51 3-10 255 0 0.10 4-10 295 130 0.12 4-12 447 1089 0.31 5-12 1382 344 0.61 5-13 751 2650 0.93 6-13 661 1600 0.39 6-14 868 388 0.38 7-14 103 241 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1228 0 01-08 HGR SPF 625 13 23-07-10 2480 149 05-08 03-02 SPF 531 Max Horiz = -64 / +338 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [31-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.28) 10-12 Vert DL L/120 L/999(-0.17) 10-12 Vert CR L/240 L/629(-0.45) 10-12 Horz LL 0.75in ( 0.05) @Jt13 Horz CR 1.25in ( 0.07) @Jt13 Cant CR 2L/240 2L/825( 0.23) 13-14 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 9- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt3(-00-05,-00-02), Jnt4(-00-03,00-07), Jnt9(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E06 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679736 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 = 4x5 = 3x6 4x7 4x4 = 1.5x3 4x4 = 5x6 = 4x4 =4x4 = 4x6 4x4 = 8- 1 0 11 - 9 - 1 4 2- 2 - 9 2- 5 - 5 2- 8 - 2 14 - 3 - 4 1 1-10-10 1-10-102 6-11-8 8-10-2 3 6-11-8 15-9-9 5 6-11-8 22-9-1 6 6-11-8 29-8-8 7 8 3-0-10 3-0-10 9 8-10-10 11-11-4 11 9-6-14 21-6-2 12 8-2-6 29-8-8 13 4 10 29-8-8 7-11-107-11-10 2.94/12 5/12 2.94/12 5/12 Truss Weight = 145.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 9-3 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.90 Max CSI in BC PANEL 9 - 10 0.61 Max CSI in Web 5 - 12 0.57 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 34 25 0.06 2- 3 408 1361 0.53 3- 4 702 2309 0.53 4- 5 723 2215 0.47 5- 6 1958 1054 0.90 6- 7 98 157 0.68 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 935 296 0.27 9-10 2647 853 0.61 10-11 2652 816 0.52 11-12 1696 254 0.53 12-13 523 1194 0.52 13-OH 0 4 0.00 Web 1- 8 28 123 0.06 2- 8 443 1477 0.26 2- 9 363 27 0.16 3- 9 585 1591 0.38 3-11 358 423 0.11 5-11 1076 248 0.47 5-12 924 2924 0.57 6-12 622 1490 0.27 6-13 1071 493 0.47 7-13 115 271 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1082 47 01-08 HGR SPF 625 12 21-06-02 2392 24 05-08 03-00 SPF 531 Max Horiz = -61 / +313 at Joint 12 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [29-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.19) 9-11 Vert DL L/120 L/999(-0.18) 9-11 Vert CR L/240 L/787(-0.33) 9-11 Horz LL 0.75in ( 0.03) @Jt 8 Horz CR 1.25in ( 0.05) @Jt 8 Cant CR 2L/240 2L/999( 0.15) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 9- 3 5-12 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt9(00-04,-00-08), Jnt10(-00-02,00-04), Jnt12(-00-03,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E07 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679737 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 = 4x4 = 3x5 4x5 = 4x5 = 1.5x3 4x4 = 5x5 = 3x4 =4x4 = 4x5 = 4x4 = 11 - 2 10 - 1 0 - 2 2- 2 - 9 2- 5 - 5 2- 1 0 - 1 0 13 - 3 - 8 1 2-8-13 2-8-132 6-2-15 8-11-12 3 6-2-15 15-2-11 5 6-2-15 21-5-9 6 6-2-15 27-8-8 7 8 3-10-13 3-10-13 9 7-11-4 11-10-1 11 7-9-9 19-7-10 12 8-0-14 27-8-8 13 4 10 27-8-8 7-10-27-10-2 2.94/12 5/12 2.94/12 5/12 Truss Weight = 134.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.77 Max CSI in BC PANEL 9 - 10 0.52 Max CSI in Web 5 - 12 0.88 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 43 37 0.15 2- 3 317 1435 0.42 3- 4 488 1673 0.41 4- 5 506 1673 0.38 5- 6 1985 1030 0.77 6- 7 89 140 0.53 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 1154 692 0.23 9-10 2066 1058 0.52 10-11 2072 1025 0.43 11-12 1150 485 0.41 12-13 430 1001 0.51 13-OH 0 4 0.00 Web 1- 8 53 172 0.07 2- 8 339 1529 0.37 2- 9 208 0 0.08 3- 9 426 841 0.68 3-11 328 542 0.11 5-11 1150 260 0.51 5-12 709 2302 0.88 6-12 656 1576 0.36 6-13 891 402 0.39 7-13 104 245 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 961 0 01-08 HGR SPF 625 12 19-07-10 2280 135 05-08 02-14 SPF 531 Max Horiz = -59 / +287 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [27-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.11) 11-12 Vert DL L/120 L/999(-0.13) 9-11 Vert CR L/240 L/952(-0.25) 9-11 Horz LL 0.75in ( 0.02) @Jt12 Horz CR 1.25in ( 0.03) @Jt12 Cant CR 2L/240 2L/999( 0.10) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E08 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679738 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 = 6x10 4x4 = 4x4 = 1.5x3 4x4 = 4x5 = 1.5x3 3x4 = 4x6 4x4 = 4x4 = 1- 1 - 9 9- 1 0 - 6 2- 2 - 9 2- 5 - 5 3- 1 - 2 12 - 3 - 1 2 1 3-7-0 3-7-0 2 7-4-8 10-11-8 3 6-8-2 17-7-10 4 4-0-2 21-7-12 5 4-0-12 25-8-8 6 7 4-9-0 4-9-0 8 6-11-13 11-8-13 9 5-10-13 17-7-10 11 4-0-2 21-7-12 12 4-0-12 25-8-8 1310 25-8-8 7-10-27-10-2 2.94/12 5/12 2.94/12 5/12 Truss Weight = 131.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 8-3 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.76 Max CSI in BC PANEL 8 - 9 0.43 Max CSI in Web 3 - 11 0.63 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 40 43 0.24 2- 3 314 1339 0.63 3- 4 1849 1004 0.76 4- 5 484 331 0.40 5- 6 68 84 0.23 6-OH 0 6 0.00 BC OH- 7 2 0 0.00 7- 8 1235 679 0.29 8- 9 1421 739 0.43 9-10 1432 704 0.35 10-11 1469 700 0.29 11-12 751 1793 0.17 12-13 178 447 0.17 13-OH 0 4 0.00 Web 1- 7 70 199 0.08 2- 7 347 1496 0.51 2- 8 211 94 0.06 3- 8 409 268 0.25 3- 9 265 0 0.10 3-11 786 2738 0.63 4-11 482 1170 0.16 4-12 1249 534 0.55 5-12 246 589 0.08 5-13 394 176 0.17 6-13 76 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 01-12 822 0 01-08 HGR SPF 625 11 17-07-10 2185 137 05-08 02-12 SPF 531 Max Horiz = -57 / +261 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [25-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.10) 8- 9 Vert DL L/120 L/999(-0.11) 8- 9 Vert CR L/240 L/999(-0.21) 8- 9 Horz LL 0.75in ( 0.02) @Jt11 Horz CR 1.25in ( 0.02) @Jt11 Cant CR 2L/240 2L/999(-0.15) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 3-11 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt3(-00-03,00-07), Jnt8(00-02,-00-09) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E09 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679739 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 4x5 = 4x4 = 4x4 = 4x5 = 4x4 = 1.5x3 4x4 = 5x5 = 4x4 = 4x5 = 4x4 = 1- 4 - 1 8- 1 0 - 1 0 2- 2 - 8 2- 5 - 5 3- 3 - 9 11 - 3 - 1 5 1 4-5-3 4-5-3 2 4-9-14 9-3-1 3 4-9-13 14-0-14 5 4-11-7 19-0-5 6 4-8-3 23-8-8 7 8 5-7-3 5-7-3 9 8-9-10 14-4-13 10 4-7-8 19-0-5 11 4-8-3 23-8-8 12 4 23-8-8 9-0-159-0-15 2.94/12 5/12 2.94/12 5/12 Truss Weight = 117.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 4 - 5 0.70 Max CSI in BC PANEL 9 - 10 0.49 Max CSI in Web 3 - 10 0.97 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 48 47 0.33 2- 3 261 830 0.36 3- 4 2326 1322 0.64 4- 5 2457 1314 0.70 5- 6 636 407 0.44 6- 7 68 100 0.32 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 826 232 0.33 9-10 659 835 0.49 10-11 1053 2429 0.48 11-12 230 570 0.23 12-OH 0 4 0.00 Web 1- 8 97 211 0.09 2- 8 243 944 0.45 2- 9 216 271 0.07 3- 9 807 403 0.35 3-10 845 2007 0.97 5-10 538 1247 0.17 5-11 1703 767 0.75 6-11 297 719 0.10 6-12 510 221 0.22 7-12 85 208 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 533 7 01-08 HGR SPF 625 10 14-04-13 2278 91 05-08 02-14 SPF 531 Max Horiz = -54 / +235 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [23-08-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.15) 9-10 Vert DL L/120 L/999(-0.16) 9-10 Vert CR L/240 L/555(-0.31) 9-10 Horz LL 0.75in ( 0.01) @Jt 8 Horz CR 1.25in ( 0.01) @Jt 8 Cant CR 2L/240 2L/863(-0.25) 11-12 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt4(00-02,-00-04) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E10 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679740 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 7x8-18 = 4x5 = 3x10 4x6 4x6 4x4 = 7x8-18= 4x5 = 6x10-18 4x4 = 4x7 4x4 = 1.5x3 14 - 8 - 1 3 2- 4 - 3 2- 5 - 5 17 - 2 - 2 1 7-1-6 7-1-6 2 7-1-6 14-2-13 3 7-1-6 21-4-3 5 7-1-6 28-5-10 6 7-1-6 35-7-0 7 8 8-10-12 8-10-12 9 8-10-12 17-9-8 11 8-10-12 26-8-4 12 4-1-15 30-10-313 4-8-13 35-7-0 14 4 10 35-7-0 4-6-14-6-1 5/12 5/12 Truss Weight = 192.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 2400/2.0 BC 2x4 DFL 2400/2.0 2x4 DFL 1800/1.8 10-14 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 8-2 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.97 Max CSI in BC PANEL 10 - 11 0.97 Max CSI in Web 12 - 6 0.81 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 155 108 0.54 2- 3 1554 5727 0.94 3- 4 1489 6497 0.97 4- 5 1502 6340 0.87 5- 6 583 2858 0.68 6- 7 846 400 0.68 7-OH 0 6 0.00 BC OH- 8 4 0 0.00 8- 9 5067 1366 0.57 9-10 6805 1514 0.67 10-11 6810 1476 0.97 11-12 5708 975 0.92 12-13 1732 0 0.45 13-14 54 56 0.21 14-OH 0 4 0.00 Web 1- 8 146 295 0.09 2- 8 1512 5712 0.74 2- 9 668 0 0.29 3- 9 229 1418 0.35 3-11 351 385 0.11 5-11 918 217 0.40 5-12 806 2712 0.49 6-12 1843 353 0.81 6-13 627 2499 0.42 7-13 377 915 0.60 7-14 152 33 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1770 93 01-08 HGR SPF 670 13 30-10-03 2392 0 05-08 03-00 SPF 531 Max Horiz = -70 / +389 at Joint 13 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [35-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/541(-0.68) 9-11 Vert DL L/120 L/954(-0.39) 9-11 Vert CR L/240 L/345(-1.07) 9-11 Horz LL 0.75in ( 0.15) @Jt 8 Horz CR 1.25in ( 0.23) @Jt 8 Cant CR 2L/240 2L/289( 0.37) 13-14 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 8- 2 9- 3 5-12 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt6(-00-06,-00-03), Jnt8(00-08,01-09), Jnt9(00-06,00-03), Jnt10(-00-08,01-02), Jnt12(-00-04,-00-02) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E11 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679741 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x10 4x4 = 3x6 4x6 4x5 = 4x4 = 1.5x3 6x10-18 4x4 = 3.5X16-18S6 4x4 = 4x6 4x4 = 1.5x3 3- 1 5 13 - 9 - 2 2- 2 - 8 2- 5 - 5 16 - 2 - 7 1 6-8-10 6-8-10 2 6-8-10 13-5-3 3 6-8-10 20-1-13 5 6-8-10 26-10-6 6 6-8-10 33-7-0 7 8 1-4-2 1-4-2 9 8-0-12 9-4-14 10 8-0-12 17-5-9 12 8-0-12 25-6-5 13 3-3-15 28-10-314 4-8-13 33-7-0 15 4 11 33-7-0 4-6-14-6-1 5/12 2.92/12 5/12 Truss Weight = 174.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.83 Max CSI in BC PANEL 10 - 11 0.99 Max CSI in Web 9 - 2 0.84 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 150 794 0.63 2- 3 1350 5177 0.76 3- 4 1272 5524 0.83 4- 5 1280 5337 0.69 5- 6 430 2088 0.61 6- 7 801 382 0.69 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 243 611 0.45 9-10 4313 1760 0.89 10-11 5908 1915 0.99 11-12 5926 1889 0.89 12-13 4887 1394 0.77 13-14 1268 408 0.38 14-15 53 56 0.20 15-OH 0 4 0.00 Web 1- 8 256 1312 0.17 1- 9 998 115 0.44 2- 9 1246 4229 0.84 2-10 735 0 0.32 3-10 238 1073 0.59 3-12 367 456 0.15 5-12 794 182 0.35 5-13 772 2663 0.49 6-13 1566 307 0.69 6-14 541 2136 0.32 7-14 361 867 0.57 7-15 151 34 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1650 0 01-08 HGR SPF 625 14 28-10-03 2278 138 05-08 02-14 SPF 531 Max Horiz = -66 / +362 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [33-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/502(-0.69) 10-12 Vert DL L/120 L/920(-0.37) 10-12 Vert CR L/240 L/325(-1.06) 10-12 Horz LL 0.75in ( 0.12) @Jt14 Horz CR 1.25in ( 0.18) @Jt14 Cant CR 2L/240 2L/308( 0.35) 14-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-13 ------- Web Bracing -- CLR ----------- Double: 9- 2 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-01-15,-00-13), Jnt6(-00-03,-00-01), Jnt9(-00-02,00-04), Jnt13(-00-02,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E12 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679742 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x5 = 4x6 6x6 = 4x6 4x5 = 1.5x3 4x4 =6x6 = 4x4 = 3x8-18 4x5 = 4x6 4x4 = 5- 1 4 12 - 9 - 1 2- 2 - 8 2- 5 - 5 2- 5 - 5 15 - 2 - 7 1 11-9 11-9 2 6-1-8 7-1-1 3 6-1-8 13-2-9 4 6-1-8 19-4-0 5 6-1-8 25-5-8 6 6-1-8 31-7-0 7 8 2-1-12 2-1-129 7-4-5 9-6-1 10 7-4-5 16-10-6 12 6-7-13 23-6-3 13 8-0-13 31-7-0 1411 31-7-0 7-10-17-10-1 2.92/12 5/12 2.92/12 5/12 Truss Weight = 158.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.90 Max CSI in BC PANEL 9 - 10 0.66 Max CSI in Web 5 - 13 0.92 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 17 29 0.06 2- 3 248 1104 0.43 3- 4 914 3164 0.52 4- 5 579 1970 0.49 5- 6 1999 1024 0.90 6- 7 87 137 0.65 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 495 652 0.35 9-10 2937 1383 0.66 10-11 3025 1271 0.55 11-12 3054 1255 0.55 12-13 1443 561 0.42 13-14 411 974 0.50 14-OH 0 4 0.00 Web 1- 8 50 45 0.05 2- 8 336 1315 0.18 2- 9 636 51 0.28 3- 9 766 2283 0.51 3-10 256 0 0.10 4-10 290 133 0.12 4-12 447 1089 0.31 5-12 1366 340 0.60 5-13 746 2632 0.92 6-13 660 1598 0.39 6-14 866 387 0.38 7-14 103 241 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1221 0 01-08 HGR SPF 625 13 23-06-03 2473 148 05-08 03-02 SPF 531 Max Horiz = -64 / +337 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [31-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.27) 10-12 Vert DL L/120 L/999(-0.17) 10-12 Vert CR L/240 L/637(-0.44) 10-12 Horz LL 0.75in ( 0.05) @Jt13 Horz CR 1.25in ( 0.07) @Jt13 Cant CR 2L/240 2L/840( 0.22) 13-14 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 9- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt3(-00-05,-00-02), Jnt4(-00-03,00-07), Jnt9(0,-00-01) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E13 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679743 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 = 4x5 = 3x6 4x7 4x4 = 1.5x3 4x4 =5x6 = 4x4 =4x4 = 4x6 4x4 = 8- 4 11 - 9 - 7 2- 2 - 8 2- 5 - 5 2- 7 - 1 1 14 - 2 - 1 2 1 1-9-4 1-9-42 6-11-7 8-8-11 3 6-11-7 15-8-2 5 6-11-7 22-7-9 6 6-11-7 29-7-0 7 8 2-11-6 2-11-69 8-10-9 11-9-15 11 9-8-4 21-6-3 12 8-0-13 29-7-0 13 4 10 29-7-0 7-10-17-10-1 2.92/12 5/12 2.92/12 5/12 Truss Weight = 144.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 9-3 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.89 Max CSI in BC PANEL 9 - 10 0.60 Max CSI in Web 5 - 12 0.59 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 31 23 0.07 2- 3 298 1328 0.53 3- 4 661 2364 0.53 4- 5 682 2271 0.47 5- 6 1880 1023 0.89 6- 7 98 157 0.68 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 885 691 0.28 9-10 2672 1281 0.60 10-11 2678 1243 0.53 11-12 1744 778 0.54 12-13 522 1187 0.51 13-OH 0 4 0.00 Web 1- 8 16 115 0.05 2- 8 345 1448 0.24 2- 9 384 0 0.17 3- 9 640 1659 0.40 3-11 332 394 0.10 5-11 1030 209 0.45 5-12 904 2938 0.59 6-12 601 1437 0.25 6-13 1065 492 0.47 7-13 114 271 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1089 0 01-08 HGR SPF 625 12 21-06-03 2372 140 05-08 03-00 SPF 531 Max Horiz = -61 / +312 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [29-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.19) 9-11 Vert DL L/120 L/999(-0.17) 9-11 Vert CR L/240 L/802(-0.32) 9-11 Horz LL 0.75in ( 0.04) @Jt12 Horz CR 1.25in ( 0.05) @Jt12 Cant CR 2L/240 2L/999( 0.15) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 9- 3 5-12 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt9(00-04,-00-08), Jnt10(-00-02,00-04), Jnt12(-00-04,-00-02) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E14 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679744 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 = 4x4 = 3x5 4x5 = 4x5 = 1.5x3 4x4 = 5x5 = 3x4 =4x4 = 4x5 = 4x4 = 10 - 1 0 10 - 9 - 1 2 2- 2 - 8 2- 5 - 5 2- 1 0 - 0 13 - 3 - 1 1 2-6-14 2-6-142 6-3-1 8-9-15 3 6-3-1 15-0-15 5 6-3-1 21-4-0 6 6-3-1 27-7-0 7 8 3-9-1 3-9-1 9 7-11-5 11-8-6 11 7-9-13 19-6-3 12 8-0-13 27-7-0 13 4 10 27-7-0 7-10-17-10-1 2.92/12 5/12 2.92/12 5/12 Truss Weight = 134.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.77 Max CSI in BC PANEL 9 - 10 0.52 Max CSI in Web 5 - 12 0.89 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 42 34 0.14 2- 3 414 1379 0.42 3- 4 541 1656 0.42 4- 5 560 1656 0.39 5- 6 1982 1028 0.77 6- 7 89 140 0.54 7-OH 0 6 0.00 BC OH- 8 2 0 0.00 8- 9 1086 335 0.22 9-10 2039 689 0.52 10-11 2045 657 0.43 11-12 1146 484 0.41 12-13 431 1004 0.51 13-OH 0 4 0.00 Web 1- 8 53 164 0.07 2- 8 431 1471 0.33 2- 9 221 0 0.09 3- 9 393 875 0.70 3-11 351 532 0.11 5-11 1130 283 0.50 5-12 742 2297 0.89 6-12 653 1573 0.36 6-13 893 404 0.39 7-13 104 246 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 953 38 01-08 HGR SPF 625 12 19-06-03 2273 35 05-08 02-14 SPF 531 Max Horiz = -59 / +286 at Joint 12 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [27-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.11) 11-12 Vert DL L/120 L/999(-0.13) 9-11 Vert CR L/240 L/959(-0.24) 9-11 Horz LL 0.75in ( 0.02) @Jt 8 Horz CR 1.25in ( 0.03) @Jt 8 Cant CR 2L/240 2L/999( 0.10) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E15 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679745 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 5x6 = 6x10-18 4x4 = 4x4 = 1.5x3 4x4 = 4x5 = 1.5x3 3x4 = 4x6 4x4 = 4x4 = 1- 0 - 1 5 9- 1 0 - 1 2- 2 - 8 2- 5 - 5 3- 0 - 6 12 - 3 - 6 1 3-4-8 3-4-8 2 7-4-13 10-9-5 3 6-8-14 17-6-3 4 4-0-1 21-6-4 5 4-0-12 25-7-0 6 7 4-6-11 4-6-11 8 7-0-2 11-6-13 9 5-11-6 17-6-3 11 4-0-1 21-6-4 12 4-0-12 25-7-0 1310 25-7-0 7-10-17-10-1 2.92/12 5/12 2.92/12 5/12 Truss Weight = 132.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 8-3 Member Forces Summary Max CSI in TC PANEL 3 - 4 0.78 Max CSI in BC PANEL 8 - 9 0.43 Max CSI in Web 3 - 11 0.63 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 39 41 0.21 2- 3 306 1290 0.63 3- 4 1847 1004 0.78 4- 5 483 331 0.39 5- 6 68 84 0.23 6-OH 0 6 0.00 BC OH- 7 2 0 0.00 7- 8 1175 671 0.26 8- 9 1410 743 0.43 9-10 1419 711 0.35 10-11 1456 706 0.29 11-12 751 1792 0.17 12-13 178 447 0.17 13-OH 0 4 0.00 Web 1- 7 64 192 0.08 2- 7 342 1446 0.46 2- 8 210 76 0.06 3- 8 398 309 0.29 3- 9 265 0 0.11 3-11 791 2725 0.63 4-11 481 1167 0.16 4-12 1249 534 0.55 5-12 245 589 0.08 5-13 428 176 0.17 6-13 76 195 0.08 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 7 01-12 814 0 01-08 HGR SPF 625 11 17-06-03 2179 138 05-08 02-12 SPF 531 Max Horiz = -57 / +260 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [25-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.09) 8- 9 Vert DL L/120 L/999(-0.11) 8- 9 Vert CR L/240 L/999(-0.20) 8- 9 Horz LL 0.75in ( 0.02) @Jt11 Horz CR 1.25in ( 0.02) @Jt11 Cant CR 2L/240 2L/999(-0.15) 12-13 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 3-11 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-05,00-12), Jnt3(-00-03,00-07), Jnt8(00-04,-00-11) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: E16 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679746 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 1.5x3 4x6 6x10-18 4x6 1.5x3 4x4 = 5x5 = 4x6 4x4 = 1- 3 - 4 8- 1 0 - 6 2- 2 - 1 3 2- 5 - 1 0 3- 3 - 0 11 - 4 - 0 1 4-2-3 4-2-3 2 6-5-10 10-7-13 3 6-5-10 17-1-6 4 6-5-10 23-7-0 5 6 5-4-5 5-4-5 7 8-11-14 14-4-3 8 9-2-13 23-7-0 9 23-7-0 9-0-19-0-1 2.92/12 5/12 2.92/12 5/12 Truss Weight = 117.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.83 Max CSI in BC PANEL 8 - 9 0.62 Max CSI in Web 8 - 4 0.69 ...Mem... Ten Comp .CSI. TC OH- 1 3 0 0.00 1- 2 47 46 0.28 2- 3 235 818 0.51 3- 4 2538 1296 0.83 4- 5 94 143 0.55 5-OH 0 6 0.00 BC OH- 6 2 0 0.00 6- 7 814 508 0.29 7- 8 397 1049 0.56 8- 9 500 1091 0.62 9-OH 0 4 0.00 Web 1- 6 84 213 0.08 2- 6 182 944 0.41 2- 7 268 313 0.08 3- 7 1195 472 0.53 3- 8 667 1733 0.49 4- 8 847 1991 0.69 4- 9 968 463 0.42 5- 9 112 259 0.09 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 6 01-12 532 0 01-08 HGR SPF 625 8 14-04-03 2262 170 05-08 02-13 SPF 531 Max Horiz = -55 / +235 at Joint 6 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [23-07-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.12) 7- 8 Vert DL L/120 L/999(-0.14) 7- 8 Vert CR L/240 L/656(-0.26) 7- 8 Horz LL 0.75in ( 0.01) @Jt 8 Horz CR 1.25in ( 0.02) @Jt 8 Cant CR 2L/240 2L/559(-0.39) 8- 9 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt3(-00-03,00-07), Jnt7(00-04,-00-10) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: F01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679747 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Typical plate: 1.5x3 3x10 3x3 = 4x4 = 5x5 = 3x4 = 3x3 = 3x10 4x4 = 3x4 = 3x5 1-11-4 1-11-4 9- 3 - 1 2 2- 3 - 0 2- 3 - 0 11 - 1 - 4 1 9-13 2 2-0-0 4 2-0-0 5 2-0-0 6 2-0-0 7 2-0-0 10-9-138 2-0-0 9 2-0-0 14-9-1310 2-0-0 11 2-0-0 12 2-0-0 13 2-0-0 22-9-1314 2-0-0 15 2-0-0 17 9-12 27-7-918 19 9-13 20 2-0-0 21 2-0-0 22 2-0-0 23 2-0-0 24 2-0-0 25 2-0-0 12-9-1326 2-0-0 27 2-0-0 29 2-0-0 30 2-0-0 31 2-0-0 22-9-1332 2-0-0 33 2-0-0 34 9-12 27-7-9 35 3 16 28 27-7-9 5/12 -5/12 5/12 -5/12 Truss Weight = 148.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 24-09-01 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary UTC 2x8 SP 2400/2.0 LTC 2x4 DFL 1800/1.8 TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 2 - 3 0.08 Max CSI in BC PANEL 20 - 21 0.02 Max CSI in Web 8 - 26 0.12 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.08 1- 3 36 21 0.07 1-10 59 42 0.08 10-14 143 61 0.06 14-18 142 58 0.08 16-18 36 28 0.10 18-OH 120 0 0.10 BC 19-28 22 25 0.02 28-32 24 21 0.02 32-35 24 21 0.02 Web 1-19 163 450 0.07 2-20 57 160 0.02 4-21 87 205 0.02 5-22 109 227 0.03 6-23 105 224 0.03 7-24 103 225 0.03 8-25 17 226 0.02 8-26 378 144 0.12 9-26 59 221 0.02 10-27 66 219 0.02 11-29 93 281 0.03 12-30 107 276 0.03 13-31 106 302 0.03 14-32 0 207 0.02 15-33 89 209 0.03 17-34 58 160 0.02 18-35 163 537 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 19 01-12 453 50 05-08 01-08 SPF 531 35 27-05-13 541 50 05-08 01-08 SPF 531 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 19- 32 128 0 22-04-05 32- 35 91 5 4-04-04 Max Horiz = -82 / +219 at Joint 26 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [22-09-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 31-32 Vert DL L/120 L/999(-0.00) 31-32 Vert CR L/240 L/999(-0.00) 31-32 Horz LL 0.75in ( 0.00) @Jt35 Horz CR 1.25in ( 0.00) @Jt35 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Ohng CR 2L/240 2L/999(-0.01) 18-18 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt10(-00-06,00-15), Jnt32(0,-00-09) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 6 Truss: F02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679748 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x7 4x7 4x4 = 3x7 1.5x3 6x10 4x7 2x4 5x7 4x7 3.5X16-18S6 5x12 5x12 2x4 1-11-4 1-11-4 9- 3 - 1 3 2- 3 - 0 2- 3 - 0 11 - 9 - 1 1 5-8-6 5-8-6 2 5-8-6 11-4-12 3 5-8-6 17-1-3 5 5-8-10 22-9-13 6 4-9-12 27-7-9 7 8 5-8-6 5-8-6 9 5-8-6 11-4-12 10 5-8-6 17-1-3 12 5-8-10 22-9-13 13 4-9-12 27-7-9 14 4 11 27-7-9 5/12 -5/12 5/12 -5/12 Truss Weight = 162.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 24-09-01 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 4-6 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-9 12-6 13-7 Member Forces Summary Max CSI in TC PANEL 5 - 6 0.80 Max CSI in BC PANEL 10 - 11 0.91 Max CSI in Web 2 - 10 0.81 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 956 3932 0.63 2- 3 1306 5919 0.72 3- 4 1231 5954 0.73 4- 5 1243 5834 0.51 5- 6 1369 6003 0.80 6- 7 816 3501 0.53 7-OH 120 0 0.54 BC OH- 8 4 0 0.00 8- 9 180 370 0.29 9-10 3850 1197 0.58 10-11 5815 1402 0.91 11-12 5829 1384 0.90 12-13 3378 721 0.56 13-14 48 60 0.28 14-OH 4 0 0.00 Web 1- 8 553 1831 0.25 1- 9 3536 771 0.68 2- 9 374 1233 0.17 2-10 1831 292 0.81 3-10 170 559 0.07 3-12 302 323 0.18 5-12 262 731 0.10 6-12 2902 736 0.55 6-13 1338 206 0.59 7-13 3190 646 0.61 7-14 539 1750 0.24 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1884 27 05-08 02-06 SPF 531 14 27-05-13 1812 81 05-08 02-04 SPF 531 Max Horiz = -101 / +238 at Joint 8 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [22-09-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/514(-0.64) 10-12 Vert DL L/120 L/999(-0.31) 10-12 Vert CR L/240 L/347(-0.94) 10-12 Horz LL 0.75in ( 0.34) @Jt14 Horz CR 1.25in ( 0.50) @Jt14 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Ohng CR 2L/240 2L/701(-0.07) 7- 7 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt6(0,-01-05), Jnt13(0,-00-09) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 18 Truss: G01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679749 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x10 4x4 = 3x7 4x6 5x10 4x8 4x5 =4x7 4x6 4x12 5x8-18 4x4 = 4x5 = 3x8-18 4x10 4x10 4x8 4x7 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 9 10 14 - 0 - 1 2- 1 - 5 2- 3 - 5 16 - 4 - 1 0 1 6-10-15 6-10-15 2 6-10-15 13-9-15 3 6-10-15 20-8-14 5 6-10-15 27-7-13 6 4-1-1 31-8-14 7 4-8-6 36-5-4 9 5-0-8 41-5-12 10 11 8-3-9 8-3-9 13 8-3-9 16-7-2 14 8-3-9 24-10-10 16 6-10-4 31-8-14 17 4-8-6 36-5-4 18 4-9-0 41-2-4 19 3-8 41-5-12 4 8 12 15 41-5-12 4.13/12 4.13/12 Truss Weight = 221.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 4-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL 1800/1.8 11-2 2x4 DFL #2 7-18 16-6 19-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 2 - 3 0.90 Max CSI in BC PANEL 13 - 14 0.84 Max CSI in Web 5 - 16 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.40 1- 2 122 99 0.65 2- 3 579 4704 0.90 3- 4 630 4898 0.79 4- 5 645 4799 0.67 5- 6 262 897 0.48 6- 7 5518 809 0.76 7- 8 2088 354 0.44 8- 9 2107 338 0.60 9-10 260 142 0.34 BC OH-11 3 0 0.00 11-12 4234 911 0.75 12-13 4266 899 0.75 13-14 5404 928 0.84 14-15 3618 623 0.62 15-16 3635 601 0.58 16-17 255 1227 0.32 17-18 777 5524 0.52 18-19 463 2051 0.23 Web 1-11 137 516 0.08 2-11 500 4747 0.88 2-13 486 0 0.21 3-13 188 959 0.79 3-14 214 585 0.11 5-14 1454 110 0.64 5-16 474 2695 0.95 6-16 2764 243 0.53 6-17 551 4052 0.57 7-17 259 1767 0.23 7-18 3288 390 0.63 9-18 224 1277 0.17 9-19 1919 235 0.84 10-21 122 522 0.36 19-21 183 757 0.48 BBK 10-21 499 101 0.31 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1736 104 05-08 02-03 SPF 531 17 31-08-14 3837 209 05-08 04-13 SPF 531 21 41-04-04 146 637 03-00 01-08 SPF 531 Max Horiz = -10 / +410 at Joint 11 Max Horiz = -10 / +410 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/634(-0.60) 13-14 Vert DL L/120 L/999(-0.34) 13-14 Vert CR L/240 L/404(-0.94) 13-14 Horz LL 0.75in ( 0.10) @Jt17 Horz CR 1.25in ( 0.14) @Jt17 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 6-17 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-02-13,-00-15), Jnt6(-00-10,-00-03), Jnt7(00-05,00-02), Jnt8(00-01,-00-04), Jnt10(00-05,00-02), Jnt11(02-08,01-04), Jnt12(-00-04,00-11), Jnt16(00-05,00-02), Jnt17(-01-04,-00-07), Jnt18(-00-05,-00-02), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: G02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679750 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x5 = 4x5 = 4x5 = 4x4 = 4x8 4x4 = 3x54x4 = 4x6 4x5 = 3x5 4x5 = 4x4 = 3x5 4x5 = 2x3 = 4x4 = 4x4 = 4x4 = 2x6 1-11-4 1- 0 - 0 29 10 - 1 3 31 1- 4 - 9 10 14 - 0 - 1 2- 1 - 5 2- 3 - 5 16 - 4 - 1 0 1 6-10-15 6-10-15 2 6-10-15 13-9-15 3 6-10-15 20-8-14 5 6-10-15 27-7-13 6 3-10-5 31-6-2 7 4-9-12 36-3-14 9 5-1-14 41-5-12 10 11 8-3-9 8-3-9 15 8-3-9 16-7-2 19 8-3-9 24-10-10 23 3-3-8 28-2-225 3-4-0 31-6-227 4-9-12 36-3-14 28 4-10-6 41-2-4 29 3-8 41-5-12 4 8 12 13 14 16 17 18 20 21 22 24 26 41-5-12 4.13/12 4.13/12 Drag = 250 plf Truss Weight = 204.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 11-2 29-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.61 Max CSI in BC PANEL 28 - 29 0.27 Max CSI in Web 19 - 5 1.00 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.40 1- 2 937 933 0.61 2- 3 690 529 0.60 3- 4 475 297 0.51 4- 5 594 285 0.59 5- 6 1059 898 0.55 6- 7 1734 1577 0.39 7- 8 1047 1528 0.23 8- 9 1049 1417 0.27 9-10 611 657 0.27 BC OH-11 1 0 0.00 11-12 1567 1480 0.14 12-13 987 901 0.10 13-14 276 378 0.04 14-15 703 617 0.07 15-16 773 683 0.08 16-17 272 252 0.04 17-18 785 694 0.08 18-19 1500 1410 0.14 19-20 366 225 0.05 20-21 779 611 0.08 21-22 1382 1264 0.13 22-23 2161 2044 0.20 23-24 269 335 0.03 24-25 837 901 0.07 25-26 1224 1323 0.11 26-27 1803 1889 0.19 27-28 1391 1552 0.17 28-29 1148 602 0.27 Web 1-11 136 506 0.08 2-11 1985 2078 0.54 2-15 444 698 0.14 3-15 1939 2133 0.61 3-19 824 1289 0.26 5-19 1358 1939 1.00 5-23 1114 1437 0.49 6-23 1735 1818 0.55 6-25 490 666 0.15 6-27 631 690 0.20 ...Mem... Ten Comp .CSI. 7-27 149 747 0.10 7-28 950 473 0.42 9-28 257 421 0.08 9-29 549 994 0.38 10-31 93 261 0.35 29-31 470 201 0.45 BBK 10-31 132 351 0.26 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 857 416 05-08 01-08 SPF 531 31 41-04-04 631 167 03-00 01-08 SPF 531 15 8-04-02 881 151 31-00-10 19 16-07-11 911 144 31-00-10 23 24-11-04 667 257 31-00-10 25 28-02-01 742 495 31-00-10 27 31-05-09 881 29 31-00-10 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 11- 27 10 0 31-00-10 (reduced) Max Horiz = -13 / +410 at Joint 11 Max Horiz = -13 / +410 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-12] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 250.0 plf Drag Load distributed along the top chord rake in each direction concurrent with 0% of the roof design snow load(Ps) and resisted along the bottom chord by shear walls: Shear Wall 1 : 0 to 31-06-02 See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 28-29 Vert DL L/120 L/999(-0.02) 28-29 Vert CR L/240 L/999(-0.04) 28-29 Horz LL 0.75in ( 0.05) @Jt14 Horz CR 1.25in ( 0.05) @Jt14 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 15- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-07,-00-02), Jnt4(00-01,-00-04), Jnt10(00-05,00-02), Jnt15(00-07,00-02), Jnt31(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 3 Truss: G03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679751 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x8 4x4 = 3x7 4x10 5x12 4x4 =3x5 4x6 4x12 5x8-18 4x4 = 4x8 3x5 4x10 3x4 = 4x7 4x4 = 2x6 1-11-4 1- 0 - 0 18 10 - 1 3 20 1- 4 - 9 9 14 - 0 - 1 2- 1 - 5 2- 3 - 5 16 - 4 - 1 0 1 6-10-15 6-10-15 2 6-10-15 13-9-15 3 6-10-15 20-8-14 5 6-10-15 27-7-13 6 6-10-15 34-6-13 7 6-10-15 41-5-12 9 10 8-3-9 8-3-9 12 8-3-9 16-7-2 13 8-3-9 24-10-10 15 3-6-4 28-4-1416 4-9-5 33-2-3 17 8-0-1 41-2-4 18 3-8 41-5-12 4 8 11 14 41-5-12 4.13/12 4.13/12 Truss Weight = 214.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 6-17 10-2 15-6 18-9 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.89 Max CSI in BC PANEL 12 - 13 0.70 Max CSI in Web 10 - 2 0.89 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.40 1- 2 122 99 0.65 2- 3 507 4066 0.81 3- 4 485 3621 0.64 4- 5 499 3521 0.67 5- 6 1215 356 0.88 6- 7 1489 355 0.89 7- 8 250 218 0.67 8- 9 271 176 0.42 BC OH-10 3 0 0.00 10-11 3709 846 0.68 11-12 3741 833 0.69 12-13 4357 796 0.70 13-14 2006 422 0.48 14-15 2023 399 0.45 15-16 471 3224 0.36 16-17 640 4619 0.41 17-18 339 1191 0.48 Web 1-10 137 516 0.08 2-10 434 4159 0.89 2-12 392 0 0.16 3-12 164 486 0.40 3-13 244 816 0.16 5-13 1862 158 0.82 5-15 498 2951 0.43 6-15 2939 283 0.56 6-16 392 3066 0.40 6-17 3046 283 0.58 7-17 281 1284 0.22 7-18 1101 211 0.44 9-20 184 676 0.35 18-20 160 258 0.44 BBK 9-20 168 200 0.45 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 1592 97 05-08 02-00 SPF 531 16 28-04-14 3310 183 05-08 04-02 SPF 531 20 41-04-04 355 191 03-00 01-08 SPF 531 Max Horiz = -10 / +410 at Joint 10 Max Horiz = -10 / +410 at Joint 9 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/774(-0.44) 12-13 Vert DL L/120 L/999(-0.26) 12-13 Vert CR L/240 L/488(-0.69) 12-13 Horz LL 0.75in ( 0.07) @Jt16 Horz CR 1.25in ( 0.10) @Jt16 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-15 ------- Web Bracing -- CLR ----------- Double: 10- 2 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-01-14,-00-10), Jnt5(-00-05,-00-02), Jnt6(00-02,00-01), Jnt9(00-05,00-02), Jnt10(02-08,01-04), Jnt11(-00-04,00-11), Jnt13(00-12,00-04), Jnt15(00-05,00-02), Jnt17(-00-10,-00-03), Jnt20(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: G04 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679752 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x10-18 4x6 4x10 5x12 7x10-18 5x10 5x8-18 4x10 4x7 7x12-18 7x8-18 = 4x5 = 5x6 = 7x8-18 = 10x14 6x16 5x10 4x7 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 9 10 14 - 0 - 1 2- 1 - 5 2- 3 - 5 16 - 4 - 1 0 1 6-10-15 6-10-15 2 6-10-15 13-9-15 3 6-10-15 20-8-14 5 6-10-15 27-7-13 6 4-1-1 31-8-14 7 4-8-4 36-5-2 9 5-0-10 41-5-12 10 11 8-3-9 8-3-9 13 8-3-9 16-7-2 14 8-3-9 24-10-10 16 6-10-4 31-8-14 17 4-8-4 36-5-2 18 4-9-2 41-2-4 19 3-8 41-5-12 4 8 12 15 41-5-12 4.13/12 4.13/12 Truss Weight = 346.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 4-8 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 12-15 Webs 2x4 DFL Standard 2x8 SP 2400/2.0 11-2 2x4 DFL #2 9-19 14-5 16-6 19-10 2x6 DFL 1800/1.8 5-16 6-17 7-18 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.87 Max CSI in BC PANEL 11 - 12 0.91 Max CSI in Web 16 - 6 0.92 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.18 1- 2 235 191 0.56 2- 3 619 9062 0.79 3- 4 666 9437 0.83 4- 5 681 9245 0.63 5- 6 271 1880 0.30 6- 7 10026 812 0.87 7- 8 3815 353 0.51 8- 9 3852 337 0.60 9-10 255 110 0.26 BC OH-11 3 0 0.00 11-12 8306 945 0.91 12-13 8338 932 0.60 13-14 10475 980 0.76 14-15 7247 678 0.55 15-16 7264 655 0.80 16-17 234 1875 0.28 17-18 793 10070 0.67 18-19 467 3746 0.22 Web 1-11 140 810 0.10 2-11 544 9188 0.71 2-13 708 0 0.31 3-13 198 1877 0.43 3-14 221 1185 0.22 5-14 2419 92 0.46 5-16 505 5281 0.70 6-16 4797 234 0.92 6-17 573 7603 0.91 7-17 254 3128 0.39 7-18 5960 396 0.52 9-18 214 2218 0.28 9-19 3467 231 0.66 10-21 112 734 0.32 ...Mem... Ten Comp .CSI. 19-21 178 1290 0.43 BBK 10-21 700 107 0.35 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 2935 102 05-08 03-11 SPF 531 17 31-08-14 6700 203 05-08 08-07** SPF 531 21 41-04-04 143 853 03-00 01-08 SPF 531 Max Horiz = -2 / +406 at Joint 11 Max Horiz = -2 / +406 at Joint 10 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 90.0 0 0 90.0 0 41-05-12 Vert Drift @ 90 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/411(-0.92) 13-14 Vert DL L/120 L/999(-0.23) 13-14 Vert CR L/240 L/329(-1.15) 13-14 Horz LL 0.75in ( 0.14) @Jt17 Horz CR 1.25in ( 0.17) @Jt17 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 13- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,-00-04), Jnt7(01-04,00-07), Jnt9(01-04,00-07), Jnt10(00-02,00-01), Jnt11(02-08,00-10), Jnt12(-00-04,00-11), Jnt13(00-05,00-02), Jnt15(-00-04,00-11), Jnt16(-01-13,-00-10), Jnt17(-04-01,-01-06), Jnt18(-01-04,-00-07), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 4 Truss: G05 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679753 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x10-18 4x5 = 5x7 5x12 10x10-18= 5x10 4x10 4x5 = 4x7pm 7x12-18 7x8-18 = 4x5 = 4x7 7x8-18 = 10x14 6x16 5x10 4x8 2x6 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 0 - 1 2- 2 - 5 2- 3 - 5 16 - 4 - 9 1 6-10-7 6-10-7 2 6-10-7 13-8-15 3 6-10-7 20-7-6 5 6-10-7 27-5-13 6 4-3-1 31-8-14 7 4-6-12 36-3-10 8 4-11-2 41-2-12 10 11 8-2-15 8-2-15 13 8-2-15 16-5-14 14 8-2-15 24-8-14 16 7-0-0 31-8-14 17 4-6-12 36-3-10 18 4-7-10 40-11-4 19 3-8 41-2-12 4 9 12 15 41-2-12 4.13/12 4.13/12 Truss Weight = 340.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 2.0E Microllam LVL Truss Chord 4-9 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 12-15 Webs 2x4 DFL Standard 2x8 SP 2400/2.0 11-2 2x4 DFL #2 8-19 14-5 16-6 2x6 DFL 1800/1.8 5-16 6-17 7-18 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.97 Max CSI in BC PANEL 11 - 12 0.89 Max CSI in Web 6 - 17 1.00 ...Mem... Ten Comp .CSI. TC OH- 1 8 0 0.00 1- 2 237 177 0.60 2- 3 615 9048 0.83 3- 4 667 9461 0.91 4- 5 673 9147 0.46 5- 6 268 2026 0.33 6- 7 10126 818 0.97 7- 8 3978 358 0.59 8- 9 234 117 0.21 9-10 234 117 0.21 BC OH-11 3 0 0.00 11-12 8290 944 0.89 12-13 8324 932 0.59 13-14 10469 977 0.75 14-15 7322 681 0.55 15-16 7339 660 0.80 16-17 213 1678 0.37 17-18 793 10167 0.76 18-19 465 3878 0.23 Web 1-11 76 573 0.07 2-11 563 9177 0.70 2-13 696 0 0.30 3-13 186 1840 0.42 3-14 217 1155 0.22 5-14 2362 88 0.45 5-16 500 5211 0.68 6-16 4741 229 0.91 6-17 593 7869 1.00 7-17 259 3187 0.40 7-18 5929 395 0.52 8-18 215 2267 0.28 8-19 3583 237 0.69 10-21 116 733 0.71 ...Mem... Ten Comp .CSI. 19-21 180 1372 0.97 BBK 10-21 769 103 0.38 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 2726 72 01-08 HGR SPF 625 17 31-08-14 6747 204 05-08 08-07** SPF 531 21 41-01-04 140 945 03-00 01-08 SPF 531 Max Horiz = -12 / +386 at Joint 11 Max Horiz = -12 / +386 at Joint 10 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-02-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 90.0 0 0 90.0 0 41-02-12 Vert Drift @ 90 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/409(-0.93) 13-14 Vert DL L/120 L/999(-0.23) 13-14 Vert CR L/240 L/327(-1.16) 13-14 Horz LL 0.75in ( 0.14) @Jt17 Horz CR 1.25in ( 0.17) @Jt17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 13- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,-00-04), Jnt7(01-04,00-07), Jnt8(01-04,00-07), Jnt10(00-02,00-05), Jnt11(02-08,00-10), Jnt12(-00-04,00-11), Jnt13(00-06,00-02), Jnt15(-00-04,00-11), Jnt16(-01-14,-00-10), Jnt17(-04-01,-01-06), Jnt18(-01-04,-00-07), Jnt19(-00-08,0), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: G06 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679754 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x10-18 4x5 = 5x6 = 5x12 7x10-18 4x12 4x8 4x5 = 4x7pm 7x12-18 7x8-18 = 4x5 = 4x8 5x8-18 10x14 5x12 5x10 4x7 2x6 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 0 - 7 2- 2 - 5 2- 3 - 5 16 - 4 - 1 5 1 6-10-10 6-10-10 2 6-10-10 13-9-4 3 6-10-10 20-7-14 5 6-10-10 27-6-8 6 3-7-4 31-1-12 7 4-10-13 36-0-9 8 5-3-3 41-3-12 10 11 8-3-2 8-3-2 13 8-3-2 16-6-5 14 8-3-2 24-9-7 16 6-4-5 31-1-12 17 4-10-13 36-0-9 18 4-11-11 41-0-4 19 3-8 41-3-12 4 9 12 15 41-3-12 4.13/12 4.13/12 Truss Weight = 332.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 4-9 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 12-15 Webs 2x4 DFL Standard 2x8 SP 2400/2.0 11-2 2x4 DFL #2 8-19 14-5 16-6 2x6 DFL 1800/1.8 5-16 6-17 7-18 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.91 Max CSI in BC PANEL 11 - 12 0.87 Max CSI in Web 19 - 10 0.96 ...Mem... Ten Comp .CSI. TC OH- 1 8 0 0.00 1- 2 237 177 0.61 2- 3 603 8856 0.80 3- 4 641 9043 0.86 4- 5 648 8730 0.59 5- 6 230 1363 0.38 6- 7 9601 783 0.91 7- 8 3478 333 0.56 8- 9 235 139 0.28 9-10 248 125 0.25 BC OH-11 3 0 0.00 11-12 8134 933 0.87 12-13 8167 921 0.58 13-14 10138 954 0.73 14-15 6786 645 0.51 15-16 6803 623 0.74 16-17 260 2408 0.36 17-18 756 9656 0.71 18-19 433 3359 0.20 Web 1-11 76 573 0.07 2-11 553 9002 0.69 2-13 649 0 0.28 3-13 177 1680 0.38 3-14 223 1240 0.23 5-14 2503 96 0.48 5-16 507 5328 0.70 6-16 4834 243 0.93 6-17 510 6753 0.67 7-17 239 2962 0.37 7-18 5934 391 0.52 8-18 211 2103 0.26 8-19 3119 208 0.60 10-21 114 684 0.71 19-21 164 1095 0.96 ...Mem... Ten Comp .CSI. BBK 10-21 536 85 0.28 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 2684 71 01-08 HGR SPF 625 17 31-01-12 6514 197 05-08 08-03** SPF 531 21 41-02-04 133 652 03-00 01-08 SPF 531 Max Horiz = -12 / +387 at Joint 11 Max Horiz = -12 / +387 at Joint 10 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-03-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 90.0 0 0 90.0 0 41-03-12 Vert Drift @ 90 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/428(-0.87) 13-14 Vert DL L/120 L/999(-0.22) 13-14 Vert CR L/240 L/342(-1.09) 13-14 Horz LL 0.75in ( 0.13) @Jt17 Horz CR 1.25in ( 0.16) @Jt17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 13- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,-00-04), Jnt7(02-03,00-12), Jnt8(00-05,00-02), Jnt10(00-03,00-06), Jnt11(02-08,00-10), Jnt12(-00-04,00-11), Jnt13(00-06,00-02), Jnt14(00-01,0), Jnt16(-01-13,-00-10), Jnt17(-02-03,-00-12), Jnt18(-01-04,-00-07), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: G07 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679755 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x10-18 4x4 = 5x7 8x16 8x16 4x6 4x5 = 4x7pm 7x12-18 7x8-18 = 4x4 = 6x8 5x5 =10x18 5x5 = 7x8-18 = 4x4 = 2x6 1- 0 - 0 18 10 - 1 3 20 1- 4 - 8 9 14 - 8 - 1 1 2- 2 - 5 2- 3 - 5 17 - 1 - 3 1 7-2-10 7-2-10 2 7-2-10 14-5-4 3 7-2-10 21-7-14 5 7-5-13 29-1-11 6 6-11-7 36-1-2 7 7-2-10 43-3-12 9 10 8-7-15 8-7-15 12 8-7-15 17-3-14 13 8-7-15 25-11-14 15 3-1-13 29-1-1116 5-6-2 34-7-13 17 8-4-7 43-0-4 18 3-8 43-3-12 4 8 11 14 43-3-12 4.13/12 4.13/12 Truss Weight = 348.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x8 SP 2400/2.0 10-2 2x4 DFL #2 13-5 2x6 DFL 1800/1.8 5-15 6-17 15-6 16-6 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 5 - 6 0.95 Max CSI in BC PANEL 12 - 13 0.98 Max CSI in Web 18 - 9 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 8 0 0.00 1- 2 250 186 0.64 2- 3 563 8261 0.68 3- 4 503 7000 0.60 4- 5 514 6728 0.61 5- 6 3337 447 0.95 6- 7 2214 295 0.81 7- 8 245 363 0.51 8- 9 265 258 0.43 BC OH-10 3 0 0.00 10-11 7736 918 0.87 11-12 7758 898 0.87 12-13 8735 861 0.98 13-14 3806 444 0.47 14-15 3818 417 0.41 15-16 601 7813 0.51 16-17 621 7887 0.54 17-18 495 1161 0.22 Web 1-10 80 599 0.07 2-10 521 8501 0.70 2-12 385 0 0.17 3-12 225 758 0.64 3-13 278 1860 0.37 5-13 3594 157 0.69 5-15 596 6512 0.93 6-15 6117 346 0.53 6-16 419 5737 0.36 6-17 5511 288 0.48 7-17 265 2176 0.32 7-18 1065 379 0.47 9-20 143 781 0.72 18-20 192 209 0.95 BBK 9-20 116 295 0.34 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 10 01-12 2518 66 01-08 HGR SPF 625 16 29-01-11 6025 184 05-08 07-09** SPF 531 20 43-02-04 415 142 03-00 01-08 SPF 531 Max Horiz = -11 / +405 at Joint 10 Max Horiz = -11 / +405 at Joint 9 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [43-03-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 90.0 0 0 90.0 0 43-03-12 Vert Drift @ 90 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/463(-0.75) 12-13 Vert DL L/120 L/999(-0.19) 12-13 Vert CR L/240 L/368(-0.94) 12-13 Horz LL 0.75in ( 0.11) @Jt16 Horz CR 1.25in ( 0.14) @Jt16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 10- 2 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-09,-00-03), Jnt5(00-10,00-03), Jnt9(00-03,00-07), Jnt10(02-08,00-10), Jnt11(-00-04,00-11), Jnt15(-00-10,-00-04), Jnt20(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR1 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679756 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 10x12-18 4x10 2x4 5x7 4x7 6x10-18 4x5 = 7x10-18 4x10 4x10 5x5 = 5x6 = 7x10-18 6x16 7x8-18 = 6x6 = 7x10-18 4x5 = 7x10-18 4x10 4x8 2x6 1704#1280#1149#1015#877#687#1218# 1- 0 - 0 22 10 - 1 3 24 1- 4 - 1 1 12 14 - 2 - 0 2- 2 - 2 2- 3 - 8 2- 6 - 8 16 - 6 - 1 1 1 1-2-13 1-2-13 2 5-8-14 6-11-11 3 5-8-13 12-8-8 4 5-8-13 18-5-5 6 1-4-14 19-10-3 7 6-0-8 25-10-11 9 6-0-8 31-11-3 10 4-8-11 36-7-14 11 5-0-3 41-8-1 12 13 6-7-6 6-7-6 14 6-7-6 13-2-13 15 6-7-6 19-10-3 17 6-0-8 25-10-11 18 6-0-8 31-11-3 20 4-8-11 36-7-14 21 4-8-11 41-4-9 22 3-8 41-8-1 5 8 16 19 41-8-1 2-Ply 3.54/12 4.16/12 4.16/12 Truss Weight = 693.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 2-5 8-12 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 13-16 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 2-14 7-18 9-20 2x4 DFL #2 10-21 11-22 15-6 SB 2x4 DFL Standard BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 9 - 10 0.82 Max CSI in BC PANEL 14 - 15 0.90 Max CSI in Web 17 - 7 0.94 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 6 392 0.48 2- 3 0 18253 0.64 3- 4 0 22004 0.80 4- 5 0 21772 0.54 5- 6 0 21716 0.71 6- 7 8 14312 0.31 7- 8 843 137 0.23 8- 9 940 68 0.15 9-10 17337 0 0.82 10-11 8491 0 0.58 11-12 396 22 0.06 BC OH-13 4 0 0.00 13-14 3234 367 0.88 14-15 18484 0 0.90 15-16 16524 4 0.81 16-17 16929 0 0.90 17-18 14182 38 0.69 18-19 89 765 0.07 19-20 126 762 0.38 20-21 0 17268 0.67 21-22 8 8505 0.25 Web 1-13 0 1402 0.08 2-13 0 5230 0.32 2-14 14595 0 0.64 3-14 188 1060 0.06 3-15 3563 0 0.78 4-15 147 585 0.03 6-15 6125 0 0.59 6-17 0 2767 0.16 7-17 4275 0 0.94 7-18 0 14184 0.60 9-18 4074 0 0.90 9-20 0 15495 0.65 ...Mem... Ten Comp .CSI. 10-20 55 4025 0.24 10-21 8229 0 0.79 11-21 25 3221 0.19 11-22 7709 0 0.74 12-24 51 1034 0.53 22-24 15 3015 0.85 BBK 12-24 2238 0 0.59 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 6349 0 05-08 04-07 SPF 478 20 31-11-03 9133 0 05-08 06-06** SPF 478 24 41-07-05 41 2683 01-08 HGR SPF 1400 Max Horiz = -14 / +392 at Joint 13 Max Horiz = -14 / +392 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-08-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1704 65 2-06-15 Vert A12 @ -45 Deg BC 1280 79 5-04-14 Vert A13 @ -45 Deg BC 1149 76 8-02-13 Vert A14 @ -45 Deg BC 1015 73 11-00-12 Vert A15 @ -45 Deg BC 877 70 13-10-11 Vert A16 @ -45 Deg BC 687 64 16-08-10 Vert A17 @ -45 Deg BC 1218 -54 19-07-10 Vert GDR3 @ -45 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC: 2-06-15, 4, BC:5-04-14, 2, BC:8-02-13, 2 BC:19-07-10, 2 Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/413(-0.92) 15-17 Vert DL L/120 L/796(-0.48) 15-17 Vert CR L/240 L/272(-1.40) 15-17 Horz LL 0.75in ( 0.09) @Jt20 Horz CR 1.25in ( 0.14) @Jt20 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt3(00-12,00-04), Jnt6(-01-04,-00-07), Jnt7(01-04,00-07), Jnt9(01-04,00-07), Jnt10(01-04,00-07), Jnt11(01-04,00-07), Jnt12(00-10,00-09), Jnt15(00-05,-01-00), Jnt16(-00-04,00-11), Jnt17(01-00,-00-06), Jnt20(-01-04,-00-07), Jnt21(-01-04,-00-07), Jnt22(-00-08,0), Jnt24(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR1 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679756 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 NotesPlates 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. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR2 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679757 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 10x10 = 2x4 4x7 4x4 = 5x7 4x6 6x10-18 4x5 = 7x10-18 4x10 4x10 5x5 = 5x6 = 8x16 4x6 4x5 = 6x16-18S5 4x7 6x10-18 4x5 = 7x10-18 4x10 4x8 2x6 1792#1672#1243#1112#977#839#657#1244# 1- 0 - 0 24 10 - 1 3 26 1- 4 - 8 13 13 - 1 1 - 1 3 2- 2 - 2 2- 3 - 5 2- 5 - 1 2 16 - 4 - 5 1 1-0-5 1-0-5 2 4-1-8 5-1-13 3 3-8-8 8-10-5 4 3-11-0 12-9-5 5 3-11-0 16-8-4 7 3-11-0 20-7-4 8 5-8-8 26-3-12 10 5-8-8 32-0-3 11 4-8-11 36-8-14 12 5-0-3 41-9-1 13 14 5-1-13 5-1-13 15 5-1-13 10-3-10 16 5-1-13 15-5-7 17 5-1-13 20-7-4 19 5-8-8 26-3-12 20 5-8-8 32-0-3 22 4-8-11 36-8-14 23 4-8-11 41-5-9 24 3-8 41-9-1 6 9 18 21 41-9-1 2-Ply 3.54/12 4.09/12 4.09/12 Truss Weight = 681.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 9-13 BC 2x6 DFL 2400/2.0 2x6 DFL 1800/1.8 21-24 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 2-15 8-20 10-22 2x4 DFL #2 11-23 12-24 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 10 - 11 0.81 Max CSI in BC PANEL 15 - 16 0.87 Max CSI in Web 20 - 10 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 4 413 0.40 2- 3 0 15252 0.67 3- 4 0 15003 0.69 4- 5 0 21926 0.66 5- 6 0 20754 0.61 6- 7 0 20672 0.60 7- 8 0 13625 0.36 8- 9 1166 0 0.19 9-10 1273 0 0.14 10-11 17308 0 0.81 11-12 8426 0 0.56 12-13 752 18 0.06 BC OH-14 3 0 0.00 14-15 2701 0 0.59 15-16 20503 0 0.87 16-17 21968 0 0.86 17-18 19367 0 0.78 18-19 19779 0 0.72 19-20 13602 0 0.43 20-21 38 1119 0.05 21-22 52 1106 0.37 22-23 0 17241 0.66 23-24 0 8441 0.25 Web 1-14 0 1474 0.09 2-14 0 5321 0.32 2-15 12097 0 0.53 3-15 384 0 0.08 4-15 0 6341 0.48 4-16 2061 0 0.45 5-16 313 55 0.07 5-17 0 949 0.06 7-17 2888 0 0.63 7-19 0 5461 0.38 8-19 3926 0 0.86 ...Mem... Ten Comp .CSI. 8-20 0 13962 0.56 10-20 4318 0 0.95 10-22 0 15149 0.61 11-22 19 4028 0.24 11-23 8281 0 0.79 12-23 0 3223 0.19 12-24 7740 0 0.74 13-26 15 1060 0.71 24-26 0 2984 0.93 BBK 13-26 2165 0 0.57 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 14 01-12 7819 0 05-08 05-07 SPF 478 22 32-00-03 9282 0 05-08 06-08** SPF 478 26 41-07-09 0 2686 03-00 01-08 SPF 478 Max Horiz = -540 / +387 at Joint 22 Max Horiz = 0 / +529 at Joint 13 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-09-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1792 68 05-14 Vert A05 @ 45 Deg BC 1672 65 3-03-14 Vert A06 @ 45 Deg BC 1243 80 6-01-13 Vert A07 @ 45 Deg BC 1112 76 8-11-12 Vert A08 @ 45 Deg BC 977 73 11-09-11 Vert A09 @ 45 Deg BC 839 70 14-07-12 Vert A10 @ 45 Deg BC 657 61 17-05-11 Vert A11 @ 45 Deg BC 1244 -58 20-04-11 Vert GDR3 @ 45 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:0-05-14, 5, BC: 3-03-14, 4, BC:6-01-13, 2 BC:8-11-12, 2, BC:20-04-11, 2 Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/451(-0.85) 16-17 Vert DL L/120 L/870(-0.44) 16-17 Vert CR L/240 L/297(-1.29) 16-17 Horz LL 0.75in ( 0.11) @Jt14 Horz CR 1.25in ( 0.16) @Jt14 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt4(-01-02,-00-06), Jnt8(01-04,00-07), Jnt10(01-04,00-07), Jnt11(01-04,00-07), Jnt12(01-04,00-07), Jnt13(00-10,00-09), Jnt15(00-02,-00-06), Jnt16(00-05,-00-14), Jnt18(-00-01,00-04), Jnt20(-01-04,-00-07), Jnt22(-01-04,-00-07), Jnt23(-01-04,-00-07), Jnt24(-00-08,0), Jnt26(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR2 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679757 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 NotesPlates 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. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR3 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679758 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 5x7 4x5 = 4x8 4x4 = 4x5 = 4x4 = 5x6 = 4x6 5x7 2x4 4x4 = 8x10 4x5 = 4x8 8x8 = 4x8 4x10 8x10 4x4 =1- 6 - 2 8- 3 - 0 1- 6 - 4 2- 2 - 8 2- 2 - 1 1 3- 4 - 1 1 3- 5 - 7 10 - 8 - 5 1 4-10-0 4-10-0 2 1-4-2 6-2-2 3 5-9-1 11-11-3 4 5-1-13 17-1-0 5 5-3-3 22-4-3 6 5-0-0 27-4-3 7 4-10-11 32-2-14 8 6-3-1 38-5-15 9 1-2-12 39-8-11 10 4-5-6 44-2-1 11 12 0-12 0-12 13 6-1-6 6-2-2 14 5-9-1 11-11-3 15 5-1-13 17-1-0 16 5-3-3 22-4-3 17 5-0-0 27-4-3 18 4-10-11 32-2-14 19 6-3-1 38-5-15 20 5-7-6 44-1-5 21 0-12 44-2-1 22 44-2-1 2-Ply 2.94/12 5/12 -5/12 -2.89/12 2.94/12 5/12 -5/12 -2.89/12 Truss Weight = 606.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 22-04-03 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 4-16 18-8 Member Forces Summary Max CSI in TC PANEL 8 - 9 0.66 Max CSI in BC PANEL 14 - 15 0.19 Max CSI in Web 4 - 16 0.60 ...Mem... Ten Comp .CSI. TC OH- 1 11 0 0.00 1- 2 170 177 0.29 2- 3 793 1338 0.07 3- 4 5138 43 0.63 4- 5 85 2384 0.41 5- 6 0 4578 0.32 6- 7 0 4556 0.29 7- 8 96 2151 0.44 8- 9 5027 0 0.66 9-10 665 1521 0.10 10-11 151 162 0.24 11-OH 10 0 0.00 BC OH-12 248 769 0.02 OH-14 1567 495 0.09 OH-12 248 769 0.02 14-15 1343 750 0.19 15-16 88 4996 0.18 16-17 2033 56 0.17 17-18 1791 84 0.15 18-19 69 4860 0.17 19-20 1563 619 0.19 20-OH 1611 422 0.09 22-OH 211 793 0.02 22-OH 211 793 0.02 Web 1-12 53 793 0.04 2-12 541 1745 0.14 2-14 40 710 0.04 3-14 564 0 0.12 3-15 128 4811 0.46 4-15 128 4369 0.26 4-16 6231 0 0.60 5-16 58 2376 0.14 5-17 2225 0 0.49 6-17 1712 0 0.38 7-17 2454 17 0.54 7-18 44 2353 0.14 8-18 5872 0 0.56 8-19 126 4421 0.26 9-19 126 5000 0.54 9-20 400 0 0.08 ...Mem... Ten Comp .CSI. 10-20 21 465 0.03 10-22 467 1821 0.14 11-22 49 740 0.04 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 1218 53 01-08 HGR SPF 625 15 11-11-03 6385 104 05-08 04-07 SPF 478 19 32-02-14 6355 93 05-08 04-07 SPF 478 21 44-00-05 1244 58 01-08 HGR SPF 625 Max Horiz = -190 / +194 at Joint 12 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [22-04-03] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 225.0 -5 0 225.0 -5 44-02-01 Vert Field Framing @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.14) 17-18 Vert DL L/120 L/999(-0.08) 17-18 Vert CR L/240 L/999(-0.22) 17-18 Horz LL 0.75in ( 0.11) @Jt19 Horz CR 1.25in ( 0.16) @Jt19 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,01-10), Jnt4(00-03,00-01), Jnt10(00-11,01-09), Jnt14(00-05,-00-12), Jnt16(-00-03,-00-01), Jnt17(0,-01-04), Jnt18(00-03,-00-01), Jnt20(-00-05,-00-11) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR4 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679759 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 10x10 = 4x6 4x4 = 5x6 =4x7 7x10-18 4x5 = 7x10-18 4x10 4x10 4x7 5x6 = 8x10 6x6 = 8x18-18 6x8 7x10-18 4x5 = 7x10-18 4x10 4x8 2x6 1799#1679#1253#1121#986#848#675#1513# 1- 0 - 0 22 10 - 1 3 24 1- 4 - 8 12 13 - 1 1 - 1 3 2- 2 - 2 2- 3 - 5 2- 5 - 1 2 16 - 4 - 5 1 1-0-5 1-0-5 2 4-10-5 5-10-10 3 4-10-5 10-8-15 4 4-7-4 15-4-3 5 5-1-6 20-5-9 7 5-8-14 26-2-7 9 5-9-12 32-0-3 10 4-8-4 36-8-7 11 5-0-10 41-9-1 12 13 5-1-6 5-1-6 14 5-1-6 10-2-13 15 5-1-6 15-4-3 16 5-1-6 20-5-9 17 5-8-14 26-2-7 18 5-9-12 32-0-3 20 4-8-4 36-8-7 21 4-9-2 41-5-9 22 3-8 41-9-1 6 8 19 41-9-1 2-Ply 3.54/12 4.09/12 4.09/12 Truss Weight = 686.7 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-12 BC 2x6 DFL 2400/2.0 2x6 DFL 1800/1.8 19-22 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 2-14 7-18 9-20 2x4 DFL #2 3-15 10-21 11-22 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.94 Max CSI in BC PANEL 16 - 17 0.89 Max CSI in Web 18 - 9 0.99 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 13 433 0.42 2- 3 0 15608 0.64 3- 4 0 22313 0.94 4- 5 8 21815 0.69 5- 6 204 14919 0.42 6- 7 221 14896 0.45 7- 8 703 171 0.16 8- 9 807 116 0.12 9-10 17598 130 0.84 10-11 8684 42 0.59 11-12 316 53 0.06 BC OH-13 3 0 0.00 13-14 2639 428 0.63 14-15 16551 244 0.76 15-16 22766 68 0.88 16-17 21966 165 0.89 17-18 14873 257 0.46 18-19 133 656 0.05 19-20 157 643 0.39 20-21 161 17708 0.69 21-22 164 8701 0.26 Web 1-13 0 1546 0.09 2-13 5 5267 0.32 2-14 12477 0 0.54 3-14 40 2600 0.15 3-15 5767 0 0.55 4-15 163 535 0.03 4-16 6 668 0.05 5-16 1967 0 0.43 5-17 0 6176 0.51 7-17 4046 0 0.89 7-18 69 14742 0.59 9-18 4487 0 0.99 9-20 175 15855 0.64 ...Mem... Ten Comp .CSI. 10-20 106 4051 0.24 10-21 8473 37 0.81 11-21 78 3285 0.19 11-22 7980 0 0.76 12-24 62 1080 0.38 22-24 72 3052 0.66 BBK 12-24 2216 29 0.59 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 7985 0 05-08 05-09** SPF 478 20 32-00-03 9518 103 05-08 06-10** SPF 478 24 41-07-09 95 2750 03-00 01-08 SPF 478 Max Horiz = -10 / +387 at Joint 13 Max Horiz = -10 / +387 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-09-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1799 69 04-06 Vert B07 @ -45 Deg BC 1679 -87 3-02-05 Vert B08 @ -45 Deg BC 1253 79 6-00-04 Vert B09 @ -45 Deg BC 1121 75 8-10-03 Vert B10 @ -45 Deg BC 986 73 11-08-02 Vert B11 @ -45 Deg BC 848 -31 14-06-01 Vert B12 @ -45 Deg BC 675 63 17-04-00 Vert B13 @ -45 Deg BC 1513 -62 20-03-00 Vert GDR6 @ -45 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:0-04-06, 5, BC: 3-02-05, 4, BC:6-00-04, 2 BC:8-10-03, 2, BC:20-03-00, 3 Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/435(-0.88) 15-16 Vert DL L/120 L/834(-0.46) 15-16 Vert CR L/240 L/286(-1.34) 15-16 Horz LL 0.75in ( 0.11) @Jt20 Horz CR 1.25in ( 0.16) @Jt20 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt3(00-08,00-03), Jnt7(01-04,00-07), Jnt9(01-04,00-07), Jnt10(01-04,00-07), Jnt11(01-04,00-07), Jnt12(00-02,00-01), Jnt14(-02-05,-01-02), Jnt15(00-04,-00-13), Jnt16(00-08,-01-07), Jnt17(0,-00-14), Jnt18(-01-04,-00-07), Jnt20(-01-04,-00-07), Jnt21(-01-04,-00-07), Jnt22(-00-08,0), Jnt24(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR4 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679759 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 NotesPlates 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. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR5 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679760 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 8x10 4x6 4x4 = 5x6 =4x5pm = 7x8-18 = 4x5 = 7x10-18 4x8 4x8 4x7pm 4x7 6x8 6x6 = 6x16-18S5 4x4 = 6x6 = 7x8-18 = 4x5 = 6x10-18 4x8 4x7 2x6 1719#1598#1478#1357#1234#1111#2421# 1- 0 - 0 23 10 - 1 3 25 1- 4 - 8 12 14 - 1 - 1 2 2- 2 - 2 2- 3 - 5 2- 6 - 3 16 - 6 - 5 1 1-1-12 1-1-12 2 4-7-3 5-8-15 3 4-7-2 10-4-1 4 4-3-11 14-7-13 6 4-10-10 19-6-6 7 6-0-11 25-7-1 9 6-1-10 31-8-11 10 4-8-4 36-4-15 11 5-0-10 41-5-9 12 13 4-10-10 4-10-10 14 4-10-10 9-9-3 15 4-10-10 14-7-13 17 4-10-10 19-6-6 18 6-0-11 25-7-1 19 6-1-10 31-8-11 21 4-8-4 36-4-15 22 4-9-2 41-2-1 23 3-8 41-5-9 5 8 16 20 41-5-9 3-Ply 3.54/12 4.17/12 4.17/12 Truss Weight = 968.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 3 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 16-20 Webs 2x4 DFL Standard 2x4 DFL #2 2-14 3-15 10-22 11-23 2x6 DFL 1800/1.8 7-19 9-21 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 9 - 10 0.80 Max CSI in BC PANEL 15 - 16 0.95 Max CSI in Web 2 - 14 0.88 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 11 430 0.21 2- 3 0 18168 0.43 3- 4 0 27367 0.61 4- 5 0 27978 0.44 5- 6 0 27853 0.42 6- 7 213 20982 0.33 7- 8 373 831 0.11 8- 9 384 732 0.10 9-10 21170 83 0.80 10-11 10606 17 0.52 11-12 379 35 0.04 BC OH-13 4 0 0.00 13-14 3563 376 0.53 14-15 19531 81 0.82 15-16 27663 0 0.95 16-17 28078 0 0.62 17-18 28748 47 0.67 18-19 20940 265 0.39 19-20 799 323 0.04 20-21 824 314 0.25 21-22 119 21316 0.38 22-23 143 10635 0.19 Web 1-13 0 1534 0.06 2-13 0 7072 0.28 2-14 13835 0 0.88 3-14 77 3636 0.14 3-15 7773 0 0.49 4-15 150 994 0.04 4-17 300 240 0.04 6-17 2125 0 0.31 6-18 0 6568 0.31 7-18 5133 0 0.75 7-19 46 19217 0.43 9-19 5512 0 0.81 9-21 158 20452 0.46 ...Mem... Ten Comp .CSI. 10-21 100 4683 0.18 10-22 10020 14 0.64 11-22 69 3910 0.15 11-23 9729 0 0.62 12-25 60 1287 0.32 23-25 65 3733 0.54 BBK 12-25 2748 25 0.48 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 7843 0 05-08 03-13 SPF 460 21 31-08-11 11330 87 05-08 05-08 SPF 460 25 41-04-01 91 3410 03-00 01-08 SPF 460 Max Horiz = -14 / +392 at Joint 13 Max Horiz = -14 / +392 at Joint 12 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1719 65 2-02-06 Vert B14 @ 45 Deg BC 1598 61 5-00-05 Vert B15 @ 45 Deg BC 1478 58 7-10-04 Vert B16 @ 45 Deg BC 1357 54 10-08-04 Vert B17 @ 45 Deg BC 1234 50 13-06-03 Vert B18 @ 45 Deg BC 1111 46 16-04-02 Vert B19 @ 45 Deg BC 2421 -83 19-03-01 Vert GDR6 @ 45 Deg 3-PLY TRUSS Fastener Spacing Fasten through all plys as follows (rows staggered): TC 2x6, 2-row(s) of Simpson SDS25412 Screws @ 24.0" o.c. BC 2x6, 2-row(s) of Simpson SDS25412 Screws @ 24.0" o.c.** WB 2x4, 1-row(s) of Simpson SDS25412 Screws @ 9.0" o.c. WB 2x6, 2-row(s) of Simpson SDS25412 Screws @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC: 2-02-06, 1, BC: 5-00-05, 1, BC: 7-10-04, 1 BC:10-08-04, 1, BC:13-06-03, 1, BC:19-03-01, 3 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/502(-0.75) 15-17 Vert DL L/120 L/968(-0.39) 15-17 Vert CR L/240 L/330(-1.15) 15-17 Horz LL 0.75in ( 0.10) @Jt21 Horz CR 1.25in ( 0.15) @Jt21 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-07,01-07), Jnt3(00-06,00-02), Jnt6(00-03,00-01), Jnt7(00-04,00-02), Jnt9(01-04,00-07), Jnt10(00-04,00-02), Jnt11(00-04,00-02), Jnt12(00-03,00-04), Jnt14(-01-01,-01-04), Jnt15(00-03,-00-09), Jnt16(-00-01,00-04), Jnt18(00-04,-00-11), Jnt19(-00-04,-00-02), Jnt21(-01-04,-00-07), Jnt22(-00-04,-00-02), Jnt25(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR5 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679760 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Notes (continued)A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR6 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679761 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 5x7 4x12 4x5 = 4x5 = 5x12 4x4 = 8x8 = 2x4 4x4 = 8x10 2x6 4x5 = 8x10 3x4 = 7x8-18= 5x7 5x7 1- 4 - 5 8- 1 - 1 4 1- 6 - 7 2- 2 - 1 1 2- 2 - 8 3- 3 - 7 3- 2 - 1 1 10 - 7 - 2 10 - 9 - 7 1 4-4-14 4-4-14 2 6-11-15 11-4-13 3 4-8-6 16-1-3 4 5-10-2 21-11-5 5 5-7-0 27-6-5 6 6-2-7 33-8-12 7 5-10-12 39-7-8 8 4-11-1 44-6-9 9 10 0-12 0-12 11 5-6-14 5-7-10 12 5-9-3 11-4-13 13 2-4-11 13-9-814 8-1-14 21-11-5 15 5-7-0 27-6-5 16 2-7-2 30-1-717 8-2-2 38-3-9 18 6-2-4 44-5-13 19 0-12 44-6-9 20 44-6-9 2-Ply 2.89/12 5/12 -5/12 -2.95/12 2.89/12 5/12 -5/12 -2.95/12 Truss Weight = 610.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 22-07-04 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 15-6 Member Forces Summary Max CSI in TC PANEL 6 - 7 0.64 Max CSI in BC PANEL 12 - 13 0.30 Max CSI in Web 6 - 17 0.89 ...Mem... Ten Comp .CSI. TC OH- 1 10 0 0.00 1- 2 152 158 0.27 2- 3 228 1854 0.62 3- 4 252 606 0.62 4- 5 638 2550 0.45 5- 6 582 2313 0.59 6- 7 1588 64 0.64 7- 8 218 4576 0.34 8- 9 163 193 0.38 9-OH 11 0 0.00 BC OH-10 62 1061 0.03 OH-12 2149 123 0.17 OH-10 62 1061 0.03 12-13 20 1668 0.30 13-14 23 1882 0.30 14-15 2343 145 0.17 15-16 131 4083 0.29 16-17 116 3892 0.29 17-18 3695 196 0.25 18-OH 4732 185 0.23 20-OH 93 2351 0.07 20-OH 93 2351 0.07 Web 1-10 46 722 0.04 2-10 142 2426 0.19 2-12 99 1227 0.07 3-12 3387 50 0.75 3-13 106 4522 0.27 3-14 1936 0 0.42 4-14 130 3158 0.21 4-15 358 648 0.06 5-15 391 822 0.08 6-15 4992 0 0.48 6-16 109 5909 0.35 6-17 4063 55 0.89 7-17 243 4268 0.29 7-18 823 0 0.18 8-18 89 892 0.05 8-20 215 5283 0.47 9-20 53 856 0.05 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1512 61 01-08 HGR SPF 625 13 11-04-13 5190 84 05-08 03-10 SPF 478 16 27-06-05 6455 84 05-08 04-08 SPF 478 19 44-04-13 2420 82 01-08 HGR SPF 625 Max Horiz = -196 / +191 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [21-11-05] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 225.0 -5 0 225.0 -5 44-06-09 Vert Field Framing @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.15) 17-18 Vert DL L/120 L/999(-0.08) 17-18 Vert CR L/240 L/877(-0.23) 17-18 Horz LL 0.75in ( 0.05) @Jt16 Horz CR 1.25in ( 0.06) @Jt16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,01-09), Jnt3(-01-00,-00-07), Jnt8(00-06,01-07), Jnt12(00-05,-00-11), Jnt15(0,-01-04), Jnt18(-00-05,-01-06) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR7 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679762 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 10x10 = 4x6 4x4 = 5x7 4x5 = 9x12-18 4x5 = 6x10-18 4x10 4x10 4x7 5x7 8x10 5x6 = 8X18-18S5 4x5 = 4x7 2x4 7x8-18 = 4x5 = 6x10-18 4x10 4x8 2x6 1778#1658#1229#1083#962#822#533#982# 1- 0 - 0 24 10 - 1 3 26 1- 4 - 1 1 12 14 - 2 - 0 2- 2 - 2 2- 3 - 8 2- 6 - 8 16 - 6 - 1 1 1 1-2-13 1-2-13 2 4-11-2 6-1-15 3 4-11-1 11-1-0 4 4-11-1 16-0-2 6 4-11-1 20-11-3 7 5-5-9 26-4-12 9 5-6-7 31-11-3 10 4-8-4 36-7-7 11 5-0-10 41-8-1 12 13 4-2-4 4-2-4 14 4-2-4 8-4-8 15 4-2-4 12-6-1117 4-2-4 16-8-1518 4-2-4 20-11-319 5-5-9 26-4-12 20 5-6-7 31-11-3 22 4-8-4 36-7-7 23 4-9-2 41-4-9 24 3-8 41-8-1 5 8 16 21 41-8-1 2-Ply 3.54/12 4.16/12 4.16/12 Truss Weight = 688.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-12 BC 2x6 DFL 2400/2.0 2x6 DFL 1800/1.8 21-24 Webs 2x4 DFL Standard 2x4 DFL #2 2-14 10-23 11-24 18-7 2x6 DFL 1800/1.8 7-20 9-22 SB 2x4 DFL Standard BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.77 Max CSI in BC PANEL 17 - 18 0.82 Max CSI in Web 2 - 14 0.91 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 15 301 0.37 2- 3 0 13302 0.51 3- 4 0 19949 0.77 4- 5 0 21501 0.69 5- 6 0 21394 0.66 6- 7 118 18217 0.52 7- 8 1343 31 0.15 8- 9 1456 23 0.10 9-10 15980 173 0.75 10-11 7787 66 0.53 11-12 286 66 0.06 BC OH-13 4 0 0.00 13-14 3777 359 0.44 14-15 16326 254 0.78 15-16 21223 153 0.77 16-17 21547 153 0.76 17-18 19158 193 0.82 18-19 12421 270 0.50 19-20 12093 272 0.38 20-21 13 1317 0.04 21-22 28 1305 0.35 22-23 185 16075 0.60 23-24 179 7793 0.23 Web 1-13 0 1080 0.06 2-13 0 6448 0.39 2-14 9530 0 0.91 3-14 92 4642 0.29 3-15 3927 0 0.86 4-15 57 1777 0.12 4-17 360 83 0.07 6-17 3046 0 0.67 6-18 35 1546 0.09 7-18 7294 0 0.70 ...Mem... Ten Comp .CSI. 7-19 1112 0 0.24 7-20 110 12706 0.49 9-20 4071 0 0.90 9-22 191 13678 0.53 10-22 111 3756 0.22 10-23 7778 57 0.74 11-23 87 3012 0.18 11-24 7138 0 0.68 12-26 64 988 0.33 24-26 77 2739 0.57 BBK 12-26 1966 34 0.51 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 7500 32 05-08 05-04 SPF 478 22 31-11-03 8722 120 05-08 06-01** SPF 478 26 41-06-09 102 2445 03-00 01-08 SPF 478 Max Horiz = -14 / +392 at Joint 13 Max Horiz = -14 / +392 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-08-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1778 -95 10-00 Vert E03 @ 45 Deg BC 1658 64 3-07-15 Vert E04 @ 45 Deg BC 1229 78 6-05-14 Vert E05 @ 45 Deg BC 1083 -47 9-03-13 Vert E06 @ 45 Deg BC 962 71 12-01-12 Vert E07 @ 45 Deg BC 822 68 14-11-11 Vert E08 @ 45 Deg BC 533 -8 17-09-10 Vert E09 @ 45 Deg BC 982 -90 20-08-10 Vert GDR9 @ 45 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:0-10-00, 5, BC:3-07-15, 4, BC:6-05-14, 2 BC:9-03-13, 2 Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/476(-0.80) 17-18 Vert DL L/120 L/925(-0.41) 17-18 Vert CR L/240 L/314(-1.21) 17-18 Horz LL 0.75in ( 0.10) @Jt22 Horz CR 1.25in ( 0.15) @Jt22 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt6(-00-10,-00-04), Jnt9(01-04,00-07), Jnt10(01-04,00-07), Jnt11(01-04,00-07), Jnt12(00-02,00-01), Jnt14(00-12,00-02), Jnt15(00-04,-00-12), Jnt16(-00-07,01-03), Jnt17(00-02,00-01), Jnt18(01-09,00-09), Jnt20(-00-04,-00-02), Jnt22(-01-04,-00-07), Jnt23(-01-04,-00-07), Jnt24(-00-08,0), Jnt26(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR7 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679762 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 NotesPlates 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. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR8 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679763 TID:166062 Date:09 / 23 / 22 Page:1 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 10x10 = 4x6 4x4 = 5x7 4x5 = 8x16 4x5 = 5x12 4x10 4x10 4x7 5x8 8x10 5x6 = 4x6 4x7 5x8-18 2x4 8x10 4x5 = 5x12 4x10 4x8 2x6 1770#1650#1222#1089#954#814#532#991# 1- 0 - 0 24 10 - 1 3 26 1- 4 - 9 12 14 - 0 - 1 2- 2 - 2 2- 3 - 5 2- 7 - 0 16 - 4 - 1 0 1 1-4-7 1-4-7 2 4-11-4 6-3-11 3 4-11-3 11-2-14 4 4-11-3 16-2-2 6 4-11-3 21-1-5 7 5-3-5 26-4-10 9 5-4-4 31-8-14 10 4-8-4 36-5-2 11 5-0-10 41-5-12 12 13 4-2-11 4-2-11 14 4-2-11 8-5-5 15 4-2-11 12-8-0 16 4-2-11 16-10-1017 4-2-11 21-1-5 19 5-3-5 26-4-10 20 5-4-4 31-8-14 22 4-8-4 36-5-2 23 4-9-2 41-2-4 24 3-8 41-5-12 5 8 18 21 41-5-12 2-Ply 3.54/12 4.13/12 4.13/12 Truss Weight = 649.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-12 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 13-18 Webs 2x4 DFL Standard 2x4 DFL #2 2-14 10-23 11-24 17-7 2x6 DFL 1800/1.8 7-20 9-22 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 3 - 4 0.78 Max CSI in BC PANEL 16 - 17 0.81 Max CSI in Web 20 - 9 0.92 ...Mem... Ten Comp .CSI. TC OH- 1 4 0 0.00 1- 2 15 273 0.37 2- 3 0 13484 0.51 3- 4 0 20045 0.78 4- 5 0 21443 0.68 5- 6 0 21336 0.66 6- 7 13 17915 0.51 7- 8 1858 16 0.16 8- 9 1976 10 0.12 9-10 16288 87 0.76 10-11 7943 20 0.53 11-12 291 64 0.06 BC OH-13 3 0 0.00 13-14 4324 332 0.51 14-15 16634 128 0.78 15-16 21576 68 0.79 16-17 18884 92 0.81 17-18 11509 199 0.48 18-19 11810 186 0.69 19-20 11478 192 0.55 20-21 2 1838 0.05 21-22 17 1827 0.35 22-23 93 16387 0.61 23-24 128 7949 0.24 Web 1-13 0 979 0.06 2-13 0 6924 0.42 2-14 9252 0 0.89 3-14 19 4679 0.30 3-15 3763 0 0.83 4-15 143 1652 0.11 4-16 284 121 0.05 6-16 3304 0 0.73 6-17 60 1630 0.09 7-17 7644 0 0.73 7-19 1127 0 0.25 ...Mem... Ten Comp .CSI. 7-20 30 12629 0.47 9-20 4159 0 0.92 9-22 115 13483 0.50 10-22 94 3792 0.22 10-23 7931 20 0.76 11-23 72 3054 0.18 11-24 7285 0 0.70 12-26 58 999 0.34 24-26 59 2781 0.58 BBK 12-26 2004 20 0.53 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 7382 0 05-08 05-02 SPF 478 22 31-08-14 8830 78 05-08 06-03** SPF 478 26 41-04-04 84 2487 03-00 01-08 SPF 478 Max Horiz = -12 / +388 at Joint 13 Max Horiz = -12 / +388 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-12] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1770 -94 1-00-02 Vert E10 @ -45 Deg BC 1650 63 3-10-01 Vert E11 @ -45 Deg BC 1222 78 6-08-00 Vert E12 @ -45 Deg BC 1089 75 9-05-15 Vert E13 @ -45 Deg BC 954 -39 12-03-14 Vert E14 @ -45 Deg BC 814 68 15-01-13 Vert E15 @ -45 Deg BC 532 20 17-11-12 Vert E16 @ -45 Deg BC 991 -101 20-10-12 Vert GDR9 @ -45 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:1-00-02, 5, BC:3-10-01, 4, BC:6-08-00, 2 BC:9-05-15, 2 Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/474(-0.80) 16-17 Vert DL L/120 L/921(-0.41) 16-17 Vert CR L/240 L/313(-1.21) 16-17 Horz LL 0.75in ( 0.10) @Jt22 Horz CR 1.25in ( 0.15) @Jt22 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-02,00-08), Jnt6(-00-10,-00-04), Jnt9(02-03,00-12), Jnt10(01-04,00-07), Jnt11(01-04,00-07), Jnt12(00-02,00-01), Jnt14(-00-12,-00-07), Jnt15(00-04,-00-13), Jnt16(00-10,00-03), Jnt17(01-10,00-09), Jnt20(-01-04,-00-07), Jnt22(-02-03,-00-12), Jnt23(-01-04,-00-07), Jnt24(-00-08,0), Jnt26(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR8 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679763 TID:166062 Date:09 / 23 / 22 Page:2 of 2 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 NotesPlates 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. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR9 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679764 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 5x7 5x12 4x5 = 4x5 = 4x4= 5x16 5x7 2x4 4x4 = 8x8 = 3x4 = 4x10 8x8 = 4x10 3x4 = 8x10 4x4 = 1- 7 - 2 7- 1 0 - 8 1- 6 - 5 2- 2 - 8 2- 2 - 8 3- 5 - 1 1 3- 4 - 1 3 10 - 3 - 1 3 1 5-1-15 5-1-15 2 5-2-14 10-4-13 3 5-6-9 15-11-6 4 5-7-11 21-7-1 5 5-6-11 27-1-12 6 5-6-11 32-8-6 7 5-5-14 38-2-4 8 4-10-5 43-0-9 9 10 0-12 0-12 11 6-5-4 6-6-0 12 3-10-13 10-4-13 13 5-6-9 15-11-6 14 5-7-10 21-7-0 15 5-6-11 27-1-11 16 5-6-11 32-8-6 17 4-1-9 36-9-15 18 6-1-14 42-11-13 19 0-12 43-0-9 20 43-0-9 2-Ply 2.94/12 5/12 -5/12 -2.92/12 2.94/12 5/12 -5/12 -2.92/12 Truss Weight = 592.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 21-07-01 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 3-14 16-7 Member Forces Summary Max CSI in TC PANEL 7 - 8 0.67 Max CSI in BC PANEL 13 - 14 0.40 Max CSI in Web 7 - 18 0.82 ...Mem... Ten Comp .CSI. TC OH- 1 11 0 0.00 1- 2 190 183 0.35 2- 3 1769 416 0.65 3- 4 112 3758 0.59 4- 5 0 6756 0.43 5- 6 0 6737 0.42 6- 7 115 3792 0.61 7- 8 1772 546 0.67 8- 9 177 171 0.31 9-OH 11 0 0.00 BC OH-10 609 497 0.02 OH-12 1024 1218 0.09 OH-10 609 497 0.02 12-13 37 4218 0.39 13-14 46 4456 0.40 14-15 3403 67 0.27 15-16 3430 0 0.28 16-17 36 4347 0.39 17-18 29 4118 0.39 18-OH 1112 1120 0.09 20-OH 560 541 0.02 20-OH 560 541 0.02 Web 1-10 54 818 0.05 2-10 1343 1117 0.27 2-12 99 1468 0.09 3-12 3663 49 0.81 3-13 148 5882 0.35 3-14 7066 0 0.68 4-14 74 2640 0.16 4-15 2946 0 0.65 5-15 3227 0 0.71 6-15 2926 39 0.64 6-16 71 2612 0.15 7-16 6983 0 0.67 7-17 148 5873 0.35 7-18 3715 45 0.82 8-18 96 1442 0.08 8-20 1246 1225 0.25 9-20 51 771 0.04 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 982 89 01-08 HGR SPF 625 13 10-04-13 6576 103 05-08 04-09 SPF 478 17 32-08-06 6548 99 05-08 04-09 SPF 478 19 42-10-13 990 100 01-08 HGR SPF 625 Max Horiz = -185 / +185 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [21-07-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 225.0 -5 0 225.0 -5 43-00-09 Vert Field Framing @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.24) 14-15 Vert DL L/120 L/999(-0.13) 14-15 Vert CR L/240 L/728(-0.37) 14-15 Horz LL 0.75in ( 0.19) @Jt17 Horz CR 1.25in ( 0.28) @Jt17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,01-10), Jnt8(00-11,01-09), Jnt14(-01-02,-00-07), Jnt15(0,-01-15), Jnt18(-00-05,-00-12) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR10 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679765 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 5x7 4x4 = 5x6 = 1.5x3 2x6 8x16 6x12 5x8 2730#2730#2730#2730#2686#2518# 2- 3 - 0 7- 3 - 1 4 1 4-0-11 4-0-11 2 4-0-11 8-1-6 3 4-0-11 12-2-1 4 5 4-0-11 4-0-11 6 4-0-11 8-1-6 7 4-0-11 12-2-1 8 12-2-1 2-Ply 5/12 Truss Weight = 239.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x10 DFL SS Webs 2x4 DFL Standard 2x4 DFL #2 1-6 7-3 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.32 Max CSI in BC PANEL 6 - 7 0.57 Max CSI in Web 3 - 8 0.78 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 221 7592 0.32 2- 3 176 5153 0.19 3- 4 95 149 0.14 4-OH 0 6 0.00 BC OH- 5 0 0 0.00 5- 6 0 429 0.42 6- 7 6945 267 0.57 7- 8 4694 174 0.49 8-OH 0 0 0.00 Web 1- 5 177 6222 0.37 1- 6 7621 177 0.73 2- 6 2445 71 0.54 2- 7 120 2935 0.24 3- 7 7616 181 0.73 3- 8 247 7702 0.78 4- 8 116 192 0.44 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 5 01-12 8149 209 05-08 05-11** SPF 478 8 12-00-05 9398 269 01-08 HGR SPF 625 Max Horiz = -126 / +203 at Joint 5 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [12-02-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 2730 -76 1-07-07 Vert G05 @ -90 Deg BC 2730 -76 3-07-07 Vert G05 @ -90 Deg BC 2730 -76 5-07-07 Vert G05 @ -90 Deg BC 2730 -76 7-07-07 Vert G05 @ -90 Deg BC 2686 -73 9-07-07 Vert G06 @ -90 Deg BC 2518 -67 11-07-07 Vert G07 @ -90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x10, 3-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:1-07-07, 7, BC:3-07-07, 7, BC: 5-07-07, 7 BC:7-07-07, 7, BC:9-07-07, 7, BC:11-07-07, 6 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.10) 6- 7 Vert DL L/120 L/999(-0.02) 6- 7 Vert CR L/240 L/999(-0.12) 6- 7 Horz LL 0.75in ( 0.01) @Jt 8 Horz CR 1.25in ( 0.01) @Jt 8 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt1(0,-00-03), Jnt2(-00-02,0), Jnt3(-00-13,-00-09), Jnt6(-00-08,0), Jnt7(00-02,-01-12) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR11 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679766 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x8-18 = 4x8 5x6 = 5x10 10x10-18= 4x12 4x10 4x5 = 4x7pm 7x10-18 5x8-18 4x6 4x4 = 7x8-18 = 10x14 8x16 4x12 5x10 3x6 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 1 - 1 2 2- 1 - 6 2- 3 - 5 16 - 6 - 4 1 6-10-15 6-10-15 2 6-10-15 13-9-14 3 6-10-15 20-8-13 5 6-10-15 27-7-11 6 4-1-0 31-8-11 7 4-8-4 36-4-15 8 5-0-10 41-5-9 10 11 8-3-8 8-3-8 13 8-3-8 16-7-0 14 8-3-8 24-10-9 16 6-10-2 31-8-11 17 4-8-4 36-4-15 18 4-9-2 41-2-1 19 3-8 41-5-9 4 9 12 15 41-5-9 2-Ply 4.17/12 4.17/12 Truss Weight = 677.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 SP 2400/2.0 4-9 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 12-15 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 5-16 11-2 2x4 DFL #2 7-18 8-19 16-6 2x8 SP 2400/2.0 6-17 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.93 Max CSI in BC PANEL 15 - 16 0.90 Max CSI in Web 7 - 18 0.94 ...Mem... Ten Comp .CSI. TC OH- 1 5 0 0.00 1- 2 233 134 0.25 2- 3 464 15029 0.64 3- 4 558 18831 0.81 4- 5 561 18166 0.60 5- 6 237 6025 0.42 6- 7 20556 673 0.93 7- 8 10049 331 0.57 8- 9 251 41 0.05 9-10 362 32 0.06 BC OH-11 4 0 0.00 11-12 13344 721 0.70 12-13 13377 708 0.47 13-14 19735 801 0.72 14-15 16414 611 0.62 15-16 16431 589 0.90 16-17 186 1228 0.27 17-18 687 20483 0.69 18-19 434 10077 0.30 Web 1-11 56 422 0.03 2-11 426 14774 0.85 2-13 1809 0 0.40 3-13 211 5679 0.65 3-14 174 1257 0.08 5-14 2455 13 0.54 5-16 438 10375 0.35 6-16 9088 176 0.87 6-17 546 17929 0.40 7-17 205 5233 0.31 7-18 9790 300 0.94 8-18 178 3722 0.22 8-19 9215 242 0.88 10-21 88 1228 0.45 19-21 169 3538 0.78 BBK 10-21 2598 107 0.69 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 3838 116 05-08 02-11 SPF 478 17 31-08-11 13441 386 05-08 09-06** SPF 478 21 41-04-01 193 3222 03-00 01-08 SPF 478 Max Horiz = -14 / +392 at Joint 11 Max Horiz = -14 / +392 at Joint 10 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC -0.0 0 0 585.0 -11 31-05-15 Vert Field Framing @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 7.8" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x8, 2-row(s) of 0.131" dia. x 3.0" Nails @ 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/505(-0.75) 13-14 Vert DL L/120 L/967(-0.39) 13-14 Vert CR L/240 L/332(-1.14) 13-14 Horz LL 0.75in ( 0.11) @Jt17 Horz CR 1.25in ( 0.17) @Jt17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt3(-00-01,0), Jnt7(02-03,00-12), Jnt8(01-04,00-07), Jnt10(00-03,00-06), Jnt11(0,00-06), Jnt13(00-13,00-05), Jnt15(-00-04,00-11), Jnt16(-01-13,-00-10), Jnt17(-04-01,-01-07), Jnt18(-02-03,-00-12), Jnt19(-01-08,0), Jnt21(-01-04,0) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: GDR12 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679767 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 6x12 1.5x3 4x10 2x6 8x12 1.5x4 4x5 = 1678#1678#1678#1678#1678# 1- 0 - 0 41- 0 - 0 8 1- 2 - 5 1 2- 2 - 5 2- 2 - 5 1 5-1-9 5-1-9 2 4-10-1 9-11-10 3 3-8 3-8 4 4-10-1 5-1-9 5 4-10-1 9-11-10 6 9-11-10 2-Ply Truss Weight = 138.3 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL #2 2x4 DFL Standard 5-2 6-3 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.40 Max CSI in BC PANEL 4 - 5 0.72 Max CSI in Web 5 - 3 0.74 ...Mem... Ten Comp .CSI. TC 1- 2 409 7183 0.40 2- 3 409 7183 0.40 3-OH 0 0 0.00 BC 4- 5 455 40 0.72 5- 6 0 20 0.65 6-OH 0 0 0.00 Web 1- 5 7187 389 0.69 1- 8 122 1542 0.34 2- 5 314 507 0.05 3- 5 7704 423 0.74 3- 6 182 3011 0.18 4- 8 1857 85 0.69 BBK 1- 8 205 3702 0.48 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-08 4646 257 03-00 03-04** SPF 478 6 9-09-14 4903 269 05-08 03-07 SPF 478 Max Horiz = -35 / +33 at Joint 1 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [4-11-13] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Loads based on maximum and minimum reactions from tie-in spans Mbr Max Min Location Dir Description Transfer loads: BC 1678 -100 1-01-06 Vert M11 @ -90 Deg BC 1678 -100 3-01-06 Vert M11 @ -90 Deg BC 1678 -100 5-01-06 Vert M11 @ -90 Deg BC 1678 -100 7-01-06 Vert M11 @ -90 Deg BC 1678 -100 9-01-06 Vert M11 @ -90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.** WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. ** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): BC:1-01-06, 4, BC:3-01-06, 4, BC:5-01-06, 4 BC:7-01-06, 4, BC:9-01-06, 4 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. Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.11) 5- 6 Vert DL L/120 L/999(-0.06) 5- 6 Vert CR L/240 L/680(-0.17) 5- 6 Horz LL 0.75in ( 0.02) @Jt 1 Horz CR 1.25in ( 0.02) @Jt 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt1(-00-10,0), Jnt3(-01-08,0), Jnt4(0,-01-08), Jnt5(0,-00-12), Jnt8(00-12,00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: GDR13 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679768 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x7 4x8 4x4 = 4x4 =4x6 4x8 5x10 7x8-18 = 4x5 =4x4 = 4x7pm 2x4 4x5 =4x8 4x8 4x4 = 4x4 = 6x6 = 4x8 6x12 7x8-18 = 4x4 = 2x6 1-11-4 1- 0 - 0 22 10 - 1 3 24 1- 4 - 8 11 14 - 1 - 1 2 2- 1 - 6 2- 3 - 5 16 - 6 - 4 1 5-0-9 5-0-9 2 5-0-9 10-1-3 3 5-0-9 15-1-12 4 5-0-9 20-2-5 6 5-0-9 25-2-14 7 5-1-8 30-4-6 8 5-4-6 35-8-12 10 5-8-13 41-5-9 11 12 5-0-9 5-0-9 14 5-0-9 10-1-3 15 5-0-9 15-1-12 16 5-0-9 20-2-5 17 5-0-9 25-2-14 19 5-1-8 30-4-6 20 5-4-6 35-8-12 21 5-5-5 41-2-1 22 3-8 41-5-9 5 9 13 18 41-5-9 2-Ply 4.17/12 4.17/12 Truss Weight = 600.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 psf -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 2.0E Microllam LVL Truss Chord 5-9 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-14 2x6 DFL 1800/1.8 7-20 8-21 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 7 - 8 0.97 Max CSI in BC PANEL 16 - 17 0.59 Max CSI in Web 22 - 11 0.83 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.09 1- 2 302 6871 0.20 2- 3 419 10559 0.27 3- 4 380 11232 0.32 4- 5 333 8837 0.23 5- 6 345 8731 0.15 6- 7 187 1957 0.23 7- 8 12958 411 0.97 8- 9 1601 2968 0.58 9-10 1710 2428 0.68 10-11 215 1003 0.65 BC OH-12 4 0 0.00 12-13 311 557 0.06 13-14 321 544 0.05 14-15 6744 714 0.39 15-16 10410 707 0.56 16-17 11095 508 0.59 17-18 8688 360 0.48 18-19 8707 352 0.48 19-20 1776 120 0.41 20-21 444 12778 0.48 21-22 2609 1596 0.18 Web 1-12 195 2968 0.18 1-14 6362 213 0.61 2-14 145 2227 0.13 2-15 3496 75 0.77 3-15 86 1158 0.07 3-16 660 41 0.14 4-16 124 138 0.02 4-17 364 2258 0.18 6-17 890 65 0.19 6-19 228 6610 0.53 7-19 2259 36 0.50 7-20 375 13259 0.48 8-20 229 7590 0.45 8-21 11791 261 0.51 ...Mem... Ten Comp .CSI. 10-21 165 4026 0.24 10-22 1530 2163 0.31 11-24 97 1704 0.55 22-24 900 434 0.83 BBK 11-24 54 1533 0.37 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 12 01-12 3046 104 05-08 02-02 SPF 478 20 30-04-06 12840 312 05-08 08-15** SPF 478 24 41-04-01 1990 67 03-00 01-08 SPF 478 Max Horiz = -4 / +409 at Joint 12 Max Horiz = -4 / +409 at Joint 11 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/702(-0.52) 15-16 Vert DL L/120 L/999(-0.14) 15-16 Vert CR L/240 L/549(-0.66) 15-16 Horz LL 0.75in ( 0.07) @Jt20 Horz CR 1.25in ( 0.09) @Jt20 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2(00-04,00-02), Jnt6(00-04,00-02), Jnt7(01-04,00-07), Jnt8(00-04,00-02), Jnt11(00-02,00-04), Jnt14(-00-04,-00-02), Jnt15(-00-04,-00-02), Jnt18(-00-01,00-04), Jnt19(-00-04,-00-02), Jnt20(-02-03,-00-12), Jnt21(-00-04,-00-02), Jnt24(-01-04,-00-08) Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 90.0 0 0 90.0 0 41-05-09 Vert Drift @ 90 Deg TC -0.0 0 17-02-13 495.0 -10 29-11-13 Vert Field Framing @ 90 Deg TC 495.0 -10 29-11-13 495.0 -10 41-05-09 Vert Field Framing @ 90 Deg 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 7.8" o.c. BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c. WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 18 Truss: H01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679769 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x3 = 4x10 4x4 = 3x7 4x6 5x10 4x8 4x5 =4x7 4x6 4x12 5x8-18 4x4 = 4x5 = 3x8-18 4x10 4x10 4x8 4x7 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 1 - 1 2 2- 1 - 6 2- 3 - 5 16 - 6 - 4 1 6-10-15 6-10-15 2 6-10-15 13-9-14 3 6-10-15 20-8-13 5 6-10-15 27-7-11 6 4-1-0 31-8-11 7 4-8-6 36-5-1 9 5-0-8 41-5-9 10 11 8-3-8 8-3-8 13 8-3-8 16-7-0 14 8-3-8 24-10-9 16 6-10-2 31-8-11 17 4-8-6 36-5-1 18 4-9-0 41-2-1 19 3-8 41-5-9 4 8 12 15 41-5-9 4.17/12 4.17/12 Truss Weight = 221.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 2x4 DFL 2400/2.0 4-8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL 1800/1.8 11-2 2x4 DFL #2 7-18 16-6 19-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 2 - 3 0.90 Max CSI in BC PANEL 13 - 14 0.84 Max CSI in Web 5 - 16 0.95 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.40 1- 2 123 100 0.65 2- 3 582 4697 0.90 3- 4 635 4897 0.80 4- 5 650 4798 0.67 5- 6 265 903 0.48 6- 7 5513 814 0.76 7- 8 2085 357 0.44 8- 9 2105 341 0.60 9-10 263 144 0.34 BC OH-11 4 0 0.00 11-12 4226 918 0.75 12-13 4259 905 0.75 13-14 5401 934 0.84 14-15 3621 628 0.62 15-16 3638 605 0.58 16-17 256 1222 0.32 17-18 782 5520 0.52 18-19 466 2049 0.23 Web 1-11 138 516 0.08 2-11 502 4742 0.88 2-13 486 0 0.21 3-13 189 963 0.80 3-14 214 581 0.11 5-14 1451 111 0.64 5-16 476 2689 0.95 6-16 2765 246 0.53 6-17 554 4046 0.57 7-17 260 1762 0.23 7-18 3282 392 0.63 9-18 225 1274 0.17 9-19 1914 236 0.84 10-21 122 522 0.37 19-21 184 754 0.48 BBK 10-21 497 104 0.31 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1736 105 05-08 02-03 SPF 531 17 31-08-11 3833 212 05-08 04-13 SPF 531 21 41-04-01 149 635 03-00 01-08 SPF 531 Max Horiz = -12 / +413 at Joint 11 Max Horiz = -12 / +413 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/634(-0.60) 13-14 Vert DL L/120 L/999(-0.34) 13-14 Vert CR L/240 L/404(-0.94) 13-14 Horz LL 0.75in ( 0.10) @Jt17 Horz CR 1.25in ( 0.14) @Jt17 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 6-17 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-02-13,-01-00), Jnt6(-00-10,-00-03), Jnt7(00-04,00-02), Jnt8(00-01,-00-04), Jnt10(00-04,00-02), Jnt11(02-08,01-04), Jnt12(-00-04,00-11), Jnt16(00-05,00-02), Jnt17(-01-04,-00-07), Jnt18(-00-04,-00-02), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: H02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679770 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 4x10 4x4 = 4x6 4x7 5x10 4x8 4x5 = 4x8 4x7pm 5x16 8x8 = 4x4 = 4x6 5x5 = 5x8 4x8 4x8 4x8 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 1 - 1 2 2- 1 - 6 2- 3 - 5 16 - 6 - 4 1 6-10-15 6-10-15 2 6-10-15 13-9-14 3 6-10-15 20-8-13 5 6-10-15 27-7-11 6 3-6-4 31-1-157 4-11-10 36-1-9 9 5-4-0 41-5-9 10 11 8-3-8 8-3-8 13 8-3-8 16-7-0 14 8-3-8 24-10-9 16 6-3-6 31-1-15 17 4-11-10 36-1-9 18 5-0-8 41-2-1 19 3-8 41-5-9 4 8 12 15 41-5-9 4.17/12 4.17/12 Truss Weight = 286.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL 1800/1.8 11-2 2x4 DFL #2 7-18 16-6 19-10 SB 2x4 DFL Standard BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.72 Max CSI in BC PANEL 13 - 14 0.60 Max CSI in Web 11 - 2 0.88 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.16 1- 2 114 107 0.27 2- 3 594 4923 0.35 3- 4 643 5138 0.30 4- 5 657 5038 0.31 5- 6 230 745 0.21 6- 7 5321 769 0.72 7- 8 1894 333 0.44 8- 9 1962 321 0.29 9-10 259 144 0.14 BC OH-11 4 0 0.00 11-12 4415 936 0.47 12-13 4447 923 0.48 13-14 5717 970 0.60 14-15 3768 652 0.42 15-16 3785 629 0.39 16-17 284 1445 0.23 17-18 766 5361 0.31 18-19 451 1915 0.11 Web 1-11 140 538 0.07 2-11 524 4903 0.88 2-13 493 0 0.21 3-13 205 1046 0.82 3-14 228 641 0.12 5-14 1542 102 0.68 5-16 511 2963 0.43 6-16 2805 244 0.54 6-17 494 3638 0.88 7-17 237 1632 0.20 7-18 3236 375 0.62 9-18 207 1108 0.14 9-19 1772 207 0.78 10-21 112 378 0.32 19-21 170 588 0.43 BBK 10-21 413 96 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1724 101 05-08 02-03 SPF 531 17 31-01-15 3669 198 05-08 04-10 SPF 531 21 41-04-01 142 513 03-00 01-08 SPF 531 Max Horiz = -4 / +409 at Joint 11 Max Horiz = -4 / +409 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/772(-0.48) 13-14 Vert DL L/120 L/999(-0.26) 13-14 Vert CR L/240 L/503(-0.74) 13-14 Horz LL 0.75in ( 0.06) @Jt17 Horz CR 1.25in ( 0.10) @Jt17 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 5-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-02-09,-00-14), Jnt6(-00-05,-00-02), Jnt7(00-04,00-02), Jnt9(00-04,00-02), Jnt10(00-03,00-09), Jnt11(04-08,01-00), Jnt12(-00-07,01-03), Jnt17(-00-04,-00-02), Jnt18(-00-04,-00-02), Jnt19(-00-08,0), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: H03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679771 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 4x10 4x4 = 5x5 = 4x7 6x10 4x8 4x5 =4x8 4x7pm 5x16 5x8-18 4x4 = 4x6 6x6 = 5x8 5x7 4x8 4x8 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 1 - 1 2 2- 1 - 6 2- 3 - 5 16 - 6 - 4 1 6-10-15 6-10-15 2 6-10-15 13-9-14 3 6-10-15 20-8-13 5 6-10-15 27-7-11 6 3-8-13 31-4-8 7 4-10-5 36-2-13 9 5-2-12 41-5-9 10 11 8-3-8 8-3-8 13 8-3-8 16-7-0 14 8-3-8 24-10-9 16 6-5-15 31-4-8 17 4-10-5 36-2-13 18 4-11-4 41-2-1 19 3-8 41-5-9 4 8 12 15 41-5-9 4.17/12 4.17/12 Truss Weight = 286.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL 1800/1.8 11-2 2x4 DFL #2 7-18 16-6 19-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.73 Max CSI in BC PANEL 13 - 14 0.61 Max CSI in Web 11 - 2 0.89 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.16 1- 2 114 107 0.27 2- 3 599 4966 0.35 3- 4 652 5225 0.31 4- 5 667 5125 0.31 5- 6 243 869 0.21 6- 7 5417 780 0.73 7- 8 2040 341 0.45 8- 9 2055 324 0.29 9-10 258 141 0.13 BC OH-11 4 0 0.00 11-12 4449 940 0.48 12-13 4481 927 0.48 13-14 5788 979 0.61 14-15 3875 665 0.43 15-16 3892 642 0.40 16-17 269 1313 0.23 17-18 779 5455 0.32 18-19 461 2011 0.11 Web 1-11 140 538 0.07 2-11 528 4942 0.89 2-13 503 0 0.22 3-13 209 1078 0.85 3-14 225 625 0.12 5-14 1517 99 0.67 5-16 509 2947 0.43 6-16 2793 239 0.53 6-17 520 3838 0.52 7-17 243 1670 0.21 7-18 3234 376 0.62 9-18 209 1136 0.14 9-19 1858 217 0.82 10-21 112 386 0.33 19-21 174 636 0.43 BBK 10-21 441 104 0.22 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1733 102 05-08 02-03 SPF 531 17 31-04-08 3711 200 05-08 04-11 SPF 531 21 41-04-01 144 547 03-00 01-08 SPF 531 Max Horiz = -4 / +409 at Joint 11 Max Horiz = -4 / +409 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/759(-0.49) 13-14 Vert DL L/120 L/999(-0.26) 13-14 Vert CR L/240 L/495(-0.76) 13-14 Horz LL 0.75in ( 0.07) @Jt17 Horz CR 1.25in ( 0.10) @Jt17 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 5-16 6-17 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-02-09,-00-14), Jnt7(00-04,00-02), Jnt9(00-04,00-02), Jnt10(0,00-10), Jnt11(04-08,01-00), Jnt15(-00-01,00-04), Jnt18(-00-04,-00-02), Jnt19(-00-08,0), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 10 Truss: H04 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679772 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x10-18 4x6 4x10 5x12 7x10-18 5x10 5x8-18 5x7 4x7pm 7x12-18 7x8-18 = 4x5 = 5x6 = 7x8-18 = 10x14 6x16 5x10 4x7 2x6 1-11-4 1- 0 - 0 19 10 - 1 3 21 1- 4 - 8 10 14 - 1 - 1 2 2- 1 - 6 2- 3 - 5 16 - 6 - 4 1 6-10-15 6-10-15 2 6-10-15 13-9-14 3 6-10-15 20-8-13 5 6-10-15 27-7-11 6 4-1-0 31-8-11 7 4-8-4 36-4-15 9 5-0-10 41-5-9 10 11 8-3-8 8-3-8 13 8-3-8 16-7-0 14 8-3-8 24-10-9 16 6-10-2 31-8-11 17 4-8-4 36-4-15 18 4-9-2 41-2-1 19 3-8 41-5-9 4 8 12 15 41-5-9 4.17/12 4.17/12 Truss Weight = 346.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 383.2 ft B = 328.6 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 13-01-12 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 4-8 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 12-15 Webs 2x4 DFL Standard 2x8 SP 2400/2.0 11-2 2x4 DFL #2 9-19 14-5 16-6 19-10 2x6 DFL 1800/1.8 5-16 6-17 7-18 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 6 - 7 0.87 Max CSI in BC PANEL 11 - 12 0.91 Max CSI in Web 16 - 6 0.92 ...Mem... Ten Comp .CSI. TC OH- 1 81 0 0.18 1- 2 237 192 0.56 2- 3 622 9050 0.79 3- 4 671 9436 0.83 4- 5 686 9244 0.63 5- 6 275 1891 0.30 6- 7 10016 817 0.87 7- 8 3809 356 0.51 8- 9 3848 339 0.60 9-10 258 112 0.26 BC OH-11 4 0 0.00 11-12 8290 952 0.91 12-13 8323 939 0.60 13-14 10468 987 0.76 14-15 7254 683 0.55 15-16 7271 660 0.80 16-17 235 1863 0.28 17-18 798 10062 0.67 18-19 470 3741 0.22 Web 1-11 141 810 0.10 2-11 547 9178 0.71 2-13 709 0 0.31 3-13 199 1886 0.43 3-14 221 1177 0.22 5-14 2411 93 0.46 5-16 507 5271 0.70 6-16 4799 237 0.92 6-17 576 7594 0.90 7-17 255 3120 0.39 7-18 5950 397 0.52 9-18 214 2212 0.28 9-19 3458 232 0.66 10-21 112 733 0.33 ...Mem... Ten Comp .CSI. 19-21 180 1284 0.43 BBK 10-21 696 110 0.34 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 2935 103 05-08 03-11 SPF 531 17 31-08-11 6692 205 05-08 08-06** SPF 531 21 41-04-01 146 848 03-00 01-08 SPF 531 Max Horiz = -4 / +409 at Joint 11 Max Horiz = -4 / +409 at Joint 10 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [41-05-09] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 90.0 0 0 90.0 0 41-05-09 Vert Drift @ 90 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. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/411(-0.92) 13-14 Vert DL L/120 L/999(-0.23) 13-14 Vert CR L/240 L/329(-1.15) 13-14 Horz LL 0.75in ( 0.14) @Jt17 Horz CR 1.25in ( 0.17) @Jt17 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 13- 3 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-11,-00-04), Jnt7(01-04,00-07), Jnt10(0,00-09), Jnt11(02-08,00-10), Jnt12(-00-04,00-11), Jnt13(00-06,00-02), Jnt15(-00-04,00-11), Jnt16(-01-13,-00-10), Jnt17(-04-01,-01-07), Jnt18(-01-04,-00-07), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: J01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679773 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Typical plate: 1.5x3 3x10 4x4 =3x3 = 3x4 = 3x3 = 4x4 = 3x10 2x3 = 4x4 = 3x5 4x4 = 2x3 = 1-11-4 1-11-4 4- 2 - 0 2- 3 - 0 2- 3 - 0 6- 0 - 5 1 7-10 7-10 2 2-0-0 4 2-0-0 5 2-0-0 6 2-0-0 7 2-0-0 10-7-10 8 2-0-0 9 2-0-0 10 2-0-0 11 2-0-0 12 2-0-0 20-7-10 14 7-10 21-3-4 15 16 7-10 17 2-0-0 2-7-1018 2-0-0 19 2-0-0 20 2-0-0 21 2-0-0 10-7-1022 2-0-0 23 2-0-0 24 2-0-0 25 2-0-0 18-7-1026 2-0-0 27 7-10 21-3-4 28 3 13 21-3-4 5/12 -5/12 5/12 -5/12 Truss Weight = 126.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 20-00-00 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary UTC 2x8 SP 2400/2.0 LTC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 2 - 3 0.07 Max CSI in BC PANEL 16 - 17 0.01 Max CSI in Web 1 - 1 0.08 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.08 1- 3 35 20 0.07 1- 8 34 66 0.07 8-15 34 66 0.07 13-15 35 20 0.07 15-OH 95 0 0.08 BC 16-22 115 51 0.01 22-28 115 50 0.01 Web 1-16 148 436 0.07 2-17 16 166 0.02 2-18 121 35 0.04 4-18 73 202 0.03 5-19 109 285 0.03 6-20 106 275 0.03 7-21 97 303 0.03 8-22 0 192 0.02 9-23 97 303 0.03 10-24 106 275 0.03 11-25 109 285 0.03 12-26 73 202 0.03 14-26 121 35 0.04 14-27 16 166 0.02 15-28 148 436 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 16 01-12 427 51 07-10 01-08 SPF 425 28 21-01-08 427 51 07-10 01-08 SPF 425 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 17- 22 145 0 10-00-00 22- 27 125 6 10-00-00 Max Horiz = -126 / +126 at Joint 22 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-07-10] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Notes Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang = 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.00) 22-23 Vert DL L/120 L/999(-0.00) 22-23 Vert CR L/240 L/999(-0.00) 22-23 Horz LL 0.75in ( 0.00) @Jt16 Horz CR 1.25in ( 0.00) @Jt16 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Ohng CR 2L/240 2L/999(-0.01) 15-15 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt16(0,00-03), Jnt22(0,-00-09), Jnt28(0,00-03) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 7 Truss: J02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679774 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x5 = 4x4 = 4x6 4x4 = 4x5 = 3x3 = 4x6 5x7 4x7 3x3 = 1-11-4 1-11-4 4- 2 - 0 2- 3 - 0 2- 3 - 0 6- 8 - 3 1 5-3-13 5-3-13 2 5-3-13 10-7-10 3 5-3-13 15-11-7 4 5-3-13 21-3-4 5 6 5-3-13 5-3-13 7 5-3-13 10-7-10 8 5-3-13 15-11-7 9 5-3-13 21-3-4 10 21-3-4 5/12 -5/12 5/12 -5/12 Truss Weight = 113.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 20-00-00 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-7 9-5 Member Forces Summary Max CSI in TC PANEL 2 - 3 0.63 Max CSI in BC PANEL 7 - 8 0.40 Max CSI in Web 8 - 3 0.89 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 477 2640 0.53 2- 3 451 3335 0.63 3- 4 443 3335 0.63 4- 5 483 2640 0.53 5-OH 95 0 0.40 BC OH- 6 4 0 0.00 6- 7 155 147 0.26 7- 8 2564 391 0.40 8- 9 2564 403 0.40 9-10 58 57 0.26 10-OH 4 0 0.00 Web 1- 6 392 1455 0.20 1- 7 2349 333 0.45 2- 7 220 889 0.12 2- 8 1000 0 0.44 3- 8 2018 183 0.89 4- 8 1000 59 0.44 4- 9 223 889 0.12 5- 9 2349 339 0.45 5-10 394 1455 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 6 01-12 1505 47 07-10 02-06 SPF 425 10 21-01-08 1505 47 07-10 02-06 SPF 425 Max Horiz = -145 / +145 at Joint 6 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-07-10] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.23) 7- 8 Vert DL L/120 L/999(-0.13) 8- 9 Vert CR L/240 L/701(-0.36) 8- 9 Horz LL 0.75in ( 0.23) @Jt10 Horz CR 1.25in ( 0.34) @Jt10 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Ohng CR 2L/240 2L/879(-0.06) 5- 5 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt6(0,00-03), Jnt8(0,-00-09), Jnt9(-00-04,00-02), Jnt10(0,00-03) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 13 Truss: J03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679775 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x5 = 4x4 = 4x6 4x4 = 4x5 = 2x3 = 4x6 5x7 4x7 2x3 = 4- 2 - 0 2- 3 - 0 2- 3 - 0 6- 8 - 3 1 5-3-13 5-3-13 2 5-3-13 10-7-10 3 5-3-13 15-11-7 4 5-3-13 21-3-4 5 6 5-3-13 5-3-13 7 5-3-13 10-7-10 8 5-3-13 15-11-7 9 5-3-13 21-3-4 10 21-3-4 5/12 -5/12 5/12 -5/12 Truss Weight = 108.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 20-00-00 ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-7 9-5 Member Forces Summary Max CSI in TC PANEL 2 - 3 0.65 Max CSI in BC PANEL 7 - 8 0.41 Max CSI in Web 8 - 3 0.90 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 554 2738 0.62 2- 3 641 3360 0.65 3- 4 629 3360 0.65 4- 5 582 2738 0.62 5-OH 6 0 0.00 BC OH- 6 4 0 0.00 6- 7 154 146 0.26 7- 8 2682 512 0.41 8- 9 2682 569 0.41 9-10 58 57 0.26 10-OH 4 0 0.00 Web 1- 6 301 1253 0.17 1- 7 2458 466 0.47 2- 7 277 936 0.13 2- 8 997 64 0.44 3- 8 2042 306 0.90 4- 8 997 70 0.44 4- 9 288 936 0.13 5- 9 2458 492 0.47 5-10 312 1253 0.17 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 6 01-12 1303 24 07-10 02-01 SPF 425 10 21-01-08 1303 24 07-10 02-01 SPF 425 Max Horiz = -144 / +144 at Joint 6 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [10-07-10] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.23) 7- 8 Vert DL L/120 L/999(-0.13) 8- 9 Vert CR L/240 L/695(-0.36) 8- 9 Horz LL 0.75in ( 0.23) @Jt10 Horz CR 1.25in ( 0.35) @Jt10 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt6(0,00-03), Jnt8(0,-00-09), Jnt9(-00-04,00-02), Jnt10(0,00-03) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 12 Truss: K01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679776 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x4 = 4x6 1.5x3 4x4 = 4x4 = 2x6 1- 0 - 0 6 10 - 1 3 8 1- 4 - 8 3 3- 4 - 6 2- 3 - 5 2- 3 - 5 5- 8 - 1 4 1 4-11-13 4-11-13 2 4-11-13 9-11-10 3 4 4-11-13 4-11-13 5 4-8-5 9-8-2 6 3-8 9-11-10 9-11-10 4.17/12 4.17/12 Truss Weight = 52.4 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.39 Max CSI in BC PANEL 5 - 6 0.27 Max CSI in Web 6 - 3 0.70 ...Mem... Ten Comp .CSI. TC OH- 1 5 0 0.00 1- 2 418 957 0.39 2- 3 155 184 0.39 BC OH- 4 4 0 0.00 4- 5 48 47 0.23 5- 6 909 363 0.27 Web 1- 4 263 544 0.15 1- 5 848 314 0.37 2- 5 202 234 0.06 2- 6 377 757 0.28 3- 8 175 265 0.40 6- 8 387 122 0.70 BBK 3- 8 181 430 0.19 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 4 01-12 588 29 05-08 01-08 SPF 531 8 9-10-14 572 0 01-08 HGR SPF 1400 Max Horiz = -34 / +108 at Joint 3 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [9-11-10] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 5- 6 Vert DL L/120 L/999(-0.02) 4- 5 Vert CR L/240 L/999(-0.04) 4- 5 Horz LL 0.75in ( 0.01) @Jt 3 Horz CR 1.25in ( 0.01) @Jt 3 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt3(00-04,00-02), Jnt8(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 13 Truss: L1 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679777 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x4 = 4x4 = 4x6 1.5x3 4x4 = 4x4 = 2x6 1-11-4 1- 0 - 0 6 10 - 9 8 1- 6 - 1 2 3 4- 9 - 2 2- 3 - 0 2- 5 - 5 7- 3 - 1 4 1 6-1-1 6-1-1 2 6-1-1 12-2-1 3 4 6-1-1 6-1-1 5 5-9-9 11-10-9 6 3-8 12-2-1 12-2-1 5/12 5/12 Truss Weight = 64.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.58 Max CSI in BC PANEL 5 - 6 0.36 Max CSI in Web 6 - 3 0.81 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.40 1- 2 457 1341 0.58 2- 3 174 236 0.57 BC OH- 4 4 0 0.00 4- 5 149 400 0.32 5- 6 1268 625 0.36 Web 1- 4 358 875 0.18 1- 5 1156 281 0.51 2- 5 191 275 0.06 2- 6 503 1051 0.59 3- 8 219 356 0.57 6- 8 476 184 0.81 BBK 3- 8 189 447 0.43 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 4 01-12 927 75 05-08 01-08 SPF 531 8 12-00-09 700 61 03-00 01-08 SPF 531 Max Horiz = -36 / +171 at Joint 4 Max Horiz = -36 / +171 at Joint 3 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [12-02-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.04) 4- 5 Vert DL L/120 L/999(-0.04) 4- 5 Vert CR L/240 L/999(-0.08) 4- 5 Horz LL 0.75in ( 0.01) @Jt 3 Horz CR 1.25in ( 0.02) @Jt 3 Ohng CR 2L/240 2L/879(-0.06) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt3(00-02,00-01), Jnt8(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 6 Truss: L2 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679778 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x6 4x5 = 5x5 = 1.5x4 4x6 4x5 = 3x5 1-11-4 1- 0 - 0 6 10 - 9 8 1- 6 - 1 2 3 4- 9 - 2 2- 3 - 0 2- 5 - 5 7- 3 - 1 4 1 6-1-1 6-1-1 2 6-1-1 12-2-1 3 4 6-1-1 6-1-1 5 5-9-9 11-10-9 6 3-8 12-2-1 12-2-1 5/12 5/12 Truss Weight = 77.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-5 6-3 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 1 - 2 0.57 Max CSI in BC PANEL 5 - 6 0.50 Max CSI in Web 6 - 3 0.58 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.18 1- 2 469 2929 0.57 2- 3 168 474 0.55 BC OH- 4 4 0 0.00 4- 5 149 391 0.35 5- 6 2733 629 0.50 Web 1- 4 359 1663 0.22 1- 5 2511 297 0.48 2- 5 192 729 0.09 2- 6 524 2342 0.43 3- 8 141 379 0.27 6- 8 942 176 0.58 BBK 3- 8 226 1112 0.43 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 4 01-12 1719 73 05-08 02-03 SPF 531 8 12-00-09 1490 62 03-00 01-14 SPF 531 Max Horiz = -31 / +171 at Joint 4 Max Horiz = -31 / +171 at Joint 3 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [12-02-01] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. User Distributed Loads (plf) Mbr Load Uplift Start Load Uplift End Dir Description TC 130.0 0 0 130.0 0 12-02-01 Vert Drift @ 90 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.09) 5- 6 Vert DL L/120 L/999(-0.04) 4- 5 Vert CR L/240 L/999(-0.13) 4- 5 Horz LL 0.75in ( 0.03) @Jt 3 Horz CR 1.25in ( 0.03) @Jt 3 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 2- 6 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt3(00-10,00-08), Jnt8(-00-12,0) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: M01 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679779 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 Typical plate: 4x4 3x10 3x3 = 4x7 3x6 2x3 = 4x7 3x6 4x5 = 4x6 6x8 4x8 5x6 = 4x5 = 2x6 1-11-4 1- 0 - 0 34 10 - 9 36 10 - 1 4 12 22 - 6 - 0 2- 3 - 0 1- 9 - 7 24 - 4 - 1 4 1 6-10-2 6-10-2 3 6-10-2 13-8-4 4 6-10-2 20-6-6 6 6-10-2 27-4-8 7 6-10-2 34-2-10 8 6-10-2 41-0-12 10 6-10-2 47-10-14 11 6-10-2 54-9-0 12 13 9-1-8 9-1-8 17 9-1-8 18-3-0 21 9-1-8 27-4-8 25 9-1-8 36-6-0 29 8-3-6 44-9-6 33 9-8-2 54-5-8 34 3-8 54-9-0 2 5 9 14 15 16 18 19 20 22 23 24 26 27 28 30 31 32 54-9-0 5/12 5/12 Truss Weight = 269.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary UTC 2x8 SP 2400/2.0 LTC 2x4 DFL 1800/1.8 TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 13-1 13-3 25-8 34-12 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 10 - 11 0.64 Max CSI in BC PANEL 33 - 34 0.64 Max CSI in Web 13 - 1 0.71 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.08 1- 2 201 340 0.34 1- 2 32 22 0.07 2- 3 255 268 0.48 3- 4 704 623 0.54 4- 5 807 716 0.53 5- 6 884 694 0.59 6- 7 153 265 0.52 7- 8 275 154 0.51 8- 9 537 411 0.52 9-10 692 400 0.52 10-11 980 575 0.64 11-12 714 349 0.52 BC OH-13 2 0 0.00 13-14 414 794 0.06 14-15 412 796 0.06 15-16 413 796 0.06 16-17 413 796 0.06 17-18 401 511 0.06 18-19 401 511 0.06 19-20 401 511 0.06 20-21 401 511 0.06 21-22 325 431 0.05 22-23 324 430 0.05 23-24 324 430 0.05 24-25 324 430 0.05 25-26 373 351 0.05 26-27 373 351 0.05 27-28 373 351 0.05 28-29 373 351 0.05 29-30 320 199 0.04 30-31 323 197 0.05 31-32 313 203 0.11 32-33 363 173 0.53 33-34 589 434 0.64 Web 1-13 343 611 0.71 ...Mem... Ten Comp .CSI. 3-13 132 440 0.28 3-17 613 945 0.19 4-17 363 1120 0.66 4-21 428 1064 0.43 6-21 506 1421 0.31 6-25 239 277 0.25 7-25 234 684 0.08 8-25 194 373 0.10 8-29 340 894 0.13 10-29 330 933 0.55 10-33 451 1006 0.29 11-33 871 1747 0.58 11-34 294 345 0.27 12-36 344 580 0.43 34-36 226 55 0.55 BBK 12-36 126 332 0.28 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 616 100 05-08 01-08 SPF 531 36 54-08-04 462 33 01-08 HGR SPF 1400 17 9-02-03 969 197 44-03-14 21 18-01-02 1004 178 44-03-14 25 27-04-08 854 157 44-03-14 29 36-06-11 886 143 44-03-14 32 42-08-09 0 251 44-03-14 33 44-09-06 1262 51 44-03-14 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 13- 33 12 0 44-03-14 (reduced) Max Horiz = -33 / +639 at Joint 13 Max Horiz = -33 / +639 at Joint 12 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-09-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/510(-0.23) 33-34 Vert DL L/120 L/509(-0.23) 33-34 Vert CR L/240 L/254(-0.47) 33-34 Horz LL 0.75in ( 0.03) @Jt12 Horz CR 1.25in ( 0.04) @Jt12 Ohng CR 2L/240 2L/999(-0.01) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 25- 8 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt12(00-02,00-01), Jnt21(00-03,-00-07), Jnt29(00-03,-00-07), Jnt36(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 33 Truss: M02 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679780 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x8-18 = 4x8 4x10 4x5 = 2x4 7x8-18 =4x6 7x12-18 7x16-18 4x65x5 = 7x10-18 4x7 8X18-18S5 10x14 4x6 6x12 5x12 7x8-18= 3x6 1-11-4 1- 0 - 0 20 10 - 9 22 1- 6 - 1 2 12 22 - 6 - 0 2- 3 - 0 2- 5 - 5 25 - 0 - 1 2 1 6-9-11 6-9-11 2 6-9-11 13-7-6 3 6-9-11 20-5-1 5 6-11-7 27-4-8 6 6-7-15 34-0-7 7 6-9-11 40-10-2 9 6-9-11 47-7-13 10 7-1-3 54-9-0 12 13 9-1-8 9-1-8 14 9-1-8 18-3-0 15 9-1-8 27-4-8 16 9-1-8 36-6-0 18 8-6-2 45-0-2 19 9-5-6 54-5-8 20 3-8 54-9-0 4 8 11 17 54-9-0 5/12 5/12 Truss Weight = 444.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-11 BC 2x6 DFL 2400/2.0 2x6 DFL 1800/1.8 17-20 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 9-19 10-20 13-2 16-7 18-9 19-10 2x4 DFL #2 5-16 20-12 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 9 - 10 0.89 Max CSI in BC PANEL 19 - 20 0.81 Max CSI in Web 20 - 12 0.94 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.16 1- 2 135 129 0.27 2- 3 1854 8119 0.49 3- 4 2299 10923 0.71 4- 5 2317 10814 0.73 5- 6 1881 8683 0.60 6- 7 1997 8662 0.44 7- 8 429 611 0.20 8- 9 456 584 0.16 9-10 11406 2531 0.89 10-11 428 165 0.33 11-12 436 120 0.12 BC OH-13 4 0 0.00 13-14 6665 2405 0.45 14-15 10150 2809 0.67 15-16 10923 2675 0.71 16-17 3311 850 0.27 17-18 3315 810 0.32 18-19 1227 4687 0.38 19-20 1957 8162 0.81 Web 1-13 290 547 0.12 2-13 1675 7483 0.91 2-14 1386 97 0.61 3-14 599 2632 0.50 3-15 634 0 0.28 5-15 240 149 0.09 5-16 681 2177 0.50 6-16 226 628 0.08 7-16 5956 1277 0.52 7-18 698 2763 0.43 9-18 6350 1201 0.55 9-19 1345 6084 0.79 10-19 1326 4942 0.46 10-20 7451 1470 0.65 12-22 362 840 0.71 ...Mem... Ten Comp .CSI. 20-22 604 1943 0.94 BBK 12-22 1278 410 0.66 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 2374 161 05-08 03-00 SPF 531 19 45-00-02 5842 381 05-08 07-05** SPF 531 22 54-07-08 328 1616 03-00 01-08 SPF 531 Max Horiz = -45 / +633 at Joint 13 Max Horiz = -45 / +633 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-09-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/372(-1.45) 15-16 Vert DL L/120 L/707(-0.76) 15-16 Vert CR L/240 L/244(-2.21) 15-16 Horz LL 0.75in ( 0.14) @Jt19 Horz CR 1.25in ( 0.20) @Jt19 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 13- 2 14- 3 5-16 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt12(00-10,00-08), Jnt13(0,00-08), Jnt14(00-10,00-04), Jnt15(00-09,-01-06), Jnt18(02-12,01-02), Jnt20(-00-08,0), Jnt22(-01-04,0) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 12 Truss: M03 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679781 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 6x10-18 4x7 4x6 4x5 = 7x8-18 = 5x6 = 5x8-18 7x8-18 = 4x8 4x6 5x5 = 7x10-18 5x5 = 10x10-18 = 5x8 4x6 7x10-18 4x8 4x8 7x8-18 = 4x7 2x6 1-11-4 1- 0 - 0 22 10 - 9 24 1- 6 - 1 2 12 22 - 6 - 0 2- 3 - 0 2- 5 - 5 25 - 0 - 1 2 1 7-9-14 7-9-14 2 7-9-14 15-7-11 3 7-9-14 23-5-9 5 7-9-14 31-3-7 6 7-9-14 39-1-5 8 2-6-7 41-7-129 6-4-6 48-0-2 10 6-8-14 54-9-0 12 13 9-1-8 9-1-8 14 9-1-8 18-3-0 15 9-1-8 27-4-8 16 9-1-8 36-6-0 18 5-1-12 41-7-1219 6-4-6 48-0-2 21 6-5-6 54-5-8 22 3-8 54-9-0 4 7 11 17 20 54-9-0 5/12 5/12 Truss Weight = 415.0 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 7-11 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 6-18 9-21 13-2 2x4 DFL #2 10-22 14-3 16-6 18-8 22-12 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 8 - 9 0.77 Max CSI in BC PANEL 14 - 15 0.94 Max CSI in Web 22 - 12 0.89 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.16 1- 2 159 139 0.35 2- 3 1789 7438 0.54 3- 4 1989 9207 0.43 4- 5 2021 9174 0.71 5- 6 1367 5912 0.40 6- 7 2867 1001 0.50 7- 8 3021 984 0.42 8- 9 9580 2179 0.77 9-10 3588 915 0.46 10-11 446 205 0.22 11-12 454 168 0.15 BC OH-13 4 0 0.00 13-14 6761 2368 0.68 14-15 9339 2548 0.94 15-16 8247 2055 0.83 16-17 3192 858 0.35 17-18 3210 827 0.33 18-19 1413 5719 0.39 19-20 2190 9675 0.64 20-21 2211 9660 0.50 21-22 1180 3508 0.19 Web 1-13 308 572 0.12 2-13 1643 7469 0.82 2-14 760 0 0.33 3-14 498 2342 0.64 3-15 274 229 0.08 5-15 1020 241 0.45 5-16 702 2252 0.72 6-16 3292 573 0.63 6-18 1330 5584 0.43 8-18 4146 749 0.79 8-19 792 3686 0.59 9-19 553 2160 0.27 9-21 5717 1296 0.50 ...Mem... Ten Comp .CSI. 10-21 493 1618 0.21 10-22 3196 686 0.61 12-24 264 538 0.68 22-24 415 922 0.89 BBK 12-24 615 270 0.34 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 2210 151 05-08 02-12 SPF 531 19 41-07-12 5019 332 05-08 06-05** SPF 531 24 54-07-08 276 794 03-00 01-08 SPF 531 Max Horiz = -45 / +633 at Joint 13 Max Horiz = -45 / +633 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-09-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/429(-1.16) 14-15 Vert DL L/120 L/823(-0.61) 15-16 Vert CR L/240 L/282(-1.76) 15-16 Horz LL 0.75in ( 0.14) @Jt19 Horz CR 1.25in ( 0.21) @Jt19 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 14- 3 6-18 ------- Web Bracing -- CLR ----------- Double: 13- 2 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-01-00,-00-07), Jnt3(-00-01,0), Jnt8(-00-14,-00-06), Jnt9(00-03,00-01), Jnt10(00-03,00-01), Jnt12(00-10,00-08), Jnt13(0,00-08), Jnt14(00-08,00-03), Jnt15(00-03,-00-07), Jnt18(-00-04,-00-01), Jnt19(-00-03,-00-01), Jnt21(-00-03,-00-01), Jnt24(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: M04 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679782 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 4x5 = 4x5 =4x6 4x5 = 4x5 = 4x6 5x12 4x4 = 4x4 = 4x6 2x4 5x5 = 4x5 = 6x8 4x5 = 8x8 = 2x4 4x4 = 4x4 = 4x4 = 1-11-4 22 - 7 - 7 2- 3 - 0 2- 5 - 5 25 - 0 - 1 2 1 7-9-14 7-9-14 2 7-9-14 15-7-11 3 7-9-14 23-5-9 5 7-9-14 31-3-7 6 7-9-14 39-1-5 8 5-8-1 44-9-6 9 4-11-5 49-8-1110 5-0-5 54-9-0 12 13 9-1-8 9-1-8 17 9-1-8 18-3-0 21 9-1-8 27-4-8 25 9-1-8 36-6-0 29 4-11-6 41-5-6 31 3-4-0 44-9-633 4-11-5 49-8-1134 5-0-5 54-9-0 35 4 7 11 14 15 16 18 19 20 22 23 24 26 27 28 30 32 54-9-0 5/12 5/12 Drag = 250 plf Truss Weight = 356.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 13-2 17-3 Member Forces Summary Max CSI in TC PANEL 1 - 2 0.40 Max CSI in BC PANEL 28 - 29 0.14 Max CSI in Web 25 - 6 0.98 ...Mem... Ten Comp .CSI. TC OH- 1 95 0 0.16 1- 2 1090 1084 0.40 2- 3 1019 905 0.40 3- 4 428 554 0.35 4- 5 687 550 0.38 5- 6 915 571 0.39 6- 7 957 860 0.34 7- 8 1054 843 0.31 8- 9 1859 1713 0.28 9-10 1044 1505 0.15 10-11 683 700 0.13 11-12 696 677 0.13 12-OH 0 6 0.00 BC OH-13 2 0 0.00 13-14 1583 1471 0.09 14-15 838 808 0.05 15-16 342 808 0.02 16-17 813 808 0.04 17-18 983 864 0.05 18-19 359 566 0.03 19-20 729 566 0.04 20-21 1407 1288 0.08 21-22 573 434 0.03 22-23 526 434 0.03 23-24 1158 1047 0.06 24-25 1901 1789 0.11 25-26 398 391 0.03 26-27 1090 959 0.06 27-28 1834 1704 0.10 28-29 2576 2445 0.14 29-30 717 670 0.05 30-31 1521 1475 0.09 31-32 1010 1131 0.06 32-33 1559 1659 0.11 33-34 1658 1809 0.11 34-35 1205 728 0.12 35-OH 0 4 0.00 Web 1-13 295 535 0.12 2-13 2054 2172 0.73 2-17 458 769 0.14 ...Mem... Ten Comp .CSI. 3-17 2196 2429 0.64 3-21 736 1317 0.23 5-21 1766 2244 0.56 5-25 1095 1664 0.51 6-25 1098 2044 0.98 6-29 1173 1487 0.77 8-29 1641 1882 0.52 8-31 1011 1163 0.32 8-33 325 348 0.18 9-33 333 842 0.11 9-34 1335 611 0.42 10-34 300 436 0.09 10-35 661 1095 0.45 12-35 118 214 0.07 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 852 359 05-08 01-08 SPF 531 35 54-07-04 660 206 01-08 HGR SPF 625 17 9-02-09 975 180 44-03-14 21 18-04-01 930 159 44-03-14 25 27-05-09 1014 167 44-03-14 29 36-04-08 812 271 44-03-14 31 41-08-15 834 657 44-03-14 33 44-08-05 996 60 44-03-14 Reactions not shown: down < 400 and up < 150 ---- Reaction Summary (plf) ----- Jnt-Jnt React -Up- --Width- 13- 33 10 0 44-03-14 (reduced) Max Horiz = -56 / +620 at Joint 13 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-09-00] using a 1.00 Full and 0.00 Reduced load factor. This truss has been designed for a 250.0 plf Drag Load distributed along the top chord rake in each direction concurrent with 0% of the roof design snow load(Ps) and resisted along the bottom chord by shear walls: Shear Wall 1 : 0 to 45-05-00 See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 33-34 Vert DL L/120 L/999(-0.01) 34-35 Vert CR L/240 L/999(-0.03) 34-35 Horz LL 0.75in ( 0.04) @Jt35 Horz CR 1.25in ( 0.04) @Jt35 Ohng CR 2L/240 2L/999(-0.02) 1- 1 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 13- 2 17- 3 21- 5 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-06,-00-03), Jnt17(00-06,00-03), Jnt21(00-09,-01-06), Jnt29(00-09,-01-06) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 3 Truss: M05 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679783 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 6x10-18 4x7 5x7 4x5 = 7x8-18 = 4x6 5x8-18 7x8-18 = 4x8 5x5 = 7x10-18 5x5 = 9x12-18 5x8 8x16 4x8 7x8-18 = 4x7 2x6 1- 0 - 0 19 10 - 9 21 1- 6 - 1 2 11 22 - 6 - 0 2- 3 - 1 1 2- 5 - 5 25 - 0 - 1 2 1 7-9-10 7-9-10 2 7-9-10 15-7-4 3 7-9-10 23-4-14 5 7-9-10 31-2-8 6 7-9-10 39-0-2 8 2-6-6 41-6-89 6-4-3 47-10-11 10 6-8-11 54-7-6 11 12 9-1-4 9-1-4 13 9-1-4 18-2-7 14 9-1-4 27-3-11 15 9-1-4 36-4-15 16 5-1-9 41-6-8 17 6-4-3 47-10-11 18 6-5-3 54-3-14 19 3-8 54-7-6 4 7 54-7-6 5/12 5/12 Truss Weight = 407.9 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 7-11 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 6-16 9-18 12-2 2x4 DFL #2 10-19 13-3 15-6 16-8 19-11 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 8 - 9 0.77 Max CSI in BC PANEL 13 - 14 0.93 Max CSI in Web 19 - 11 0.86 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 162 125 0.36 2- 3 1917 7425 0.54 3- 4 2097 9217 0.65 4- 5 2120 9111 0.71 5- 6 1366 5902 0.39 6- 7 2917 992 0.50 7- 8 2995 966 0.42 8- 9 9519 2243 0.77 9-10 3565 949 0.46 10-11 439 197 0.22 BC OH-12 4 0 0.00 12-13 6753 2510 0.69 13-14 9313 2653 0.93 14-15 8218 2109 0.84 15-16 3207 856 0.35 16-17 1451 5676 0.39 17-18 2268 9614 0.62 18-19 1198 3485 0.19 Web 1-12 169 341 0.08 2-12 1843 7462 0.82 2-13 742 0 0.32 3-13 475 2287 0.63 3-14 269 199 0.08 5-14 1056 314 0.46 5-15 731 2233 0.71 6-15 3284 604 0.63 6-16 1358 5558 0.43 8-16 4127 772 0.79 8-17 808 3673 0.59 9-17 551 2150 0.27 9-18 5682 1288 0.50 10-18 492 1613 0.20 10-19 3174 717 0.61 11-21 263 532 0.66 ...Mem... Ten Comp .CSI. 19-21 418 919 0.86 BBK 11-21 613 271 0.34 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 12 01-12 2003 119 03-08 02-08 SPF 531 17 41-06-08 5007 330 05-08 06-05** SPF 531 21 54-05-14 268 792 03-00 01-08 SPF 531 Max Horiz = -56 / +611 at Joint 12 Max Horiz = -56 / +611 at Joint 11 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-07-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/432(-1.15) 13-14 Vert DL L/120 L/816(-0.61) 14-15 Vert CR L/240 L/283(-1.75) 14-15 Horz LL 0.75in ( 0.14) @Jt17 Horz CR 1.25in ( 0.21) @Jt17 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 13- 3 6-16 ------- Web Bracing -- CLR ----------- Double: 12- 2 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-01-00,-00-07), Jnt3(-00-01,0), Jnt8(-00-14,-00-06), Jnt9(00-03,00-01), Jnt10(00-03,00-01), Jnt11(00-10,00-08), Jnt12(0,00-08), Jnt13(00-08,00-03), Jnt14(00-06,-00-15), Jnt16(00-09,-01-06), Jnt17(-00-03,-00-01), Jnt18(-00-03,-00-01), Jnt21(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 4 Truss: M06 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679784 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 5x8-18 4x8 4x4 = 5x6 =4x4 = 4x10 7x8-18 = 4x6 10x10-18 = 4x12 4x10 5x5 = 2x4 7x8-18 = 4x8 6x16-18S5 4x4 = 4x4 = 4x10 6x6 =7x8-18 = 10x10-18 = 4x12 5x8 3x6 1- 0 - 0 24 10 - 9 26 1- 6 - 1 2 12 22 - 6 - 0 2- 3 - 1 1 2- 5 - 5 25 - 0 - 1 2 1 6-4-12 6-4-12 2 6-4-12 12-9-9 3 6-4-12 19-2-5 5 6-4-12 25-7-2 6 6-4-12 31-11-14 7 6-4-12 38-4-11 9 6-5-13 44-10-8 10 4-8-3 49-6-1111 5-0-11 54-7-6 12 13 6-4-12 6-4-12 14 6-4-12 12-9-9 15 6-4-12 19-2-5 17 6-4-12 25-7-2 18 6-4-12 31-11-14 19 6-4-12 38-4-11 21 6-5-13 44-10-8 22 4-8-3 49-6-1123 4-9-3 54-3-1424 3-8 54-7-6 4 8 16 20 54-7-6 5/12 5/12 Truss Weight = 433.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-12 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 16-20 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 1-14 7-21 10-23 2x4 DFL #2 2-15 11-24 24-12 2x8 SP 2400/2.0 9-22 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 9 - 10 0.94 Max CSI in BC PANEL 15 - 16 0.98 Max CSI in Web 24 - 12 0.93 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 1592 6383 0.41 2- 3 2305 9888 0.59 3- 4 2405 10862 0.73 4- 5 2409 10654 0.44 5- 6 2039 9191 0.59 6- 7 1225 5041 0.30 7- 8 2082 687 0.33 8- 9 2140 665 0.27 9-10 11490 2524 0.94 10-11 5271 1190 0.62 11-12 425 142 0.13 BC OH-13 4 0 0.00 13-14 497 1074 0.15 14-15 6300 2424 0.65 15-16 9771 2875 0.98 16-17 9780 2851 0.61 17-18 10768 2768 0.68 18-19 9109 2198 0.56 19-20 4943 1199 0.28 20-21 4958 1178 0.43 21-22 778 2013 0.36 22-23 2673 11547 0.79 23-24 1540 5248 0.28 Web 1-13 569 2078 0.26 1-14 5832 1414 0.51 2-14 526 1662 0.21 2-15 3226 534 0.62 3-15 238 863 0.11 3-17 917 118 0.40 5-17 120 152 0.05 5-18 531 1552 0.34 6-18 566 77 0.25 6-19 941 3846 0.85 ...Mem... Ten Comp .CSI. 7-19 1315 214 0.58 7-21 1418 6454 0.59 9-21 2011 334 0.89 9-22 1807 8672 0.54 10-22 750 3011 0.38 10-23 5794 1175 0.51 11-23 555 2326 0.30 11-24 4687 967 0.90 12-26 266 753 0.68 24-26 608 1944 0.93 BBK 12-26 1318 424 0.71 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 2149 127 03-08 02-11 SPF 531 22 44-10-08 5914 376 05-08 07-07** SPF 531 26 54-05-14 327 1680 03-00 01-08 SPF 531 Max Horiz = -56 / +611 at Joint 13 Max Horiz = -56 / +611 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-07-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/376(-1.43) 17-18 Vert DL L/120 L/721(-0.74) 17-18 Vert CR L/240 L/247(-2.17) 17-18 Horz LL 0.75in ( 0.14) @Jt22 Horz CR 1.25in ( 0.22) @Jt22 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-18 6-19 7-21 9-22 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(00-08,0), Jnt2(00-03,00-01), Jnt6(01-02,00-07), Jnt7(00-03,00-01), Jnt9(01-02,00-07), Jnt10(02-01,00-14), Jnt11(01-02,00-07), Jnt12(00-10,00-08), Jnt14(-00-03,-00-01), Jnt15(-00-03,-00-01), Jnt16(-00-02,00-04), Jnt19(-01-02,-00-07), Jnt20(-00-02,00-04), Jnt21(-00-03,-00-01), Jnt22(-01-02,-00-07), Jnt23(-02-01,-00-14), Jnt24(-00-08,0), Jnt26(-01-04,0) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 3 Truss: M07 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679785 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x8-18 = 4x5 = 4x8 4x6 7x10-18 7x8-18 =8x16 4x4 = 5x5 = 7x10-18 4x5 = 7x8-18 = 4x5 = 5x10 4x6 7x8-18 = 4x4 = 5x12 4x4 = 2x6 1- 0 - 0 21 10 - 9 23 1- 6 - 1 2 10 22 - 6 - 0 2- 4 - 1 4 2- 5 - 5 25 - 0 - 1 2 1 7-9-3 7-9-3 2 7-9-3 15-6-7 3 7-9-3 23-3-10 5 7-9-3 31-0-14 6 6-10-12 37-11-10 8 8-7-11 46-7-5 9 7-9-3 54-4-8 10 11 0-12 0-12 12 9-0-0 9-0-12 13 9-0-12 18-1-8 15 9-0-12 27-2-4 16 9-0-12 36-3-0 18 1-8-10 37-11-1019 7-4-2 45-3-12 20 8-9-4 54-1-0 21 3-8 54-4-8 4 7 14 17 54-4-8 5/12 5/12 Truss Weight = 394.8 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 6-18 11-2 2x4 DFL #2 8-20 9-21 13-3 16-6 18-8 21-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 7 - 8 0.85 Max CSI in BC PANEL 13 - 14 0.82 Max CSI in Web 11 - 2 0.97 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 161 124 0.35 2- 3 1767 6706 0.46 3- 4 1798 7796 0.51 4- 5 1820 7687 0.55 5- 6 947 3849 0.28 6- 7 5371 1502 0.65 7- 8 5413 1475 0.85 8- 9 2233 749 0.57 9-10 452 219 0.28 BC OH-11 1186 3033 0.16 OH-13 6136 2373 0.70 OH-11 1186 3033 0.16 13-14 8106 2400 0.82 14-15 8114 2362 0.74 15-16 6485 1734 0.67 16-17 858 361 0.20 17-18 863 322 0.22 18-19 1705 6896 0.45 19-20 1759 7045 0.51 20-21 757 1956 0.24 Web 1-11 168 338 0.08 2-11 1701 6780 0.97 2-13 609 0 0.27 3-13 376 1738 0.47 3-15 326 405 0.10 5-15 1438 384 0.63 5-16 794 2535 0.80 6-16 3650 694 0.70 6-18 1355 5621 0.43 8-18 3026 572 0.58 8-19 873 3969 0.51 8-20 4675 1060 0.89 9-20 567 1535 0.25 9-21 1771 363 0.33 10-23 301 493 0.64 21-23 291 384 0.81 ...Mem... Ten Comp .CSI. BBK 10-23 242 288 0.20 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 12 01-12 1862 108 01-00 HGR SPF 625 19 37-11-10 4391 292 05-08 05-08 SPF 531 23 54-03-00 418 305 03-00 01-08 SPF 531 Max Horiz = -55 / +608 at Joint 11 Max Horiz = -55 / +608 at Joint 10 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-04-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/513(-0.88) 13-15 Vert DL L/120 L/967(-0.47) 13-15 Vert CR L/240 L/336(-1.35) 13-15 Horz LL 0.75in ( 0.12) @Jt19 Horz CR 1.25in ( 0.17) @Jt19 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 13- 3 6-18 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-01,0), Jnt7(00-05,-00-11), Jnt8(02-07,01-00), Jnt10(00-10,00-08), Jnt11(0,00-08), Jnt13(00-08,00-03), Jnt14(-00-05,00-11), Jnt18(-00-08,-00-03), Jnt20(-02-11,-01-02), Jnt23(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 2 Truss: M08 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679786 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 2x4 7x8-18 = 4x5 = 4x8 4x6 7x10-18 5x8-18 8x16 4x4 = 5x5 = 7x10-18 4x5 = 9x12-18 6x10 8x16 4x4 = 5x12 4x4 = 2x6 1- 0 - 0 18 10 - 9 20 1- 6 - 1 2 10 22 - 6 - 0 2- 3 - 1 1 2- 5 - 5 25 - 0 - 1 2 1 7-9-10 7-9-10 2 7-9-10 15-7-4 3 7-9-10 23-4-14 5 7-9-10 31-2-8 6 7-0-0 38-2-8 8 8-7-4 46-9-12 9 7-9-10 54-7-6 10 11 9-1-4 9-1-4 12 9-1-4 18-2-7 13 9-1-4 27-3-11 14 9-1-4 36-4-15 15 1-9-9 38-2-816 7-3-10 45-6-2 17 8-9-12 54-3-14 18 3-8 54-7-6 4 7 54-7-6 5/12 5/12 Truss Weight = 401.6 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 6-15 11-2 2x4 DFL #2 8-17 9-18 12-3 14-6 15-8 18-10 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 7 - 8 0.98 Max CSI in BC PANEL 12 - 13 0.83 Max CSI in Web 11 - 2 0.99 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 162 125 0.36 2- 3 1784 6778 0.48 3- 4 1835 7942 0.53 4- 5 1858 7835 0.58 5- 6 962 3939 0.31 6- 7 5356 1499 0.66 7- 8 5407 1473 0.98 8- 9 2286 764 0.70 9-10 454 219 0.36 BC OH-11 4 0 0.00 11-12 6203 2392 0.64 12-13 8213 2415 0.83 13-14 6582 1758 0.68 14-15 931 375 0.21 15-16 1724 6997 0.55 16-17 1776 7142 0.61 17-18 770 2001 0.24 Web 1-11 169 339 0.08 2-11 1717 6851 0.99 2-12 614 0 0.27 3-12 374 1770 0.48 3-13 305 369 0.09 5-13 1482 404 0.65 5-14 801 2541 0.80 6-14 3672 694 0.70 6-15 1366 5678 0.44 8-15 3129 593 0.60 8-16 881 4006 0.51 8-17 4697 1063 0.90 9-17 571 1555 0.25 9-18 1813 343 0.32 10-20 305 501 0.64 18-20 295 393 0.82 BBK 10-20 248 285 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 11 01-12 1872 110 02-14 02-06 SPF 531 16 38-02-08 4419 294 05-08 05-09** SPF 531 20 54-05-14 414 313 03-00 01-08 SPF 531 Max Horiz = -56 / +611 at Joint 11 Max Horiz = -56 / +611 at Joint 10 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-07-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/505(-0.90) 12-13 Vert DL L/120 L/958(-0.48) 12-13 Vert CR L/240 L/330(-1.38) 12-13 Horz LL 0.75in ( 0.12) @Jt16 Horz CR 1.25in ( 0.18) @Jt16 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 11- 2 12- 3 6-15 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt2(-00-01,0), Jnt8(02-06,01-00), Jnt10(00-10,00-08), Jnt11(0,00-08), Jnt12(00-08,00-03), Jnt13(00-06,-00-15), Jnt15(00-09,-01-06), Jnt17(-02-11,-01-02), Jnt20(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 3 Truss: M09 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679787 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 5x8-18 4x8 4x4 = 5x6 =4x4 = 4x10 7x8-18 = 4x6 10x10-18= 4x12 4x10 5x5 = 2x4 7x8-18 = 4x8 6x16-18S5 4x4 = 4x4 = 4x10 6x6 =7x8-18 = 10x10-18= 4x12 5x8 3x6 1- 0 - 0 24 10 - 9 26 1- 6 - 1 2 12 22 - 6 - 0 2- 3 - 1 1 2- 5 - 5 25 - 0 - 1 2 1 6-4-12 6-4-12 2 6-4-12 12-9-9 3 6-4-12 19-2-5 5 6-4-12 25-7-2 6 6-4-12 31-11-14 7 6-4-12 38-4-11 9 6-5-13 44-10-8 10 4-8-3 49-6-1111 5-0-11 54-7-6 12 13 6-4-12 6-4-12 14 6-4-12 12-9-9 15 6-4-12 19-2-5 17 6-4-12 25-7-2 18 6-4-12 31-11-14 19 6-4-12 38-4-11 21 6-5-13 44-10-8 22 4-8-3 49-6-1123 4-9-3 54-3-1424 3-8 54-7-6 4 8 16 20 54-7-6 5/12 5/12 Truss Weight = 433.2 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-12 BC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 16-20 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 1-14 7-21 10-23 2x4 DFL #2 2-15 11-24 24-12 2x8 SP 2400/2.0 9-22 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 9 - 10 0.94 Max CSI in BC PANEL 15 - 16 0.98 Max CSI in Web 24 - 12 0.93 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 1592 6383 0.41 2- 3 2305 9888 0.59 3- 4 2405 10862 0.73 4- 5 2409 10654 0.44 5- 6 2039 9191 0.59 6- 7 1225 5041 0.30 7- 8 2082 687 0.33 8- 9 2140 665 0.27 9-10 11490 2524 0.94 10-11 5271 1190 0.62 11-12 425 142 0.13 BC OH-13 4 0 0.00 13-14 497 1074 0.15 14-15 6300 2424 0.65 15-16 9771 2875 0.98 16-17 9780 2851 0.61 17-18 10768 2768 0.68 18-19 9109 2198 0.56 19-20 4943 1199 0.28 20-21 4958 1178 0.43 21-22 778 2013 0.36 22-23 2673 11547 0.79 23-24 1540 5248 0.28 Web 1-13 569 2078 0.26 1-14 5832 1414 0.51 2-14 526 1662 0.21 2-15 3226 534 0.62 3-15 238 863 0.11 3-17 917 118 0.40 5-17 120 152 0.05 5-18 531 1552 0.34 6-18 566 77 0.25 6-19 941 3846 0.85 ...Mem... Ten Comp .CSI. 7-19 1315 214 0.58 7-21 1418 6454 0.59 9-21 2011 334 0.89 9-22 1807 8672 0.54 10-22 750 3011 0.38 10-23 5794 1175 0.51 11-23 555 2326 0.30 11-24 4687 967 0.90 12-26 266 753 0.68 24-26 608 1944 0.93 BBK 12-26 1318 424 0.71 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 2149 127 02-14 02-11 SPF 531 22 44-10-08 5914 376 05-08 07-07** SPF 531 26 54-05-14 327 1680 03-00 01-08 SPF 531 Max Horiz = -56 / +611 at Joint 13 Max Horiz = -56 / +611 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-07-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/376(-1.43) 17-18 Vert DL L/120 L/721(-0.74) 17-18 Vert CR L/240 L/247(-2.17) 17-18 Horz LL 0.75in ( 0.14) @Jt22 Horz CR 1.25in ( 0.22) @Jt22 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 5-18 6-19 7-21 9-22 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(00-08,0), Jnt2(00-03,00-01), Jnt6(01-02,00-07), Jnt7(00-03,00-01), Jnt9(01-02,00-07), Jnt10(02-01,00-14), Jnt11(01-02,00-07), Jnt12(00-10,00-08), Jnt14(-00-03,-00-01), Jnt15(-00-03,-00-01), Jnt16(-00-02,00-04), Jnt19(-01-02,-00-07), Jnt20(-00-02,00-04), Jnt21(-00-03,-00-01), Jnt22(-01-02,-00-07), Jnt23(-02-01,-00-14), Jnt24(-00-08,0), Jnt26(-01-04,0) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 1 Truss: M10 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679788 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 5x8-18 4x6 4x4 = 4x7 4x4 = 4x7 5x10 4x6 5x16 4x10 6x12 5x5 = 2x4 7x8-18 = 4x6 6x16-18S5 4x4 = 4x4 = 5x8 4x66x12 4x10 5x12 2x4 4x6 2x6 1- 0 - 0 25 10 - 9 27 1- 6 - 1 2 12 22 - 6 - 0 2- 3 - 1 1 2- 5 - 5 25 - 0 - 1 2 1 6-6-0 6-6-0 2 6-6-0 13-0-1 3 6-6-0 19-6-1 5 6-6-0 26-0-1 6 6-6-0 32-6-2 7 6-6-0 39-0-2 9 3-10-3 42-10-510 7-0-11 49-11-0 11 4-8-6 54-7-6 12 13 6-1-5 6-1-5 14 6-1-5 12-2-10 15 6-1-5 18-3-15 17 6-1-5 24-5-5 18 6-1-5 30-6-10 19 6-1-5 36-7-15 21 6-2-6 42-10-5 22 3-9-2 46-7-723 3-10-3 50-5-1124 3-10-3 54-3-1425 3-8 54-7-6 4 8 16 20 54-7-6 5/12 5/12 Truss Weight = 399.5 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 DFL 1800/1.8 2x6 DFL 2400/2.0 8-12 BC 2x6 DFL 1800/1.8 Webs 2x4 DFL Standard 2x6 DFL 1800/1.8 1-14 9-22 2x4 DFL #2 2-15 10-23 11-25 19-7 21-9 25-12 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 9 - 10 0.86 Max CSI in BC PANEL 17 - 18 0.93 Max CSI in Web 25 - 12 0.90 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 1465 5833 0.40 2- 3 2123 8971 0.51 3- 4 2193 9774 0.63 4- 5 2198 9570 0.37 5- 6 1839 8201 0.50 6- 7 1059 4257 0.26 7- 8 2253 761 0.35 8- 9 2331 740 0.30 9-10 10531 2370 0.86 10-11 6504 1497 0.65 11-12 443 175 0.16 BC OH-13 4 0 0.00 13-14 496 1073 0.14 14-15 6009 2373 0.62 15-16 9120 2744 0.89 16-17 9127 2720 0.87 17-18 9715 2555 0.93 18-19 7586 1889 0.72 19-20 2762 786 0.28 20-21 2768 761 0.27 21-22 1303 4792 0.35 22-23 2487 10594 0.63 23-24 1129 3197 0.13 24-25 1147 3166 0.17 Web 1-13 548 1980 0.25 1-14 5314 1294 0.46 2-14 538 1685 0.22 2-15 2638 409 0.50 3-15 246 909 0.13 3-17 509 48 0.22 5-17 185 84 0.07 5-18 526 1484 0.72 6-18 1005 185 0.44 6-19 820 3151 0.49 7-19 2347 437 0.45 ...Mem... Ten Comp .CSI. 7-21 1076 4565 0.67 9-21 3936 739 0.75 9-22 1122 5220 0.56 10-22 644 2512 0.32 10-23 3852 768 0.74 11-23 957 4292 0.63 11-24 201 0 0.08 11-25 2826 607 0.54 12-27 186 498 0.67 25-27 468 1227 0.90 BBK 12-27 796 328 0.43 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 13 01-12 2051 121 02-14 02-09 SPF 531 22 42-10-05 5350 343 05-08 06-11** SPF 531 27 54-05-14 292 1067 03-00 01-08 SPF 531 Max Horiz = -56 / +611 at Joint 13 Max Horiz = -56 / +611 at Joint 12 (**) indicates Reqd Width > actual Width; enhancement may be required. Building Designer to provide adequate bearing size or enhancement. Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [54-07-06] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/440(-1.16) 17-18 Vert DL L/120 L/844(-0.61) 17-18 Vert CR L/240 L/289(-1.77) 17-18 Horz LL 0.75in ( 0.12) @Jt22 Horz CR 1.25in ( 0.18) @Jt22 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-19 7-21 23-11 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt1(00-08,0), Jnt6(00-01,0), Jnt7(01-00,00-07), Jnt9(-00-08,-00-03), Jnt10(01-02,00-07), Jnt12(00-10,00-08), Jnt15(-00-07,-00-03), Jnt16(-00-02,00-04), Jnt19(-00-01,-00-01), Jnt21(00-08,00-03), Jnt22(-01-02,-00-07), Jnt23(-00-07,-00-03), Jnt27(-01-04,-00-08) EngDrwg: 2020r3RGT_Eng Project Name: 2203889HWC - Hibbard Elementary Qty: 5 Truss: M11 Customer: Headwaters Construction Co Truss Mfr. Contact: Michael Jackson SID:0001679789 TID:166062 Date:09 / 23 / 22 Page:1 of 1 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 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 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. Component Solutions Truss Studio V 2021.7.0.192 4x7 4x7 4x4 = 4x4 =3x5 4x8 4x6 1.5x4 4x10 3x8-18 4x7 4x4 = 4x4 = 5x7 3x5 1- 0 - 0 14 10 - 9 16 1- 6 - 1 2 7 11 - 9 - 1 4 2- 5 - 5 2- 5 - 5 14 - 4 - 1 0 1 5-8-2 5-8-2 2 5-8-2 11-4-3 3 5-8-2 17-0-5 4 5-8-2 22-8-6 6 5-11-10 28-8-0 7 8 5-8-2 5-8-2 9 5-8-2 11-4-3 11 5-8-2 17-0-5 12 5-8-2 22-8-6 13 5-8-2 28-4-8 14 3-8 28-8-0 5 10 28-8-0 5/12 5/12 Truss Weight = 152.1 lb Code/Design: IBC-2018/TPI-2014 PSF Live Dead Dur Factors TC 25.0 10.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 1.15 Total 45.0 Plt 1.25 1.60 1.15 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 -----------Snow Load Specs---------- ASCE7-16 Roof Snow (Pf) = 38.5 psf Risk Cat: III Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-16 Wind Speed(V) = 112 mph Risk Cat: III Exposure Cat: C Bldg Dims: L = 330.6 ft B = 279.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 6.0 BC = 6.0 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: ASCE7 MWFRS C&C End Zone: 11-01-15 -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL 1800/1.8 BC 2x4 DFL 1800/1.8 Webs 2x4 DFL Standard 2x4 DFL #2 1-9 14-7 BB 2x4 DFL Standard Member Forces Summary Max CSI in TC PANEL 2 - 3 0.77 Max CSI in BC PANEL 11 - 12 0.87 Max CSI in Web 4 - 13 0.96 ...Mem... Ten Comp .CSI. TC OH- 1 6 0 0.00 1- 2 1066 4007 0.71 2- 3 1510 5950 0.77 3- 4 1508 6001 0.76 4- 5 1205 4170 0.46 5- 6 1225 4118 0.53 6- 7 295 315 0.42 BC OH- 8 4 0 0.00 8- 9 272 636 0.29 9-10 3932 1511 0.60 10-11 3942 1491 0.58 11-12 5861 1756 0.87 12-13 5919 1697 0.86 13-14 4088 1254 0.63 Web 1- 8 472 1625 0.22 1- 9 3623 934 0.69 2- 9 436 1270 0.17 2-11 1770 361 0.78 3-11 202 554 0.07 3-12 267 226 0.13 4-12 210 13 0.08 4-13 514 1688 0.96 6-13 753 114 0.33 6-14 1068 3573 0.64 7-16 151 248 0.38 14-16 1467 406 0.73 BBK 7-16 349 1159 0.60 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 8 01-12 1678 99 01-08 HGR SPF 625 16 28-06-08 1669 116 03-00 02-02 SPF 531 Max Horiz = -53 / +331 at Joint 8 Max Horiz = -53 / +331 at Joint 7 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [28-08-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. 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. Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/584(-0.58) 11-12 Vert DL L/120 L/999(-0.32) 11-12 Vert CR L/240 L/378(-0.90) 11-12 Horz LL 0.75in ( 0.08) @Jt 7 Horz CR 1.25in ( 0.12) @Jt 7 Bracing Data Summary ------------Bracing Data------------ Chords; continuous except where shown ------- Web Bracing -- CLR ----------- Single: 6-14 Continuous Restraint Bracing Req’d See BCSI–B3 3.0 Plate offsets (X, Y): (None unless indicated below) Jnt6(00-03,00-01), Jnt7(00-02,00-01), Jnt9(-01-02,-00-07), Jnt14(0,00-03), Jnt16(-00-12,0) Component Solutions™ 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 drawin g 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 . All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design. 15-5-12 14-0-12 12-3-8 DIAGONAL BRACING @ MID-SPAN 2 DIAGONAL BRACING @ 1/3 POINTS 2 MAXIMUM STUD LENGTH 3 WITHOUT BRACE Date:Rev:Pg. 1 of 1 GABLE STUD BRACING DETAIL - 90 MPH (NOMINAL), 115 MPH (ULTIMATE) TD-GBL-0002B 05/12/2014 B DETAIL LIMITATIONS: Max. Mean Roof Height: 30' Category: II Exposure: B or C Load Duration Factor: 1.6 Wind Speed: 90 mph Nominal Wind Speed Equivalent Nail Dimension 16d = 3.5" x 0.162" 10d = 3" x 0.148" 8d = 2.5" x 0.131" Nominal 90 mph (Ultimate) (115 mph) NOTES: 1. This detail provides bracing/reinforcement options for the gable studs to resist the out-of-plane wind loading. Refer to the individual truss design drawing for bracing/reinforcement requirements for resisting the vertical (in-plane) loads assumed in the design of the gable end frame. Additional bracing/reinforcement at the end of the building and/or at the gable end wall may be required. Refer to the Building Designer/Construction Documents for all gable end frame and roof system bracing requirements. For additional information, see BCSI-B3. 2. This detail does not apply to structural gables. 3. Connection requirements between the gable end frame and the wall to be specified by the Building Designer. 4. The gable end frame must match the profile of the adjacent trusses. Do not use a gable end frame with a flat bottom chord next to trusses with sloped bottom chords, such as scissor or vaulted trusses.GABLE END WITH STUD BRACING/REINFORCEMENT A A Diagonal Bracing @ 4'-0" O.C. Max.Gable Stud Bracing (24" O.C. Max) B B C C *Diagonal braces not shown for clarity. See Section A-A. 1. L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6" o.c. 2. Attach horizontal reinforcing member at mid-span (or 1/3 points as required) of the longest stud and install diagonal bracing @ 4' o.c. (max) as shown in Section A-A. 3. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed in the detail limitations. Gable stud deflection criteria is L/240. SECTION B-B SECTION C-C GABLE STUD 10d nails @ 6" o.c. L-REINF. GABLE STUD SCAB REINF. 10d nails @ 6" o.c. NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace attached to one narrow edge. Diagonal braces over 12'-6" require 2x4s attached on both narrow edges. The braces must cover 90% of the diagonal brace and shall be fastened to the narrow edge with 10d nails at 6" o.c. (min. 3" end distance). When attached on both narrow edges, stagger the nails on each side by 3". Min. 2x6 Min. 2x4 Fasten L-reinforcement members together with 16d nails @ 6" O.C. 2x6 Diagonal Brace (Approx. 45-degrees to roof diaphragm) Gable Stud Fasten diagonal brace to gable stud with 4-16d nails 2-10d nails into top reinf. member (Typ. ea stud) 4-10d nails into bottom reinf. member (Typ. ea stud)Bracing at 1/3 points as required (See Table) SECTION A-A End Wall Roof Sheathing 5-8d nails connecting sheathing to blocking (Typ.) Min. 2x4 #2 blocking between first 2 trusses (min) as shown. Toe-nail blocking to trusses with 2-10d nails at each end. 2x6 diagonal brace at 48" O.C. (max). Attach to gable stud with 4-16d nails and to blocking with 5-10d nails. Horizontal L-reinforcement (located at mid-span or 1/3-points of longest stud as required per table.) 2-10d Toe-nails (Typ.) Trusses @ 24" O.C. Max. MINIMUM GABLE STUD SIZE, SPECIES & GRADE MAX. GABLE STUD SPACING 2X4 SPF STUD or STANDARD 12" O.C.5-1-12 9-0-12 SCAB REINFORCEMENT 1 10-3-12 10-3-12 16" O.C.4-8-4 8-3-0 9-4-8 9-4-8 24" O.C.4-1-0 7-0-0 8-2-4 8-2-4 L- REINFORCEMENT 1 Component Solutions™ 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 drawin g 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 . All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design. Date:Rev:Pg. 1 of 1 INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE 06/11/2014 A NOTES: 1. This detail provides web reinforcement options that may be used as an alternative to continuous lateral restraint (CLR) when installing CLRs in combination with diagonal bracing is not practical or desired. 2. Refer to the truss design drawing for web lateral restraint requirements. A 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. T- Reinforcement (I-Reinforcement similar) Add member to both edges for I-Reinforcement Web Member (Typ.) L- Reinforcement Scab Reinforcement 1 Row of CLR @ Web Mid-point 2 Rows of CLRs @ Web 1/3 points Nail Dimension 16d = 3.5" x 0.131" 10d = 3" x 0.120" 2x4 T-L-Scab I- Reinforcement-to-Web Connection Requirements Web Member Size WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES 1 Specified Web Member Lateral Restraint (CLRs) Acceptable Web Reinforcement Substitutions - Type & Size 1 Row @ Mid-point 2 Row @ 1/3-points 2x4 2x4 2x4 2x4 --- 2x6 2x6 2x6 2x6 --- 2x8 2x8 2x8 2x8 ---16d gun nails @ 6" on-center 2x6 2x8 No substitutions allowed 2-2x4 2-2x6 2-2x8 2x4 T-L-Scab I- Reinforcement-to-Web Connection Requirements Web Member Size WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES 2 Specified Web Member Lateral Restraint (CLRs) Acceptable Web Reinforcement Substitutions - Type & Size 1 Row @ Mid-point 2 Row @ 1/3-points 2x4 2x4 2x4 --- 2x6 2x6 2x6 --- 2x8 2x8 2x8 ---16d gun nails @ 6" on-center 2x6 2x8 No substitutions allowed 2-2x4 2-2x6 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. Component Solutions™ 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 drawin g 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 . All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design. Date:Rev:Pg. 1 of 1 LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR WEB MEMBERS 05/24/2021 A WEB MEMBERS WITH LATERAL RESTRAINT 2 rows of CLR @ 1/3-points 1 row of CLR @ mid-points Note: Not all truss members shown for clarity. Overlap ends of CLRs at least one truss spacing or use splice detail (see Detail 1) Section A-A Detail 1 - CLR Splice 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. Web CLR splice CLR Detail 3 - Diagonal Bracing for 2 Rows of CLRs 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. Option 3A Option 3B < 450 < 450 Detail 2 - Diagonal Bracing for 1 Row of CLRs 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. Option 2A Option 2B <450 <450 D-WEBCLRBRACE 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 Min. 2x4x12' CLRs installed on web members where indicated on the truss design drawing. Attach CLRs to each web with min. 2-10d nails < 20' between diagonal braces Install 2x4 diagonal bracing at each end and at every 20' along the length of the CLRs. See Diagonal Bracing Details 2 & 3. DETAIL LIMITATIONS: 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. Nail Dimensions: 10d = 3" x 0.128" 4. This detail is not applicable for trusses with spacing greater than 2' o.c. bracing requirements. For trusses with spacing greater than 2' o.c., refer to BCSI-B10.