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HomeMy WebLinkAboutSTRUCTURAL PLANS - 23-00396 - Starbucks - New Commercial Bldg - Shell OnlySTRUCTURAL GENERAL NOTES A. GENERAL 1. The contractor shall verify all dimensions prior to starting construction. The architect shall be notified of any discrepancies or inconsistencies. 2. Dimensions shall take precedence over scale shown on drawings. 3. Notes and details on drawings shall take precedence over general notes and typical notes. 4. All work shall conform to the minimum standards of the following code. The 2018 edition of the International Building Code, and any other regulating agencies which have authority over any portion of the work, and those codes and standards listed in these notes and specifications. 5. See architectural drawings for the following: • Size and location of all door and window openings, except as noted. • Size and location of all interior and exterior nonbearing partitions. • Size and location of all concrete curbs, floor drains, slopes, depressed areas, changes in level, chamfers, grooves, inserts, etc. • Size and location of floor and roof openings except as shown • Floor and roof finishes • Stair framing and details (except as shown) 6. See mechanical, plumbing, and electrical drawings for the following: • Pipe runs, sleeves, hangers, trenches, wall and slab openings, etc. Except as shown or noted. • Electrical conduit runs, boxes, outlets in walls and slabs. • Concrete inserts for electrical, mechanical or plumbing fixtures. • Size and location of machine or equipment bases, anchor bolts for mounts. 7. The contract structural drawings and specifications represent the finished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measure shall include, but not be limited to, bracing, shoring for loads due to construction equipment, etc. Observation visits to the site by the structural engineer shall not include inspection of the above structural members. 8. Openings, pockets, etc. larger than 6 inches shall not be placed in slabs, decks, beams, joists, columns, walls, etc. unless specifically detailed on the structural drawings. Notify the structural engineer when drawings by others show openings, pockets, etc. not shown on the structural drawings, but which are located on structural members. 9. ASTM specifications noted shall be the latest revision. 10. Contractor shall investigate site during clearing and earthwork operations for filled excavations or buried structures such as cesspools, cisterns, foundations, etc. If any such structures are found, the structural engineer shall be notified immediately 11. Construction materials shall be spread out if placed on floors or roof. Load shall not exceed the design live load per square foot. Provide adequate shoring and/or bracing where structure has not attained design strength. 12. Design Loads: Roof: • 23 psf DEAD • 20 psf LIVE • 35 psf SNOW (Pg= 50 psf) Wind: • Velocity 105 mph (3 sec. Gust) • Exposure "C" • Risk Category = II Seismic: 1. Importance Factor: I = 1.0 2. SS = 0.438 S1 = 0.155 3. Site Class: "D" 4. SDS = 0.423 SD1 = 0.237 5. Seismic Design Category "C" 6. Seismic Force Resisting System: Timber roof & floor diaphragms with wood shear walls. 7. Base Shear: V = 5 kips 8. CS = 0.045 9. R = 6.5 10. Analysis Procedure: Equivalent lateral force method. 11. Risk Category: "II" B. FOUNDATION 1. Footings are designed based on an allowable soil pressure of 3000 PSF per the project soils report. Footings and foundations have been designed in accordance with the soils report prepared by: Company ROCKSMITH ENGINEERING, PLLC Job Number 22015 Date AUGUST 9th, 2022 2. Contractor shall provide for proper de-watering of excavations from surface water, ground water, seepage, etc. 3. Footings shall be placed according to depths shown on the drawings. 4. Footing back fill and utility trench back fill within building area shall be mechanically compacted in layers. Flooding will not be permitted. 5. All abandoned footings, utilities, etc. that interfere with new construction shall be removed. 6. The soil under perimeter beams and slabs shall be above optimum moisture as described in the referenced geotechnical report prior to concrete placement and shall be verified by the soils engineer. 7. Holdown anchor bolts shall meet the requirements of detail 1/SD-1. 8. All 1/2" Ø anchor bolts may be replaced with ICC approved 1/2"Ø Titen HD screws or 1/2"Ø all thread rod in 5/8" Ø hole with 4" embed using Simpson SET-XP epoxy at the spacing indicated below. 9. Site Grading meets the requirements of IBC Section 1804.4. 10. Dampproofing / Waterproofing comply with IBC SEction 1805. 11. Establish all exterior footings a minimum of 36" below grade. C. CONCRETE 1. All phases of work pertaining to the concrete construction shall conform to the "Building Code Requirements for Reinforced Concrete" (ACI 318 latest approved edition) with modifications as noted in the drawings and specifications. 2. Reinforced concrete design is by the "Ultimate Strength Design Method", ACI 318-(latest edition) 3. Schedule of structural concrete 28-day strengths and types: Location in structure Strength PSI Type Air Content Slabs on Grade 3,000 Hard rock n/a Footings / Foundation 3,500 Hard rock 5% Design based on 2500 PSI, 28-day strength, special inspection is not required. 4. Concrete mix design shall be submitted to the engineer for approval with the following requirements: a. Compressive strength at age 28 days as specified above. b. Large aggregate-hardrock, ¾" maximum size conforming to ASTM C-33 c. Cement-ASTM C-150, Type I or II Portland cement d. Maximum slump 5-inches, max water cement ratio: 0.50 5. No admixtures, except for entrained air, Hycrete or equivalent waterproofing admixture at the parking level slab, and as approved by the engineer. 6. Concrete mixing operations, etc. shall conform to ASTM C-94 7. Placement of concrete shall conform to ACI standard 514 and project specifications. 8. Clear coverage of concrete over outer reinforcing bars shall be as follows: Concrete poured directly against earth -3 inches clear, structural slabs -3/4 inches clear (top and bottom), formed concrete with earth back fill -2 inches clear. 9. All reinforcing bars, anchor bolts and other concrete inserts shall be well secured in position prior to placing concrete. 10. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing that may conflict. Coring in concrete is not permitted except as shown. Notify the structural engineer in advance of conditions not shown on the drawings. 11. Conduit or pipe size (O.D.) shall not exceed 30% of slab thickness and shall be placed between the top and bottom reinforcing, unless specifically detailed otherwise. Concentrations of conduits or pipes shall be avoided except where detailed openings are provided. 12. Modulus of elasticity of concrete, when tested in accordance with ASTM C-460, shall be at least the value given by the equations in section (19.2.2.1) 8.5.1 of ACI 318 for the specified 28-day strength. 13. Shrinkage of concrete, when tested in accordance with ASTM C-157, shall not exceed 0.00040 inches/inch. D. REINFORCING STEEL 1. Reinforcing bars shall conform to the requirements of ASTM A-615 grade 60. 2. All reinforcing bar bends shall be made cold 3. Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one half, which ever is greater. 4. All bars shall be marked so their identification can be made when the final in-place inspection is made. 5. Rebar splices are to be: Class "B" 6. Reinforcing splices shall be made only where indicated on the drawings. 7. Dowels between footings and walls or columns shall be the same grade, size and spacing or number as the vertical reinforcing, respectively. 8. Refer to Lap and Hook schedules for lap and hook indicated in Detail 5/SD-1 and 6/SD-1, respectively. E. WOOD 1. Framing Lumber: A. 2x4,and 2x6 studs: Douglas fir stud grade, U.N.O. B. 2x and 4x framing: Douglas fir larch No. 2 grade (except 2X4 and 2X6) C. 6x framing: Douglas fir larch No. 1 grade 2. Bolt holes shall be 1/16" maximum larger than the bolt size. Re-tighten all nuts prior to closing in. 3. Standard cut washers shall be used under all sill plate anchor bolts, U.N.O. at shear walls. See the Shear Wall Schedule on sheet S1.1 for anchor bolt spacing and washer requirements at shear walls. 4. All sills or plates resting on concrete or masonry shall be pressure treated Douglas Fir. Bolts shall be placed 9 inches from the end of a plate, or from a notch greater than ½ the width of the plate, and spaced at intervals noted. 5. Do not notch joists, rafters or beams except where shown in details. Obtain engineer's approval for any holes or notches not detailed. Holes through sills, plates, studs and double plates in interior, bearing and shear walls shall conform with detail 11/S1.1. 6. Connection hardware shall be by USP or Simpson Strong-Tie, or ICC approved equal. 7. Fastening schedule per 2018 edition of the International Building Code, table No. 2304.10.1. Unless noted otherwise. 8. All nails, bolts, holdowns, straps or other steel fasteners in contact with pressure treated timber shall be hot-dipped galvanized, stainless steel or otherwise treated or isolated to prevent chemical attack. Contractor shall verify treatment method and confirm appropriate corrosion resistance is provided in accordance with hardware supplier recommendations. 9. Sawn lumber is to comply with DOC PS 20. 10. Wood structural panels to conform to the requirements for their type in DOC PS1, PS2, or ANSI/APA PRP210. F. PREFABRICATED WOOD TRUSSES 1. Prefabricated wood roof trusses shall be as designed by the truss manufacturer. Bridging size and spacing by truss manufacturer unless noted otherwise. Contractor shall submit shop drawings, erection drawings and design calculations sealed by an engineer, registered in the state of Idaho, for review prior to manufacture. Calculations and shop drawings shall show any special details required at bearing points. All connectors shall be Simpson or equivalent with current ICC approval. 2. Truss manufacturer to design trusses for lateral load (LAT. = xxxx) in pounds, as shown on plans. Lateral loads are ASD level loads. 3. Additional trusses shall be supplied as required to support mechanical equipment. 4. All truss-to-truss and truss-to-beam connectors per truss manufacturer. 5. Wood truss design to be a deferred submittal item. Truss package to be submitted to the Building Official prior to installation. G. GLUE LAMINATED BEAMS (GLB) 1. Glue laminated beams shall be 24F-V4 (cantilevers and continuous beams shall be 24F-V8) and have the following minimum properties: fb=2400 psi, Fv=265 psi, Fc (perpendicular)=650 psi, E=1,800,000 psi. All beams shall be fabricated using waterproof glue. Fabrication and handling per latest AITC and WCCA standards. Beams to bear grade stamp and AITC stamp and certificate. Moisture content shall be limited to 12% or less. H. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer lumber to have: Fb=2600 psi, Fv=285 psi, E=1.9x10^6psi 2. Double & triple LVL beams shall be nailed together as follows: Provide (2) rows of 16d sinkers at 12" O.C. for beams < 11 7/8" deep Provide (3) rows of 16d sinkers at 12" O.C. for beams > 11 7/8" deep 3. Beams w/ (4) or more plies shall be bolted together as indicated in the manufacturer's written specifications. J. WOOD STRUCTURAL PANELS 1. All wood structural panels shall be plywood or APA rated oriented strand board. Panels shall bear the stamp of an approved agency. Panels shall be of the span/index rating shown on the plans. Fastening shall be indicated on the plans. 2. All plywood shall be C-D interior sheathing with exterior glue. Plywood shall be 4-ply, minimum. K. SHOP DRAWINGS 1. Shop drawings shall be submitted for all structural items in addition to items required by architectural specifications. 2. The contractor shall review all shop drawings prior to submittal. Items not in accordance with contract drawings shall be flagged for review. 3. Verify all dimensions with architect. 4. Any changes, substitutions, or deviations from original contract drawings shall be redlined or flagged by submitting parties, shall be considered approved after engineers review, unless noted otherwise. 5. The engineer has the right to approve or disapprove any changes to the original drawings at anytime before or after shop drawings review. 6. The shop drawings do not replace the original contract drawings. Items omitted or shown incorrectly and are not flagged by the structural engineer or architect are not to be considered changes to the original contract drawings. 7. The adequacy of engineering designs and layout performed by the others rests with the designing or submitting authority. 8. Reviewing is intended only as an aid to the contractor in obtaining correct shop drawings. Responsibility for corrections shall rest with the contractor. M. SHEATHING 1.Roof sheathing: 15/32" wood structural panel: plywood or oriented strand board (O.S.B.) panel index = 32/16, unblocked, nail with 8d common nails at 6" O.C. at all boundaries and supported edges, 12" O.C. field. Minimum penetration 1" in supporting member (NER 272). 2.Floor sheathing: 3/4" (min.) wood structural panel: plywood or oriented strand board (O.S.B.) T & G, panel index = 48/24, unblocked, nail with 10d common nails at 6" O.C. at all boundaries and supported edges, 12" O.C. field. 3.Shear wall sheathing: Sheathing for shear walls shall be as indicated on the shear wall plans and schedules. Sheathing at shear walls may be installed with panels horizontal or vertical. All shear wall panels shall have minimum wood structural panel span rating of 24/0 or "Wall-16." N. STRUCTURAL STEEL 1. Hot-rolled structural steel shapes & plates shall be per ASTM A36 with the following exception. All W-Flange shapes shall be per ASTM A992. 2. Structural steel pipe shall be per ASTM A53 grade B, Tube steel per ASTM A500 Grade B. 3. Nuts & bolts in structural steel connections shall be per ASTM 325N, with hardened washers. Design is based upon bearing type connections with thread not excluded, therefore, no special inspection required, U.N.O. in note P below. 4. Anchor bolts shall be per ASTM A307 and F1554, U.N.O. 5. Welds shall be by E70XX, low hydrogen electrodes, all welding shall be performed in a shop approved by the building official. 6. Grout material for base plates shall be non-metallic, non-shrink, pre-packaged grout conforming to ASTM C 1107. P. SPECIAL INSPECTION / QUALITY ASSURANCE PLAN 1. The seismic lateral load resisting system consists of timber floor and roof diaphragms with wood shear walls and premanufactured shear walls. 2. Special inspections A. Special inspections shall be required for the following items and those shown in the inspection tables: • All field welding • All post-installed anchorage to concrete (periodic) • When required by the local building department: All timber elements of the lateral force resisting system components B. The owners shall employ special inspectors who shall provide additional inspections during construction in accordance with IBC section 17. C. All special inspections shall be performed by an independent certified inspector from an established testing agency, licensed and approved by the building department. D. The testing agency shall send copies of all structural testing and inspection reports directly to Vector Structural Engineering and all interested parties. 3. Structural testing is not required. 4. All reports shall be distributed on a monthly basis to the engineer of record, owner, contractor, and to the building official. 5. No structural observation is required. However, the engineer of record reserves the right to make field observations during construction approximately once per week. 6. Unless the owner decided to contract with a different special inspection compnay, its our understanding that the following company shall perform the special inspections: Atlas Idaho Falls, ID 83709 208-376-4748 R. DEFERRED SUBMITTALS 1. All deferred submittals shall be submitted to the Engineer of Record for review and approval prior to being submitted to the Building Department. Provide (2) Copies of each deferred submittal for the Architect and Engineer of Record to review prior to forwarding them to the Building department. With notation indicating submittal conforms to the design of the building. 2. Deferred submittals must be submitted to the Building Department within 90 days from the receipt of the building permit. 3. All calculations and shop drawings submitted for review must be stamped (sealed) by a licensed and registered professional engineer within the state or jurisdiction of the project construction. 4. The engineer(s) responsible for the design of the deferred submittal shall stamp (seal) and wet-sign those documents and calculations for which they are responsible. 5. Contractor shall review, coordinate and markup drawings prior to submitting them to the Architect/Engineer of record for review prior to installation or fabrication. 6. The following items may be deferred submittals: a. Manufactured wood roof trusses b. Concrete mix designs c. Steel shop and erection drawings d. Curtain Wall Design and Anchorage S. ICC APPROVAL SCHEDULE U. STEEL DECK NOTES 1. Steel deck shall conform to the latest edition of the American Iron and Steel Institute (AISI), specification for the design of cold-formed steel structural members and the Steel Deck Institute (SDI), design manual for composite decks, form decks, and roof decks. 2. Unless otherwise noted, decking shall be as follows: A. Roof Deck: Verco 18 gauge PLB Formlok deck (or approved equivalent) Deck to be attached per Detail 3/S4. 3. Permanent suspended loads shall not be supported from the steel roof deck. 4. Steel decks that form part of a panel system exposed to the environment shall be zinc coated in conformance with ASTM A 653, G60. All other decks which form part of a panel system within the envelope of the building, shall be zinc coated in conformance with ASTM A 653/A 653, G60. 5. During erection, any construction live loads shall be distributed to prevent damage to the previously installed deck components. Concentrated construction loads of 200 LBS or less distributed over a 1FT wide section of deck shall not require any further distribution. For concentrated construction loads over 200 LBS, working platforms shall be provided underneath the loads so that the resulting uniform construction load on the deck does not exceed 50 PSF. Damaged deck sections shall be removed and replaced. 6. Deck units must have a minimum of three supporting structural elements unless prior approval during the shop drawings review process is obtained. T. CONCRETE MASONRY UNITS (CMU) 1. Masonry units shall be grade N-II units, 2000 psi, conforming to the latest ASTM designation C-90 & in addition, the quality control standards of the Concrete Masonry Association of California & Nevada. (Design F'M = 1500 psi.) 2. Portland cement shall conform to ASTM designation C-150 & be as specified for concrete. 3. Mortar mix shall conform to the requirements of I.B.C. table 2103.7, type S, & project specifications. Mortar shall attain a compressive strength of 2000 psi at 28 days. 4. Grout shall conform to the requirements of section 2103 of I.B.C. for coarse grout. Use sufficient water for grout to flow into all joints of the masonry without segregation. Grout shall attain a compressive strength of 2000 psi at 28 days. 5. Provide a minimum of 1/2" grout between main reinforcing & masonry units. 6. Low lift construction, maximum grout pour height is 4 feet. 7. Cells shall be in vertical alignment. Dowels in footings shall be set to align with cores containing reinforcing steel. 8. Refer to architectural drawings for surface & height of units, laying pattern & joint type. 9. Special inspection is required for all CMU walls per I.B.C. section 1704. 1 1 e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E DE S C R I P T I O N DW N : CH K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H AR R 03 / 2 4 / 2 3 S1 Wells Holmes, P.E. ST R U C T U R A L G E N E R A L N O T E S ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 ICC-ES ESR SCHEDULE A35 SIMPSON 2606 CS16 SIMPSON 2105 FHA18 SIMPSON 2105 GBC SIMPSON 2605 H1 SIMPSON 2613 H10 SIMPSON 2613 HDU2 SIMPSON 2230 JUS24-2 USP 3445 KST224 USP 3445 LSSH USP 3446 LSSU SIMPSON 2551 LTP4 SIMPSON 2606 LUS24-2 SIMPSON 2549 MP4F USP 3445 DUAL SPECIFICATION TABLE CS16 RS150 ST6224 KST224 A35 MPA1 LUS24-2 JUS24-2 H1 RT15 H10 RT16A LTP4 MP4F LSSU LSSH ANCHOR BOLT RETROFIT TABLE S1, S2, NON-SHEAR SAME AS 1.2" Ø A.B. S3 & S4 12" O.C. STRUCTURAL SHEET INDEX SHEET # SHEET NAME ORIGINAL REV # REV DATE S1 STRUCTURAL GENERAL NOTES ● 1 07-21-23 S1.1 STANDARD DETAILS AND SCHEDULES ● S2 FOUNDATION & SHEAR WALL PLAN ● S3 ROOF FRAMING PLAN ● S4 TRASH ENCLOSURE PLANS ● S5 MISC. SITE ELEMENTS ● SD-1 STRUCTURAL DETAILS ● 1 07-21-23 SD-2 STRUCTURAL DETAILS ● ABBREVIATIONS A.B. ANCHOR BOLT ADD'L ADDITIONAL ALG'D ALIGNED ARCH'L ARCHITECTURAL DRAWINGS BLDG BUILDING BLK BLOCK BLK'G BLOCKING BM BEAM BRG BEARING C.L. CENTERLINE CANT'L CANTILEVERED CLG CEILING CMU CONCRETE MASONRY UNIT COL COLUMN CONSTR. CONSTRUCTION CONT CONTINUOUS DBL DOUBLE DTL DETAIL EL ELEVATION EOR ENGINEER OF RECORD F.S FAR SIDE FND FOUNDATION FTG FOOTING GLB GLUE LAMINATED (BEAM) H.D. HOLD DOWN HDR HEADER HORIZ. HORIZONTAL LSL LAMINATED STAND LUMBER LVL LAMINATED VENEER LUMBER RELEASE DATE: MARCH 24th, 2023 ICC-ES ESR SCHEDULE MPA1 USP 3445 PHD USP 0200 RPS SIMPSON 2608 RS150 USP 3445 RT15 USP 3445 RT16A USP 3445 SDS SIMPSON 2236 SET-XP SIMPSON 2508 ST6224 SIMPSON 2105 STAD USP 2787 SW18x9 SIMPSON 1267 TITEN HD SIMPSON 2713 UPHD USP 0200 DUAL SPECIFICATION TABLE HDU2 PHD2A HDU4 PHD4A HDU5 PHD5A HDU8 PHD8A HDU11 UPHD11 STHD10 STAD10 STHD14 STAD14 ST1884 ABBREVIATIONS MECH'L MECHANICAL DRAWINGS MFR MANUFACTURED N.S. NEAR SIDE N.T.S. NOT TO SCALE O.C. ON CENTER O.D. OUTSIDE DIAMETER o/ OVER OPP OPPOSITE OPT'L OPTIONAL OSB ORIENTED STRAND BOARD PL PLATE PSL PARALLEL STRAND LUMBER REQ'D REQUIRED SCH'D SCHEDULE SHT SHEET SHTH'G SHEATHING SIM SIMILAR STL STEEL SW STRONG-WALL T & B TOP & BOTTOM T & G TONGUE & GROOVE T.O.F. TOP OF FOOTING T.O.W. TOP OF WALL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE u/ UNDER VERT. VERTICAL w/ WITH 1 07-21-23 RTI PLANCHECK 07/27/2023 DBL 2x TOP PL SPLICE @ CENTERLINE OF STUD NOTE: WHERE SPLICE LENGTH IS LESS THAN 5'-0" INSTALL CMST12 STRAP AT PLATE SPLICES. STRAPS ARE NOT REQUIRED WHERE ONE OF THE PLATES IS CONTINUOUS FOR AT LEAST 5'-0" IN EACH DIRECTION. (TYPICAL AT EACH SIDE OF SPLICE) 5'-0" MIN. MIN. (18) SDS25300, U.N.O. MULTIPLE KING-STUDS, WHERE OCCURS PER PLAN 2x TRIMMER, ATTACH TRIMMERS TO KING- STUDS w/ 16d SINKERS @ 12" O.C. MULTIPLE TRIMMERS, WHERE OCCURS PER PLAN 2x KING-STUD, ATTACH KING STUDS w/ 16d SINKERS @ 12" O.C. HDR, SEE FRAMING PLAN (3) 16d SINKERS, KING STUD TO PL, U.N.O. REDWOOD OR PRESSURE TREATED DF SILL PL ANCHOR BOLTS PER FOUNDATION PLAN BEAM PER FRAMING PLAN STRAP PER PLAN (2) 2x TOP PL, U.N.O. 6" MAX. PLAN (2 ) 2 x 4 K . P O S T2x6 FLAT2x R I D G E B M2x6 FLAT2x4 AT 24" O.C. OVERFILL FOR SPANS < 4'-0" 2x6 AT 24" O.C. OVERFILL FOR SPANS > 4'-0" (2) 2x4 w/ LUS24-2 HGR EACH END 2x6 RIDGE BEAM FOR 2x4 OVERFILL 2x8 RIDGE BEAM FOR 2x6 OVERFILL (2) 2x4 KING POST PROVIDE (2) 2x4 INTERMEDIATE SUPPORT TO MAIN ROOF FOR OVERFILL SPANS > 8'-0" MAIN ROOF BOUNDARY NAILING 2x6 FLAT w/ (2) 8d NAILS @ 16" O.C. TO ROOF DECK. NAIL EACH OVERFILL RAFTER TO 2x6 FLAT w/ (3) 16d SINKER TOENAILS. BOUNDARY NAILING 16d SINKERS @ 8" O.C. MFR BLOCKING PANEL w/ GANG NAIL PL CONNECTIONS SEE SHEAR TRANSFER DTL FOR ADDITIONAL REQUIREMENTS 3/8" STRUCTURAL WOOD PANEL, PLYWOOD OR OSB, NAIL TO FRAMING o/ SHEAR WALLS PER THE SHEAR WALL SCHEDULE, OTHERWISE ATTACH w/ 8d @ 6" O.C., ALL SIDES. SILL PLATE o/ SHEAR WALLS SHALL BE ATTACHED PER SHEAR TRANSFER DTL CONNECTION SCHEDULE, OTHERWISE ATTACH w/ 16d SINKERS @ 8" O.C. 2x4 TOP, BOTTOM, & SIDES 2x4 FLAT BLK'G @ PANEL EDGES 2x4 SILL PLATE 2x4 SILL PLATE 2x6 SILL PLATE 2x6 SILL PLATE 3"x3" STL PLATE WASHER PER PLAN SHEAR WALL SHTH'GSHEAR WALL SHTH'G 4-1/2"x3" STL PLATE WASHER PER PLAN SHEAR WALL SHTH'G 3"x3" STL PLATE WASHER PER PLAN SHEAR WALL SHTH'G 3"x3" STL PLATE WASHER PER PLAN (@ DOUBLE-SIDED SHEAR WALL)(@ DOUBLE-SIDED SHEAR WALL) MAX. 1/ 2 " 1.ALL SHEAR WALLS SHALL BE FRAMED TO THE MINIMUM LENGTHS SHOWN ON THE PLANS WITH THE TOLERANCES INDICATED ON THE TABLE ABOVE, UNLESS A MINIMUM WALL LENGTH IS SHOWN ON THE PLANS. 2.ALL SHEAR WALLS SHALL TERMINATE ON AT LEAST (1) FULL HEIGHT STUD. ADDITIONAL STUDS OR SOLID POSTS SHALL BE INSTALLED AS REQUIRED FOR HOLDOWNS WHERE THEY OCCUR. 3.8d COMMON NAIL SHANK DIAMETER = 0.131", 16d SINKER SHANK DIAMETER = 0.148". 4.FOR "P3", "P4", & "P5" SHEAR WALLS, ALL FRAMING RECEIVING EDGE NAILING FROM ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. AS AN ALTERNATE, (2) 2x STUDS MAY BE USED PROVIDED THEY ARE NAILED TOGETHER w/ (2) 16d SINKERS @ 6" O.C. FULL HEIGHT. 5.FOR "P2", "P3", "P4", & "P5" DOUBLE-SIDED SHEAR WALLS, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3-INCH NOMINAL OR WIDER AT ADJOINING PANEL EDGES AND NAILS ON EACH SIDE SHALL BE STAGGERED. 6.ALL ANCHOR BOLTS SHALL HAVE 7" MINIMUM EMBEDMENT. 7.ALL SHEAR WALL ANCHOR BOLTS SHALL INCLUDE A STEEL 3"x3"x0.229" PLATE WASHER BETWEEN THE SILL PLATE AND NUT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 3/4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. ANCHOR BOLTS & PLATE WASHERS ARE TO BE OFFSET TOWARD THE SHEATHED WALL EDGE TO LIMIT THE GAP BETWEEN THE EDGE OF WASHER TO SHEATHING TO A MINIMUM OF 1/2". WHERE BOTH SIDES OF A 2x6 WALL ARE SHEATHED, A STEEL 4-1/2"x3"x0.229" PLATE WASHER SHALL BE CENTERED ON THE SILL PLATE, PER DTL 2 / S1.1. NOTES: 1. FOR STEEL BEAMS CARRYING FLOOR TRUSSES, PROVIDE TIMBER FILLER PER DTL BELOW. 2. ALTERNATE HANGERS MAY BE USED AT THE CONTRACTOR'S OPTION. SUBMIT TO ENGINEER OF RECORD FOR APPROVAL. 3. HANGERS APPLICABLE FOR TIMBER BEAMS. STL BM PER PLAN w/ TIMBER FILLER. BOLT FILLER TO BM w/ (2) 3/4" A 307 BOLTS @ 24" O.C., PROVIDE FILLER @ FACE w/ HANGERS ONLY ROOF TRUSS PER PLAN WHERE OCCURS NAILER & FILLER AS SHOWN IN DTLS FLR TRUSSES PER PLAN, WHERE OCCURS HGR PER TABLE ABV, NAIL @ ALL HOLES TYPICAL STEEL BEAM ALG'D POST TOP PL MFR GIRDER TRUSS TYPICAL LGT2 INSTALLATION NOTES: 1. INSTALL CS16 STRAPS TO 2x STUDS ABOVE AND BELOW FLOOR FRAMING. NAIL EACH END w/ (11) 10d NAILS. (STRAP LENGTH = 48"). 2. WHERE UPLIFT OCCURS ABOVE HDR OR BM, INSTALL STRAP PER SCHEDULE AT EACH TRIMMER OR POST 3. FLOOR TO FLOOR STRAPS REQ'D ALIGNED WITH ROOF TRUSS ABOVE TYPICAL CS16 ADD 2x6 BLK'G 14 " M I N . ALIG'D POST BOTTOM CHORD OF TRUSS TOP PL 14 " M I N . O R T O TO P C H O R D NOTES: 1. TIE-DOWN CAPACITIES ARE BASED ON SPRUCE PINE FIR 2. TRUSS UPLIFT OF LESS THAN 200lbs: TIE-DOWN NOT REQ'D 3. SEE TYPICAL HOLDOWN ANCHORAGE DETAIL FOR HDU HOLDOWN INSTALLATION FDN SOLE PL TOP PL, RAKED WHERE OCCURS ST U D H E I G H T ELEVATION VIEW SHEAR WALL OPENING SHEAR WALL MATERIAL CS16 STRAP o/ WALL SHEATHING o/ 2x BLK'G w/ 8d @ 3" O.C., TYP. (STRAP REQ'D ABOVE OPENING ONLY AT DOOR) TO SHEAR WALL ENDS EXTEND STRAPS 4'-0" BEYOND OPENING OR TYPE A MFR TRUSS 16d SINKERS @ 4" O.C. BLK'G PANEL SIDE TO TRUSS VERT., FOR MFR'S BLK'G PANEL PROVIDE A35 @ 6" O.C. TO TRUSS VERT. BLOCKING PANEL PER DTL SHEAR WALL PER PLAN DBL BOUNDARY NAILING 16d SINKERS OR A35, PER SCHEDULE UPLIFT HARDWARE PER TRUSS CALCS & DTL . DBL BOUNDARY NAILING DRAG TRUSS EDGE NAILING SHEAR WALL PER PLAN DBL BOUNDARY NAILING DRAG TRUSS EDGE NAILING SHEAR WALL PER PLAN 2x CONT. AS REQ'D 16d SINKERS OR A35, PER SCHEDULE A35 OR LTP4, PER SCHEDULE 16d SINKERS OR A35, PER SCHEDULE DOUBLE BOUNDARY NAILING FLOOR DECK 16d SINKERS @ 4" O.C. BLOCKING TO VERTS IN TRUSS BLOCKING PANEL PER DTL EDGE NAILING SHEAR WALL PER PLAN WHERE OCCURS, SEE PLAN 16d SINKERS OR A35 PER SCHEDULE MFR FLOOR TRUSS TYPE B TYPE C TYPE D MFR FLOOR DRAG TRUSS 16d SINKERS OR A35 PER SCHEDULE DBL BOUNDARY NAILING EDGE NAILING SHEAR WALL PER PLAN EDGE NAILING DBL BOUNDARY NAILING 2x CONT. AS REQ'D SHEAR WALL PER PLAN LTP4 PER SCHEDULE 7 / S1.1 7 / S1.1 14 / S1.1. W N D NOTES: 1. HOLES & NOTCHES SHALL NOT OCCUR IN THE SAME STUD. 2. WHERE HOLES OR NOTCHES EXCEED THOSE SHOWN ABOVE, REPAIR PER TABLE BELOW. 3. ALL NOTCHES IN BEARING OR SHEAR OR EXTERIOR WALLS REQUIRE REPAIRS. RPS STRAP PER TABLE TOP PL PLATE NOTCHES OR HOLES ALLOWABLE HOLES OR NOTCHES FOR NON-BEARING, NON-SHEAR OR INTERIOR PARTITIONS (NO REPAIR REQ'D) NOTCH IN STUD BORED STUD CTS STRAP PER TABLE, WHEN REPAIR REQUIRED SS/HSS PER TABLE WHEN REPAIR REQUIRED NOTES: 1. USE RPSZ FOR SILL PLATE. 2. CENTER STRAPS @ NOTCH OR HOLE. 3. WHERE ROOF TRUSS OR FLOOR JOIST IS BEARING WITHIN STUD BAY OF THE HOLE OR NOTCH, INSTALL AN ADDITIONAL STUD DIRECTLY BELOW THE TRUSS OR JOIST UNLESS NO RPS STRAP IS REQUIRED OR WHERE EXISTING STUD FACE IS WITHIN 3" OF TRUSS OR JOIST FACE. 4. NOTCHES & HOLES MUST BE SEPARATED BY "2xD" OR "2xN". 5. WHERE MULTIPLE HOLES ARE LOCATED ADJACENT TO EACH OTHER, THE STRAP REPAIR MAY BE WITH A CS16 STRAP ON EACH SIDE OF THE UPPER PLATE. THE STRAPS AND NAILING SHALL EXTEND AT LEAST 9" BEYOND EACH END OF THE WHOLE GROUP. NAILING BETWEEN THE HOLES IS NOT REQUIRED. NAILS IN THE CS16 STRAPS MAY BE N8'S OR N10'S. STUD NOTCHES OR HOLES 2x STUD WALL 40% W MAX. NOTCH DEPTH 60 % W M A X . NO T C H L E N G T H 5/8" MIN.60% W MAX. W e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 S1.1 Wells Holmes, P.E. ST A N D A R D D E T A I L S A N D S C H E D U L E S ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 N.T.S.9TYPICAL TOP PLATE SPLICE N.T.S.8TYPICAL WALL FRAMING N.T.S.6TYPICAL OVERBUILD N.T.S.7TYPICAL BLOCKING PANEL N.T.S.2TYP. SHEAR WALL WASHERS DETAIL N.T.S.1STANDARD SHEAR WALL SCHEDULE 1. THIS TABLE ASSUMES IBC WIND LOADS w/ 115 mph, EXP. "C" AT EXTERIOR WALLS & 5 psf LATERAL LOAD AT INTERIOR WALLS. 2. THIS TABLE ASSUMES AXIAL DL = 710 lb/ft, LL = 760 lb/ft. AT EXTERIOR AND INTERIOR WALLS. 3. THIS TABLE ASSUMES IBC 5psf LATERAL LOAD @ INTERIOR WALLS. NOTES: 1-3/4 x 7-1/4 LVL STUDS @ 16" O.C. 27'-0" 30'-0" 30'-0" 1-3/4 x 5-1/2 LVL STUDS @ 16" O.C. 20'-6" 21'-6" 22'-0" (2) 2x8 DFL #2 @ 16" O.C. 29'-6" 29'-6" 30'-0" 2x8 DFL #2 @ 12" O.C. 25'-6" 28'-0" 30'-0" 2x8 DFL #2 @ 16" O.C. 22'-0" 26'-6" 27'-0" (2) 2x6 DFL #2 @ 16" O.C. 22'-6" 22'-6" 22'-6" 2x6 DFL #2 @ 12" O.C. 18'-6" 21'-6" 22'-0" 2x6 DFL #2 @ 16" O.C. 16'-6" 19'-6" 20'-0" EXTERIOR INTERIOR INTERIOR STUD WALL TYPE BEARING AND/OR SHEAR WALLS (MAX. HEIGHT) NON-BEARING AND NON-SHEAR WALLS (MAX. HEIGHT) STUD HEIGHT TABLE N.T.S.15TYPICAL TRUSS HANGERS N.T.S.14TYPICAL TRUSS ANCHORAGE CF2.0 2'-0" WIDE x 12" THICK (3) #4 CONT. CF1.33 1'-4" WIDE x 12" THICK (2) #4 CONT. CF1.0 1'-0" WIDE x 10" THICK (2) #4 CONT. F4.5 4'-6" SQ. x 18" THICK (5) #4 EACH WAY, T & B F4.0 4'-0" SQ. x 24" THICK (6) #4 EACH WAY, T & B F3.5 3'-6" SQ. x 12" THICK (5) #4 EACH WAY F3.0 3'-0" SQ. x 12" THICK (4) #4 EACH WAY F2.5 2'-6" SQ. x 12" THICK (4) #4 EACH WAY F2.0 2'-0" SQ. x 12" THICK (3) #4 EACH WAY MARK SIZE REINFORCING, BOTTOM FOOTING SCHEDULE N.T.S.4STANDARD STUD TABLE OVER 7'-0" AND UP TO 10'-0" ± 6" OVER 5'-0" AND UP TO 7'-0" ± 4" OVER 3'-0" AND UP TO 5'-0" ± 3" UP TO 3'-0" ± 2" SPECIFIED SHEAR WALL LENGTH ACCEPTABLE SHEAR WALL TOLERANCE SHEAR WALL LENGTH TOLERANCES P4 & P5 BOTH SIDES MATCH SINGLE WALL MATCH SINGLE WALL MATCH SINGLE WALL SDWS22600 DB SCREWS @3" O.C. STAGGERED (3xSOLE PLATE REQ'D) SINGLE WALL x2 S5 P2 & P3 BOTH SIDES 3/8" PLYWOOD OR O.S.B.MATCH SINGLE WALL MATCH SINGLE WALL 16d SINKERS @ 2" O.C. (3xSOLE PLATE REQ'D)SINGLE WALL x2 S4 P5 3/8" STRUCT I PLYWOOD 8d COMMON NAILS @ 2" O.C. 8d COMMON NAILS @ 12" O.C. 16d SINKERS @ 2" O.C.730 plf 895 plf S4 P4 3/8" PLYWOOD OR O.S.B. 8d COMMON NAILS @ 2" O.C. 8d COMMON NAILS @ 12" O.C. 16d SINKERS @ 2" O.C.640 plf 895 plf S4 P3 3/8" PLYWOOD OR O.S.B. 8d COMMON NAILS @ 3" O.C. 8d COMMON NAILS @ 12" O.C 16d SINKERS @ 3" O.C.490 plf 685 plf S3 P2 3/8" PLYWOOD OR O.S.B. 8d COMMON NAILS @ 4" O.C. 8d COMMON NAILS @ 12" O.C. 16d SINKERS @ 4" O.C.350 plf 520 plf S2 P1 3/8" PLYWOOD OR O.S.B. 8d COMMON NAILS @ 6" O.C. 8d COMMON NAILS @ 12" O.C. 16d SINKERS @ 6" O.C.260 plf 365 plf S1 SEISMIC WIND MARK MIN. BLOCKED MATERIAL EDGE / BOUNDARY NAILING FIELD NAILING SOLE PL NAILING, WHERE OCCURS WALL CAPACITY DEFAULT SILL ANCHORAGE, U.N.O. SHEAR WALL SCHEDULE S4 2x 12" O.C. 16" O.C. 1040 plf S3 2x 16" O.C. 24" O.C. 740 plf S2 2x 24" O.C. 32" O.C. 520 plf S1 2x 32" O.C. 48" O.C. 370 plf MARK NOMINAL SILL PL THICKNESS 1/2"DIA A.B. SPACING 5/8"DIA A.B. SPACING CAPACITY SILL ANCHORAGE SCHEDULE N.T.S.13SHEAR TRANSFER AT OPENING P4 8" O.C. 2" O.C. (STAGGERED) P3 10" O.C. 3" O.C. (STAGGERED) P2 12" O.C. 4" O.C. P1 18" O.C. 6" O.C. SHEAR WALL A35 OR LTP4 16d SINKERS CONNECTION SCHEDULE N.T.S.3FOOTING SCHEDULE ≤ 2" ≤ 3-1/4" ≤ 12" (2) RPS28 ≤ 1 3/8" ≤ 2-1/8" ≤ 5-1/2" (2) RPS18 ≤ 1" ≤ 1-3/8" ≤ 2-1/2" (1) RPS18 ≤ 7/8" ≤ 1" ≤ 1" NONE HOLE DIA 'D' HOLE DIA 'D' NOTCH WIDTH 'N' (MAX NOTCH DEPTH = W/2)RPS STRAP 2x4 PLATE 2x6 PLATE 2x4 & 2x6 PLATE 60% 2" 3-1/4" 40% 1-3/8" 2-1/8" 25% 3/4" 1-3/8" HOLE / NOTCH % OF 'W' 2x4 STUD 2X6 STUD HOLE / NOTCH SCHEDULE BEARING OR SHEAR OR EXTERIOR WALL ≤ 2-3/4" ≤ 4-1/2" (2) CTS218 TWO-SIDED w/ 10d BEARING OR SHEAR OR EXTERIOR WALL ≤ 3/4" ≤ 1-3/8 (1) CTS218 w/ 10d NON-BEARING & NON-SHEAR & INTERIOR WALL ≤ 2-3/4" ≤ 4-1/2" (1) CTS218 w/ 10d HOLE DIA. 'D' HOLE DIA. 'D' 2x4 STUD 2x6 STUD REPAIR STUD HOLE REPAIR BEARING OR SHEAR OR EXTERIOR WALL ≤ 2-3/4" ≤ 4-1/2" ≤ 4-1/2" ≤ 4-1/2" (2) CTS218 TWO-SIDED w/ 10d BEARING OR SHEAR OR EXTERIOR WALL ≤ 2-1/2" ≤ 2-1/2" ≤ 2-1/2" ≤ 2-1/2" SS w/ 10d NON-BEARING & NON-SHEAR & INTERIOR...≤ 2-1/2" ≤ 4-1/2" ≤ 3-3/4" ≤ 4-1/2" (1) CTS218 w/ 10d NOTCH DEPTH NOTCH LENGTH NOTCH DEPTH NOTCH LENGTH 2x4 STUD 2x4 STUD 2x6 STUD 2x6 STUD REPAIR STUD NOTCH REPAIR N.T.S.12SHEAR TRANSFER < 6585 LBS HGT-2 (2) 2x4 POST w/ HDU4 @ BASE & (2) HDU2 @ TOP TO HGT-2. AT (1) PLY TRUSS, INSTALL 2X SHAPED FILLER ADJACENT TO TRUSS AT BEARING <1785 LBS LGT2 HDU2 & (2) 2x4 POST < 1265 LBS H16 OR CS16 HDU2 & (2) 2x4 POST < 845 LBS H10 OR H7Z OR CS16 NOT REQ'D < 400 LBS H1 OR CS16 NOT REQ'D < 365 LBS H2.5 OR CS16 NOT REQ'D UPLIFT LOAD PER TRUSS MANUFACTURER SIMPSON TIE-DOWN REQ'D ALIGNED HOLDOWN & POST STANDARD TRUSS TIE-DOWNS < 3410 LBS (2) CS16 (2) 2x4 POST < 1705 LBS CS16 2x4 POST UPLIFT LOAD PER TRUSS MANUFACTURER SIMPSON TIE-DOWN REQ'D ALIGNED POST STANDARD FLOOR-TO-FLOOR STRAP STEEL OR TIMBER 6" HGUS212-4 9155 FACE MOUNT STEEL OR TIMBER 6" HGUS210-4 8780 FACE MOUNT STEEL OR TIMBER 6" HGUS26-4 3940 FACE MOUNT STEEL OR TIMBER 3-1/2" HGUS48 6805 FACE MOUNT STEEL OR TIMBER 3-1/2" HGUS46 3940 FACE MOUNT STEEL OR TIMBER 3-1/2" HHUS46 2580 FACE MOUNT STEEL OR TIMBER 3-1/2" LUS46 1000 FACE MOUNT STEEL OR TIMBER 3" HGUS210-2 8650 FACE MOUNT STEEL OR TIMBER 3" HGUS28-2 6805 FACE MOUNT STEEL OR TIMBER 3" HGU26-2 3940 FACE MOUNT STEEL OR TIMBER 3" HHUS26-2 2580 FACE MOUNT STEEL OR TIMBER 3" LUS26-2 1000 FACE MOUNT STEEL OR TIMBER 1-1/2" HGUS28 5720 FACE MOUNT STEEL OR TIMBER 1-1/2" HGUS26 3750 FACE MOUNT STEEL OR TIMBER 1-1/2" HUS26 2565 FACE MOUNT STEEL OR TIMBER 1-1/2" LUS210 1275 FACE MOUNT CARRYING MEMBER CARRIED MBR WIDTH HANGER TYPE MAX. REACTION (FROM TRUSS CALCS.) (LBS)NOTES MFR TRUSS TO BEAM HANGERS N.T.S.5NOT USED N.T.S.11DRILLING & NOTCHING OF PLATES & STUDS N.T.S.10NOT USED 07/27/2023 A 1 CONTROL JOINTS ALONG POUR STRIP @ +/-12'-0" O.C. @ REENTRANT CORNERS, SEE DTL 3/SD-1 NOTE: FUTURE SLAB & REINFORCING BY OTHERS EDGE OF SLAB, EXTEND REINF. DOWELS INTO FUTURE SLAB PER DTL 2/SD-1 4" CONC. POUR STRIP w/ #4 @ 18" O.C. EA. WAY @ SLAB MIDHEIGHT o/ 6" AGGREGATE BASE o/ 10 mil VAPOR BARRIER PER GEOTECHNICAL REPORT 2 SD-1 TYP 2 SD-1 TYP 4 SD-1 TYP 2 SD-1 TYP 2 SD-1 TYP B C D E F G H 2 3 4 5 F4.0 F3.5 F3.5 S1HDU11HDU11S1 S1 S4 S4HD19S1 7 SD-1 TYP @ CURBHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLF4.0 F4.0 F4.0 CURB PER ARCH'L CURB PER ARCH'LF4.5 F4.5 F4.5 F4.5 8 SD-1 TYP OF (4) F3.5 F3.5HSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLFOUNDATION NOTES: 1.CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 2.ALL EXTERIOR WALLS, INTERIOR BEARING WALLS & SHEAR WALLS TO BE ATTACHED TO THE FOUNDATION w/ Ø1/2" x 10" LONG ANCHOR BOLTS (7" EMBED.) AT 48" O.C., U.N.O. SEE THIS PLAN & SHEAR WALL SCHEDULE FOR ANCHOR BOLT REQUIREMENTS AT SHEAR WALLS. ANCHOR BOLTS AT SHEAR WALLS TO HAVE WASHERS PER SHEAR WALL SCHEDULE ( ). ALL OTHER ANCHOR BOLTS TO HAVE WASHERS PER NOTE "E" IN GENERAL NOTES (S1). 3.ALL HOLDOWNS SHALL BE INSTALLED AS SHOWN ON DETAIL 4.ISOLATED FOOTINGS & INTERIOR STRIP FOOTINGS TO BE CENTERED BELOW POSTS & BEARING/SHEAR WALLS, RESPECTIVELY. 5.SEE SHEET FOR FOOTING SCHEDULE. 6.MASA MUDSILL ANCHORS MAY BE USED IN PLACE OF ANCHOR BOLTS, INSTALLED AT THE SAME SPACING INDICATED FOR ANCHOR BOLTS, INCLUDING REDUCED SPACING AT SHEAR WALLS. 7. STRIP & REMOVE EXISTING VEGETATION. REMOVE UNCONTROLLED FILL. OVEEXCAVATE AND REPLACE w/ PROPERLY COMPACTED FILL AS REQUIRED PER GEOTECHNICAL REPORT. POINTS TO SILL ANCHORAGE & INDICATES "MARK" NOTE: SEE SHEET FOR SILL ANCHORAGE SCHEDULE SILL ANCHORAGE KEY S1.1 S1.1 S1.1 --- XX A 1 B C D E F G H 2 3 4 5 P1 NO H.D. 14' -4"HDU11HDU11P1 18 ' - 10 " P1 20' -0" NO H.D. P1 NO H.D. 14' -6" MIN CONT. SHTH'G P3 6' - 4" P3 6' - 4"HD19SD-2 5 P3 6' - 6" P3 6' - 6" SD-2 5 SD-2 5HSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLXX POINTS TO SILL ANCHORAGE & INDICATES "MARK" NOTE: SEE SHEET S1.1 FOR SHEAR WALL SCHEDULE SEE SHEET 1/SD-1 FOR WALL TIE & HOLDOWN ANCHORAGE SCHEDULE SHEAR WALL KEY NOTE: WHERE STRAP HOLDOWN IS ATTACHED TO A SINGLE KINGSTUD & A SINGLE TRIMMER, ATTACH THE TWO TOGETHER w/ (2) 16d SINKERS @ 6" O.C. FULL HEIGHT OR w/ LTP4 @ 12" O.C. FULL HEIGHT. NOTE: SHEAR WALL SHEATHING MAY BE ON EITHER SIDE OF INDICATED WALL. NOTE: ALL EXTERIOR SHEARWALL SHEATHING TO BE ON MAIN LOAD BEARING WALLS, NO POP-OUT WALLS. e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 S2 Wells Holmes, P.E. FO U N D A T I O N & S H E A R W A L L P L A N ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 1/4" = 1'-0" FOUNDATION PLAN 1/4" = 1'-0" SHEAR WALL PLAN 07/27/2023 A 1 2 1 1 2 MFR ROOF TRUSSES @ 24" O.C. RTU = 1500 LBSREFER TO DTL 7/SD-2 FOR RTU TO ROOF ATTACHMENT 2 SD-2 1 SD-2 3 SD-2 6 SD-2 SIM 12 SD-2 TYP 2 SD-2 1 SD-2 STL CANOPY PER DTL 8/SD-2 STL CANOPY PER DTL 8/SD-2 L70 CLIP FASCIA TO FASCIA B C D E F G H 2 3 4 5 RTU = 1500 LBSREFER TO DTL 7/SD-2 FOR RTU TO ROOF ATTACHMENT 12' - 0"4' - 0"HSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4STL COLHSS5X5X1/4 STL COL H S S 5 X 5 X 1 /4 S T L C O L 6x 6 H D R 6x10 HDR 6x10 HDR (ABV) 6x 6 H D R 5-1/8x13 1/2 HDR5-1/8x13 1/2 HDR 6x8 HDR HS S 1 0 X 5 X 1 / 4 S T L B M HUC HGR 6x8 HDR 6x8 HDR 6x8 HDR DBL TOP PL ALONG THE LONG SIDE OF THE BLDG TO BE DFL #1, TYP DBL TOP PL ALONG THE LONG SIDE OF THE BLDG TO BE DFL #1, TYP HUC HGR 6 SD-2 TYP 5-1/8x10-1/2 BM 6x12 BM @ SAME ELEV. AS AWNING6x6 POSTw/ ECC CAP6x6 POSTw/ ECC CAPBLK'D DIAPH. w/ 10d @ 4" O.C. AT ALL PANEL EDGES o/ 2x FLAT BLK'G BLK'D DIAPH. w/ 10d @ 6" O.C. AT ALL PANEL EDGES o/ 2x FLAT BLK'G ROOF SHTH'G, TYP. SEE STRUCTURAL GENERAL NOTES SHEET S1 CMST12 STRAP BM TO PL, TYP EA. END 13 SD-2 4' - 0"12' - 0" BLK'D DIAPH. w/ 10d @ 6" O.C. AT ALL PANEL EDGES o/ 2x FLAT BLK'G BLK'D DIAPH. w/ 10d @ 4" O.C. AT ALL PANEL EDGES o/ 2x FLAT BLK'GHSS5X5X3/16STL COLHSS5X5X3/16STL COL6x8 POSTDTL 9/SD-26x8 POSTDTL 9/SD-2STL CANOPY PER DTL 8/SD-2 PROVIDE 6x6 BLK'G PER DTL 11/SD-2 w/ (2) A35 CLIP POST TO BLK'GHSS6X6X3/8CANT'L STL COLHSS12X4X3/16 CANT'L STL BMHSS6X6X3/8CANT'L STL COLHSS12X4X3/16 CANT'L STL BM HSS12X4X3/16 CANT'L STL BMHSS6X6X3/8CANT'L STL COLHSS6X6X3/8CANT'L STL COLHSS12X4X3/16 CANT'L STL BM HS S 1 2 X 4 X 3 / 1 6 ST L B M HS S 1 2 X 4 X 3 / 1 6 ST L B M HS S 1 2 X 4 X 3 / 1 6 ST L B M HS S 1 2 X 4 X 3 / 1 6 ST L B M HS S 1 2 X 4 X 3 / 1 6 ST L B M HS S 1 2 X 4 X 3 / 1 6 ST L B M6x8 POSTDTL 9/SD-2HSS10x2x1/8 STL SLATS PER ARCH'L, TYP SLATS PER ARCH'L TYP HSS10x2x1/8 STL6x8 POSTDTL 9/SD-2CONN. BM TO BM PER DTL 9/SD-1 HS S 1 2 X 4 X 3 / 1 6 CA N T ' L S T L B M HS S 1 2 X 4 X 3 / 1 6 CA N T ' L S T L B M HS S 1 2 X 4 X 3 / 1 6 CA N T ' L S T L B M HS S 1 2 X 4 X 3 / 1 6 CA N T ' L S T L B M HSS12X4X3/16 STL BM HSS12X4X3/16 STL BM HSS12X4X3/16 STL BM HSS12X4X3/16 STL BM HSS12X4X3/16 STL BM HSS12X4X3/16 STL BM 11 SD-1 9 SD-1 9 SD-1 TYP. 12 SD-1 TYP. SD-1 10 FRAMING NOTES: 1.ALL FRAMED WALLS TO BE 2x @ 16" O.C. (MAX) PER ARCHITECTURAL PLANS AND SHALL MEET REQUIREMENTS OF WALL TABLE ON SHEET 2.FOR 2x6 FRAMED WALLS AT HEADERS (HDR): A.PROVIDE (1) 2x6 TRIMMER & (2) 2x6 KING STUD AT OPENINGS < 6'-0" U.N.O. B.PROVIDE (2) 2x6 TRIMMER & (3) 2x6 KING STUD AT OPENINGS ≥6'-0" & ≤10'-0" U.N.O. C.PROVIDE (2) 2x6 TRIMMER & (4) 2x6 KING STUD AT OPENINGS ≥10'-0" & ≤14'-0" U.N.O. NOTE: KINGSTUDS NOT REQUIRE AT BEAMS (BM) 3.FACE NAIL MULTIPLE 2x POSTS WITH 16d SINKERS @ 6" O.C. 4. 5. 6.ALL GLULAM BEAMS TO HAVE STANDARD CAMBER (R = 2000') U.N.O. 7.PROVIDE (2) 2x POST EACH END OF ALL BEAMS & GIRDER TRUSSES, U.N.O. PROVIDE CONTINUOUS LOAD PATH TO FOUNDATION WITH POSTS, CRIPPLES, AND SQUASH BLOCKS AS REQUIRED. 8.BEAM AND HEADER SIZES INDICATED ON THE PLANS ARE MINIMUM SIZES. LARGER SIZES MAY BE INSTALLED AT THE CONTRACTOR'S OPTION. 9.CONTINUOUS TOP PLATE MAY BE USED IN LIEU OF ST6224 STRAP FROM BEAM TO PLATE. 10.SUBMIT SHOP DRAWINGS OF CUSTOM STEEL BUCKETS TO ENGINEER OF RECORD FOR APPROVAL. 11.SEE ARCH'L FOR ROOF SLOPE AND TOP OF STEEL ELEVATIONS. SHADED AREAS ARE TYPICAL OVERFILL, STICK FRAMED PER DETAIL OR OVERBUILD TRUSSES PER TRUSS MANUFACTURER INTERIOR BEARING WALLS S1.1. 6 / S1.1 ROOF TRUSS PROFILE DIAGRAMS TYPICAL TRUSS LOADING DIAGRAM DEAD LOAD = 23 psf SNOW LOAD = 35 psf - 0 psf SEE TABLE SEE TABLE SNOW DRIFT LOAD CALLOUT 1. psf INDICATES LOAD TO ROOF SYSTEM IN ADDITION TO WHAT IS CALLED OUT IN THE DESIGN CRITERIA 2. DIM SHOWS ROOF SURFACE AFFECTED DRIFT WIDTH DRIFT LOAD @ PERIMETER psf 01 72 14'-0" SNOW DRIFT LOADING LEGEND 02 37 7'-1" e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 S3 Wells Holmes, P.E. RO O F F R A M I N G P L A N ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 1/4" = 1'-0" ROOF FRAMING PLAN 07/27/2023 6" CONCRETE SLAB 4 S4 TYP HS S 8 X 6 X 1 / 4 S T L B M HS S 1 2 X 4 X 3 / 1 6 RI M B M HS S 8 X 6 X 1 / 4 S T L B MHSS4X4X1/4STUB COLHSS4X4X1/4STUB COLHSS4X4X1/4STUB COLHSS4X4X1/4STUB COLCMU WALL BELOW SLOPE PER ARCH'L 1 S4 TYP 18ga PLB ROOF DECK w/ CONN. PER DTL 3/S4 2 S4 TYP @ STUB COL LOCATIONS ROOF BM PER PLAN L2x2x1/4 ANGLE ROOF DECK PER PLAN BOUNDARY FASTENERS 3/16 2-12 EDGE RIM PER PLAN (DOES NOT OCCUR ON LOW SLOPED END OF BM) 3/16 3/16 3/16 CORNER CONN. PLAN VIEW 5" CMU WALL BELOW 1/2"x8"x6" STL PL STL COL. PER PLAN 3/16 EDGE RIM BM PER PLAN & DTL 1/- STL BM PER PLAN 1/2"x5-1/2" SQ STL PL PLB DECK PER PLAN 3/16 3 (2) 3/4"x6" HEADED STUD ANCHOR EMBEDDED INTO CMU BOND BM BELOW BM TO COL. CONN. CONNECTIONS TO SUPPORTS PER SCHEDULE VSC2 SIDELAP CONNECTIONS PER SCHEDULE METAL DECK PER PLAN NOTES: 1. WELDED CONNECTIONS MAY BE REQ'D AT SOME SUPPORT LOCATIONS, SEE DETAILS FLOOR DECK PER PLAN THICKNESS OF STEEL SUPPORTS FASTENER PATTERN AT SUPPORTS PERPENDICULAR TO DECK SPACING AT SUPPORTS PARALLEL TO DECK VERCO SIDELAP CONNECTION MIN. DIAPHRAGM CAPACITY (ASD) 0.125" -0.25"HILTI X-EDNK19 4 PER 3'-0" SHEET 6" O.C.18" O.C.356 PLF 0.188" -0.375"X-HSN 24 4 PER 3'-0" SHEET 6" O.C.18" O.C.356 PLF TRELLIS COL. w/ CONN. (WHERE OCCURS) 2' - 6" 24 " 2' - 0 " L A P 0' - 3 " C L R . 30 " M I N . 7' - 6 " M A X . #4 VERTS @ 24" O.C. & AT EA. CORNER, CENTERED IN WALL PROVIDE 8" BEND AT ALL CORNERS, TYP. DOWELS TO MATCH VERT. WALL REINF. SIZE & SPACING w/ 8" HOOK, ALT. DIRECTIONS TOP OF FINISHED GRADE OR CONC. SLAB, WHERE OCCURS #4 CONT. HORIZ. REINF. @ TOP, BOTTOM, & MIDHT. w/ 24" MIN. LAP 8" CMU SCREEN WALL, CENTERED ON FTG, GROUT BELOW GRADE & AT REINF. CELLS ONLY CONC. CURB PER ARCH'L (2) #4 CONT., LAP = 2'-0" CONC. SLAB PER PLAN (3) #4 CONT., LAP = 2'-0" e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 S4 Wells Holmes, P.E. TR A S H E N C L O S U R E P L A N S ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 1/2" = 1'-0" TRASH ENCLOSURE FOUNDATION PLAN 1/2" = 1'-0" TRASH ENCLOSURE ROOF PLAN N.T.S.1 N.T.S.2 N.T.S.3 N.T.S.4 07/27/2023 DRILLED PIER SCHEDULE LOCATION OVERHEAD CLEARANCE BAR H (ft) 3'-6" D (ft) 2'-0" E (ft) 2'-6" Db (in)VERT REINF. PRE-MENU BOARD 3'-6"2'-6"1'-6" DIRECTION SIGN 3'-6"1'-6"1'-6" SE E A R C H ' L "E " P E R S C H E D U L E "H " P E R S C H E D U L E "D" PER SCHEDULE 3" C L R 3" CLR 4" MIN. FINISH GRADE BASEPLATE, COVER, AND SIGN BY OTHERS (3) #3 TIES IN TOP 5" & @ 8" O.C. 1-1/2" MAX. THICK, 5,000 PSI GROUT (4) ANCHOR BOLTS. SEE SCHEDULE FOR DIAMETER OF BOLTS ("Db") VERT. REINF. PER SCHEDULE. EQUALLY SPACED 3/4" 1/2" 1/2" (6) #6 (8) #6 (6) #5 MIN. 4" MIN. 4" 3' - 6" 2' - 9 " BASEPLATE, COVER, AND SIGN BY OTHERS 3'-6" THICK FOOTING w/ #5 @ 12" O.C., EACH WAY. TOP & BOTTOM CONDUIT WHERE OCCURS, BY OTHERS 4" CL FOOTING TOP OF FOOTING TO BE 2" ABOVE GRADE 1/2"⌀ANCHOR BOLTS EMBEDED 20" INTO CONCRETE, TYP. OF (4) CL FOOTING PLAN VIEW 5" MIN. 17 " M I N . TYP. 3 1/2" MIN.4' - 0 " 5' - 6" 12 " BASEPLATE AND COLUMN ABOVE BY OTHERS 1/2"⌀ANCHOR BOLT EMBEDED 20" INTO CONCRETE, TYP. OF (8) CL OF COLUMNS & BASEPLATES TOP OF FOOTING TO BE 2" ABOVE GRADE STEP DOWN TO ALLOW ROOM FOR DRIVE AISLE CURB 4'-0" THICK FOOTING w/ #5 @ 12" O.C. EACH WAY, TOP & BOTTOM CL OF FOOTING CONDUIT BELOW AS OCCURS PLAN VIEW 1' - 0" DIA. 3" 2' - 9 " 2' - 6 " CONCRETE DOME PIPE BOLLARD PER ARCH'L SEALANT FINISH PAVING SURFACE CONCRETE FILLED e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 S5 Wells Holmes, P.E. MI S C . S I T E E L E M E N T S ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 N.T.S.1DRILLED PIERS FOOTING N.T.S.2MENU SIGN FOOTING N.T.S.3ORDER SCREEN AND CANOPY FOOTING N.T.S.4SITE BOLLARD DETAIL 07/27/2023 #4 x 5'-0" CENTERED @ HOLDOWN @ CORNER USE 30° 30° STRAP HOLDOWN SEE SHEAR WALL PLAN POST, SEE HOLDOWN SCHEDULE EDGE NAILING @ POST ABOVE HOLDOWN MIN. (2) 2x POST FLOOR JOIST WHERE OCCURS CONC. WALL / FOUNDATION PER PLAN (S E E S C H ED U L E ) MI N . E M B E D CL R . MI N . 3 " #4 x 5'-0" CENTERED @ HOLDOWN @ CORNER USE 30° 30° HOLDOWN A.B. PER SCHEDULE HDU HOLDOWN POST PER SCHEDULE CONC. WALL / FOUNDATION PER PLAN ADD'L #4 VERT. WITHIN 3" OF EA. SIDE OF EA. HOLDOWN A.B. w/ MATCHING DOWELS IN FOOTING BELOW STRAP HOLDOWN HDU HOLDOWN ANCHORAGE ANCHORAGE (CAST IN PLACE) HOLDOWN SSTB ANCHORAGE (RETROFIT) ALL THREAD ROD (NOTE 1) ALL THREAD ROD (NOTE 2 & 3) HOLE DIAMETER EMBEDMENT POST HDU2 -SDS2.5 SSTB24 Ø 5/8" F1554 Ø 5/8" F1554 3/4"10"(2) 2x HDU4 -SDS2.5 SSTB24 Ø 5/8" F1554 Ø 5/8" F1554 3/4"10"(2) 2x HDU5 -SDS2.5 NONE Ø 5/8" F1554 Ø 5/8" F1554 3/4"13"(2) 2x HDU8 -SDS2.5 NONE Ø 7/8" F1554 Ø 7/8" F1554 1"18"(3) 2x NOTES: 1. PROVIDE 2-1/8"x2-1/8"x3/8" STEEL PLATE w/ (2) NUTS @ CAST IN PLACE ANCHORS. 2. RETROFIT ALL-THREAD ROD IN HOLES w/ SIMPSON SET-XP EPOXY. PREPARE HOLES & INSTALL EPOXY PER MFR DIRECTIONS w/ EMBEDMENT AND EDGE DISTANCES AS SHOWN. 3. SIMPSON SET-XP EPOXY PER ICC-ES 2508. 4. INCREASE FOOTING DEPTH AS REQUIRED FOR 3" MIN. COVER BELOW BOLT & COORDINATE EXACT LOCATIONS WITH THE FRAMING CONTRACTOR. 5. HOLDOWNS MAY BE INSTALLED 4" MAX. FROM SHEAR WALL EDGE. BOUNDARY NAILING MUST BE PROVIDED @ STUDS ALIGNED WITH HOLDOWNS. HDU11 -SDS2.5 NONE Ø 1" F1554 N/A N/A 18"6x6 OR 4x6 HD19 -SDS2.5 NONE Ø 1-1/8" F1554 N/A N/A 24"6x6 2' - 0" 8" 36 " M I N . 8" 3" C L R . (2) #4 CONT. CONSTRUCTION JOINT #4 @ 18" O.C. w/ 12" HOOK. EXTEND 24" INTO FUTURE SLAB SLAB PER PLAN 2x PRESSURE TREATED SILL PL ANCHOR BOLTS PER PLAN #4 HORIZ. CONT. #4 TOP & BTM CONT, 3RD BAR @ MID-HEIGHT w/ 2'-0" LAP #4 DOWELS @ 18" O.C. w/ STD HOOKS ALT. DIR. 8" CONT. STEM WALL, U.N.O. EDGE NAILING SHEAR WALL PER PLAN REINFORCEMENT, SEE PLAN PE R P L A N TH I C K N E S S " t " PLASTIC "T" SAWCUT OR TEAR-OFF t/ 4 9" 1 1 / 2 " 7 1 / 2 " 7 1/2" 1 1/2" 9" 2 3 / 4 " 2 3 / 4 " 5 1 / 2 " 2 3/4"2 3/4" 5 1/2" CORNER BASEPLATE 2 3/4"2 3/4" 5 1/2" 12 " 1 1 / 2 " 9" 1 1 / 2 " A A TYPICAL BASEPLATE 1/2" THICK BASE PL COL. PER PLAN (2) 3/4" Ø A307 ANCHOR BOLTS w/ 10" MIN. EMBED. & DBL NUTS & WASHERS CONC STEM WALL PER PLAN C.L. COL. 1/4 TOP OF CONC. STEM WALL PROVIDE (4) #4 VERTS w/ 12" HOOKS w/ #3 TIES AT 9" O.C. STL COL PER PLAN 1-1/2" MAX. DRYPACK NON- SHRINK GROUT (5000 psi MIN.) ANCHOR BOLTS ENCLOSED w/ (3) #3 TIES IN TOP 5" SECTION A-A 2018 IBC REINFORCEMENT LAP SPLICE SCHEDULE FOR CONCRETE & CMU LAP O F B A R DI A . BAR SIZE NO.DIA. 3 0.375 fc = 3000 PSI OTHER SPLICES CLASS 'A' TOP BAR SPLICES CLASS 'B' 12"16" CLASS 'A'CLASS 'B' 13"17" fc = 4000 PSI OTHER SPLICES CLASS 'A' TOP BAR SPLICES CLASS 'B' 12"16" CLASS 'A'CLASS 'B' 18"17" fc = 4500 PSI OTHER SPLICES CLASS 'A' TOP BAR SPLICES CLASS 'B' 12"16" CLASS 'A'CLASS 'B' 12"16" 4 0.500 13"17"17"22"12"16"15"19"12"16"14"18" 5 0.625 17"22"22"29"15"19"19"25"14"18"18"24" 6 0.750 25"32"32"42"21"28"28"36"20"26"26"34" 7 0.875 42"55"55"71"36"47"47"61"34"45"45"58" 8 1.000 55"71"71"93"47"62"62"80"45"58"58"76" 9 1.128 70"91"91"118"60"78"78"102"57"74"74"96" 10 1.270 88"115"115"149"77"99"99"129"72"94"94"122" 11 1.410 109"142"142"184"94"123"123"159"89"116"116"150" CMU LAP SPLICES 19" 30" 46" 64" 87" 131" 148" 169" 209" NOTES: 1. ALL LAP SPLICE LENGTHS ARE CLASS 'B' UNLESS NOTED OTHERWISE. 2. CONCRETE LAP PLENGTHS SHALL BE INCREASED BY 20% WHERE EPOXY COATING IS USED. 3. TOP BAR IS ANY HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW IT. STANDARD 90° HOOKS BAR SIZE NO.DIA. (db) 3 0.375 STANDARD HOOK EXTENSIONS, 'L' HOOK BEND RADIUS, 'R' 4.5"1.125" 4 0.500 6" 5 0.625 7.5" 6 0.750 9" 7 0.875 10.5" 8 1.000 12" 9 1.128 13.5" 10 1.270 15" 11 1.410 16.5" 1.5" 1.875" 2.25" 2.625" 3" 4.5" 5" 5.5"RL = 12db db 90° STIRRUP & TIE HOOKS BAR SIZE NO.DIA. (db) 3 0.375 STANDARD HOOK EXTENSIONS, 'L' HOOK BEND RADIUS, 'R' 2.25"1.125" 4 0.500 3" 5 0.625 3.75" 6 0.750 9" 7 0.875 10.5" 8 1.000 12" 1.5" 1.875" 2.25" 2.625" 2.625"R#5 & SMALLER, L = 6db #6, #7, & #8, L = 12db dp STANDARD 180° HOOKS BAR SIZE NO.DIA. (db) 3 0.375 STANDARD HOOK EXTENSIONS, 'L' HOOK BEND RADIUS, 'R' 2.5"1.125" 4 0.500 2.5" 5 0.625 2.5" 6 0.750 3" 7 0.875 3.5" 8 1.000 4" 9 1.128 4.5" 10 1.270 5.1" 11 1.410 5.7" 1.5" 1.875" 2.25" 2.625" 3" 4.5" 5" 5.5"RL = 4 d b db 135° STIRRUP & TIE HOOKS BAR SIZE NO.DIA. (db) 3 0.375 STANDARD HOOK EXTENSIONS, 'L' HOOK BEND RADIUS, 'R' 2.25"1.125" 4 0.500 3" 5 0.625 3.75" 6 0.750 4.5" 7 0.875 5.25" 8 1.000 6" 1.5" 1.875" 2.25" 2.625" 2.625"RL = 6dp dp SEISMIC HOOKS BAR SIZE NO.DIA. (db) 3 0.375 STANDARD HOOK EXTENSIONS, 'L' HOOK BEND RADIUS, 'R' 3"1.125" 4 0.500 3" 5 0.625 3.75" 6 0.750 4.5" 7 0.875 5.25" 8 1.000 6" 9 1.128 6.8" 10 1.270 7.6" 11 1.410 8.5" 1.5" 1.875" 2.25" 2.625" 3" 4.5" 5" 5.5"RL = 6dp dp 1 3 5 ° * *CIRCULAR HOOPS SHALL NOT HAVE A BEND LESS THAN 90° ADJUST WALL LOC. FOR BRICK, WHERE OCCURS ANCHOR BOLT PER PLAN 2x P.T. SILL PL ALT. SLAB LOCATION 4" CONC. SLAB, U.N.O. FOOTING PER DTL 2/- #4 DOWELS AT 24" O.C. 8" CONC. STEM WALL EDGE NAIL SHEAR WALL PER PLAN 36 " M I N . 3" C L R . CONSTRUCTION JOINT #4 TOP & BOTT. CONT. 3rd BAR AT MID-HEIGHT REQ'D FOR STEM WALLS OVER 2'-6" SE E A R C H ' L 6" M A X . DOWEL TO FUTURE SLAB PER DTL 2/- STL COL. PER PLAN 3/16" STL BM PER PLAN 1/2" x 10" STL PL w/ (2) 3/4" STL THRU BOLTS EA. SIDE (AS ALTERNATE, WELD OUTRIGGER DIRECTLY TO BM w/ 3/16" FILLET WELD) STL OUTRIGGER PER PLAN 3/16" AT WOOD COLUMN, SEE DTL 9/SD-2 BETWEEN BEAMS AT BEAMS/COLLUMNS 3/16" 2" C9x13.4 CHANNEL w/ (2) SDS25300 SCREWS TO EA. BLK & STUD (16" O.C. MAX) TRELLIS SLATS PER ARCH'L 2x BLK'G OR BEAM WHERE OCCURS WOOD STUD WALL PER PLAN STL COL PER PLAN 1/4 OR FRAMING & ABV PER PLAN (NOT SHOWN) SECTION "A-A" A (12) # 5 VERTS w/ 8" HOOK (3) # 3 TIES IN TOP 5" & @ 12' O.C. A 1-1/2" MAX. NON-SHRINK GROUT STEEL COLUMN PER PLAN 12"x12"x3/4" BASE PL C.L. COLUMN, FOOTING, BASE PL STL COL (4) 3/4" Ø F1554 FR. 36 ANCHOR BOLTS w/ DBL NUTS & WASERS, EMBED. 18" COLUMN & FOOTING. FOR SIZE & REINF. SEE PLAN C.L. 0' - 1 1/2" TYP. 1/4 SE E P L A N 4" 0' - 3 " C L R SEE PLAN C.L. OF COL. = C.L. OF FRAMED WALL & FOOTING CONC. PIER, 21" SQ. MIN CONST. JOINT 36 " M I N . 1/4 OR HSS BM PER PLAN HSS BM PER PLAN 1/4 OR OPTION A OPTION B STL BM OR TRELLIS MBR PER PLAN (SKEWED AND/OR SLOPED WHERE OCCURS) STL BM OR TRELLIS MBR PER PLAN BEAM PER PLAN 1/8 PJP e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 SD-1 Wells Holmes, P.E. ST R U C T U R A L D E T A I L S ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 N.T.S.1STEM WALL HOLDOWN SCHEDULE 1 07-21-23 RTI PLANCHECK N.T.S.2 N.T.S.3N.T.S.4 N.T.S.5 N.T.S.6 N.T.S.7 N.T.S.11 N.T.S.12 N.T.S.8 N.T.S.9 N.T.S.10 1 1 1 07/27/2023 5'-3" MAX. 1/2"x7 1/4" STL END PL w/ (2) 1/2" Ø THRU BOLTS (2) 1-3/4" x 7-1/4" LVL FASCIA BM 1/4 TYP WOOD COL PER PLAN 3/4" Ø BOLTS THRU WOOD COL w/ 3x3x1/4 STL PL WASHER 2x6 LEDGER BETWEEN CANT'L CHANNELS ATTACH TO WALL STUDS w/ (2) 16d SINKERS AT EA. STUD C6x10.5 CANT'L CHANNEL @ 12'-3" O.C. MAX 1/2"x4"x12" STL END PL 2x6 JOISTS @ 16" O.C. w/ LUS HGR EA. END, NOT SHOWN FOR CLARITY. PROVIDE SHEATHING ON TOP OF CANOPY PER NOTE K CONN. TOP & BTM OF POST TO PL USING (2) A35 CLIPS @ EA. END 2x4 OR 2x6 PARAPET STUD ADJACENT TO EA. TRUSS OR BUILT INTO TRUSS PER TRUSS MFR BOUNDARY NAILING 2x BLK w/ (2) 16d SINKERS 'P1' SHTH'G UPLIFT HARDWARE AS REQ'D PER TRUSS CALCS & DTL 14/S1.1 2x STUD WALL PER PLAN w/ FULL HEIGHT 'P1' SHTH'G, TYP. U.N.O. EDGE NAILING TO 2x BLK'G (2) 16d SINKERS @ 3" O.C. FULL HEIGHT, PARAPET STUD TO TRUSS, WHERE OCCURS ROOF SHTH'G CANTILEVERED PARAPET 2x6 PARAPET STUD ADJACENT TO EA. TRUSS L90 EA. BRACE TO 2x8 NAILER BOUNDARY NAILING TO 2x4 BLK'G, TYP. 2x6 BRACE @ 48" O.C. STUD, w/ ROOF SHTH'G (8) 16d SINKERS 'P1' SHTH'G 16d SINKERS @ 6" O.C. BLK TO BLK MFR ROOF TRUSS, DESIGN FOR ±850 lb LOAD AT BRACE ATTACHMENT MST12 STRAP BRACE TO TOP CHORD NOTE: SEE 'CANTILEVERED PARAPET' OPTION FOR INFORMATION NOT SHOWN 1 1 2' - 0 " M A X . 8' - 0 " M A X . BRACED PARAPET 6' - 0 " M A X ., ( 2 ) 2 x 6 S T U D S 4' M A X . , 2 x 4 S T U D S 5' - 6 " M A X . , 2 x 6 S T U D S 2x8 CONT. NAILER w/ (2) 16d SINKERS @ 8" O.C. NOTE: AS AN ALTERNATE, PARAPET MAY BE BUILT INTO THE TRUSS -TRUSS DESIGNER TO INCLUDE 42.2 PSF (0.6W) WIND LOAD BRACED PARAPET ROOF TRUSS PER PLAN EDGE NAILING TO 2x BLK'G ROOF SHTH'G 2x6 DF # 2 CONT. LEDGER w/ (2) 16d SINKERS EA. STUD & EA. BLK 2x BLK'G LSTA24 BLK TO BLK AT 32" O.C. FOR 6'-0" BOUNDARY NAILING LTS12 STRAP AT 16" O.C.(WRAP AROUND STUD) CMST14 STRAP AT LEDGER SPLICE OR STL COL 2x BALLOON FRAMED STUD WALL PER PLAN w/ FULL HEIGHT 'P1' SHTH'G, TYP. U.N.O. FO R 6 ' - 0 " M A X . P A R A P E T ) 5' - 6 " M A X . (D B L S T U D @ 1 6 " O . C . R E Q ' D CANTILEVERED PARAPET 8' - 0 " M A X . 2x BALLOON FRAMED STUD WALL PER PLAN MST12 STRAP BRACE TO BLK'G LSTA STAPS NOT SHOWN FOR CLARITY (3) 2x4 BLK'G 2x6 BRACE @ 32" O.C. w/ ROOF SHEATHING. SEE DTL 1/-FOR CONN. INFO MFR ROOF TRUSS, DESIGN EA. TRUSS FOR +/-115 plf LOAD AT BRACE ATTACHMENT (+/-230 plf TOTAL) NOTE: SEE 'CANTILEVERED PARAPET' OPTION FOR INFORMATION NOT SHOWN 3/8" x 5 1/2" x 1'-0" STL PL STL COL PER PLAN TOP PL 1/4" x 2" SDS SCREWS, TYP. OF (4) 3/16 4" M I N . 4" MIN. CORNER CONDITION NOTE: AT BALLOON FRAMED WALL LOCATIONS, ATTACH STL. PLATE TO BLK'G AT ROOF SHEATHING ELEV. PER DTL 11/- STL TUBE OR CHANNEL BM PER PLAN 1/4 TYP STL COL PER PLAN, SEE DTL 4/- FOR CONNECTION TO TOP PL MECH'L UNIT BY OTHERS PROVIDE 2x6 BLK'G AT EACH EDGE OF MECH. UNIT 2x6 ALIGNED w/ EDGE OF MECHANICAL UNIT, ATTACH TO TRUSS OR BLK'G w/ HW HGR DUCT HOLES UP TO 22" SQ. MAY BE CUT IN SHEATHING w/o ADD'L REINF. DUCTING PER MECH'L FLASHING BY OTHERS, TYP. ROOF SHEATHING ROOF CURB, BY OTHERSCONNECTION OF UNIT-TO- CURB PER MFR. MIN. (3) #12 SCREWS EA. SIDE OF UNIT BUILT-UP PLYWOOD OR 2x SHIM w/ 16d SINKERS @ 8" O.C., VERIFY HEIGHT w/ UNIT MFR COL PER PLAN STL C6x10.5 CHANNEL ALIGN w/ CENTER OF KING STUD GROUP, TYP 2x6 FASCIA, TYP 2x6 JOISTS @ 16" O.C. MAX. w/ LUS HGR's EA. END, TYP (2) 1-3/4" x 7-1/4" LVL FASCIA BM 4' - 6 " M A X . HDR, TRIMMERS & KING STUDS PER PLAN ADD WALL STUD AT END OF CANOPY TO SUPPORT LEDGER, TYP NOTE: FOR CHANNEL CONNECTION TO STL COL SEE DTL 10/- 9 SD-2 5"x12"x1/4" STL PL BM SEAT w/ (3) 1/2" Ø THRU BOLTS 3" 3" 3" 3" 3 1/2" 3" 3" 3" 3" 5" 3/16 3 SIDES 3/16 3 SIDES BM PER PLAN STL COL PER PLAN 5 1/2" BM PER PLAN STL COL PER PLAN PARAPET CONN. PER DTL1/-or 2/- EDGE NAILER TO 2x BLK'G HDR PER PLAN WINDOW PER PLAN SHEARWALL PER PLAN EDGE NAIL, TYP. FULL HT 3x STUD w/ 1/2" COUNTER SUNK BOLTS @ 12" O.C., WELD TO STL STL COL PER PLAN SEE DTL 2/-FOR INFO NOT SHOWN (2) A35 CLIPS TOP & BTM @ EA. END EDGE NAILING TO 6x6 BLK'G STL COL PER PLAN 1/4" PL TOP & BOTT., EXTEND 1/2" BEYOND BM STL COL. PER PLAN STL BM PER PLAN 3/16 TYP. 3/16 TYP. STL COL. & BM PER PLAN 3/16 TYP. OPTION B OPTION A ELEV. VIEW 2x TOP & BOTT. PL w/ 1/2" DIA. HEADED STUD ANCHORS,TOP & BOTT. ROOF SHEATHING BOUNDARY NAILING TIMBER FILLER AS REQ'D BEAM PER PLAN MFR ROOF TRUSSES HGR, PER DTL 15 / S1.1 NOTE: AS AN ALTERNATE -PROVIDE BM POCKET IN TRUSS & PROVIDE PANEL BLK'G ABOVE THE BM PER DTL 7/S1.1 e n g i n e e r s W W W . V E C T O R S E . C O M EN G : RE V . # DA T E : BY : DA T E D E S C R I P T I O N DW N : C H K : Copyright © 2022 Vector Structural Engineering, LLC This drawing contains proprietary information belonging to Vector Structrual Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. D r a p e r , U t a h ( 8 0 1 ) 9 9 0 - 1 7 7 5 RT I JW H A R R 0 3 / 2 4 / 2 3 SD-2 Wells Holmes, P.E. ST R U C T U R A L D E T A I L S ST A R B U C K S - RE X B U R G , I D 22 8 0 E . 1 4 t h N . Am m o n , I D 8 3 4 0 1 U1477.009.221 I D F I R M L I C E N S E N U M B E R 1 0 4 4 9 - 0 N.T.S.9 N.T.S.1 N.T.S.2 N.T.S.4 N.T.S.10 N.T.S.7 N.T.S.8 N.T.S.6 N.T.S.3 N.T.S.5 N.T.S.11 N.T.S.12 N.T.S.13 07/27/2023