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HomeMy WebLinkAboutStructural Plans GENERAL STRUCTURAL NOTES Lap3( nles3°ated otherwise) 5. Wood G. Welding: a. f'c'c= 2500-3500-3500 ps.i. A. General Framing i. Certification of Welders: All shop and field welding shall be executed by AWS certified � 1. #6 and smaller- 36 bar diameters I. Dimensional lumber joists and headers shall be Douglas-Fir Larch #2 or better. welders. Certification shall be considered current if dated within the past 12 months. 2. #7 and larger- 45 bar diameters ii. Wall studs shall be Douglas-Fir Larch stud grade or better. Top plates shall be Welders will be considered certified if they have been certified by AWS and their work rn M 1. 2012 International Building Code Design Criteria (ASCE 7-10) b. f'c= 4000 p.s.i. or greater Douglas-Fir Larch #2 or better. records are current within every six month period thereafter as required by AWS. A. Floor Live Load . . N.A. 1. #6 and smaller- 29 bar diameters iii. All load-bearing door and window headers shall be(2) 200's with filler unless noted Certification and records must comply with AWS Standards. Certification and c = B. Roof Live Load . . . . . . . . . . . . . . . 20 psf 2. #7 and larger- 36 bar diameters otherwise. Timberstrand LSL headers may be substituted for the(2) 2x10's. appropriate records must be provided to the inspector prior to beginning work. C. Roof Snow Load Data c. Lap splice lengths may be decreased by 25%for slabs on grade and horizontal wall 91" LVLired to support a girder truss N. Electrodes: E-70XX or as noted otherwise. E-60XX may be used for welding steel Z o Ground Snow Load P9. . . . . . . . . . . 15 psf reinforcing. iv. (2) 14 xg 's shall be used for all headers required gu floor and roof decks. _ o Flat-roof Snow Load P .25 psf unless noted otherwise on the drawings. iii. Minimum Welds: All intersecting steel shapes which are not bolted shall be connected f P d. Increase lap splice lengths by 50%where epoxy coated bars are used. W a Exposure Factor Ce. . . . . . . . . . . 1.0 v. All multiple beams and headers shall be nailed using 2 rows of 16d nails®12"o.c. b a fillet weld all around, unless noted otherwise. P iii. Stagger splices in walls so that no two adjacent bars are spliced in the some Y (,7 Importance Factor Is. . . . . . . . . . . . .1.0 location, unless shown otherwise. vi. All point loads shall be solid blocked to the foundation. iv. Welded reinforcing bars shall be ASTM A706 Grade 60. .- Thermal Factor C . . . . . . . . . . . . 1.0 vii. Double trimmers shall be used to support beams and headers greater than 6'-0" v. All flare bevel and flare V groove welds shall be filled flush. Z a "' t iv. Make all bars continuous around corners or provide corner bars of equal size and Z c E. Wind Design Data unless noted otherwise on the drawings. D. Bolted Connections: _ G" spacing. N Ultimate Design Wind Speed Veit. . . . . . 115 mph v. Vertical bars in walls, grade beams, and piers to terminate in footings with ACI viii. Nailing shall be as indicated on the drawings or in Table 2304.9.1 of the International i. Use ASTM A325N bolts for hot-rolled steel to steel connections unless noted otherwise Q W Nominal Design Wind Speed Vasil. . . . . . 90 mph Building Code, whichever is more restrictive. in the drawings. All connections shall conform to the RCSC"Specification for "' standard hooks(12 bar diameters) to within 4"of the bottom of the footing unless � W 11 Risk Category. . . . . . . . . . . . . . . . .II ix. The contractor shall comply with the 2009 version of the International Building Code. Structural Joints Using ASTM A325 or A490 Bolts". Z Z noted otherwise. 9 Exposure. . . . . . . . . . . . . . . . . .C x. The contractor may substitute deeper, wider, or better grades of lumber. Any other !I. All A325 bolts shall be full ti htened to the"Snu Ti ht"condition in accordance with vi. Horizontal wall reinforcing shall terminate at the ends of walls with a 90 degree hook Y 9 9 9 Internal Pressure Coefficient . . . . . . . .f0.18 changes must be approved by the engineer. Component&Cladding . . . . . . . . . .See ASCE 7-10 Chapter 30 plus a 6 bar diameter extension, unless shown otherwise. the RCSC Specification Section 8.1. O V' T P 9' ' P vii. Horizontal wall reinforcing shall be continuous through construction and control joints. xi. Where 7'oriented strand board (OSB) is specified, �"structural 1 plywood sheathing E. Provide full height web stiffener plates to each side of all beams bearing on top of Z F. Earthquake Design Data is permitted. columns. Plate thickness shall match the thickness of the beam web except that the viii. Splices in horizontal reinforcement shall be staggered. Splices in two curtains(where P P t1J e Risk Category. . . . . . . . . . . . . . . .II xii. Provide mild steel late washers at all bolt heads and nuts bearing on wood. 1" 5 0 used) shall not occur in the same location. P 9 thickness need not exceed 44 unless noted otherwise on drawings. Importance Factor IQ meters . . . . . . .1.0 .a ix. Use chairs or other support devices as required for proper clearance. xiii. All fastenters(nails, screws, bolts, etc.) to be installed in preservative treated wood F. All structural steel, except lutes embedded in concrete or masonry, to have one coat d � Mapped Spectral Parameters pp q p P p p Y e rn x. Rebar hairpins shall be centered in slabs and shall be wire tied to the slab reinforcing shall meet the requirements of IBC 2304.9.5. min. of gray shop primer, 1.5 mil minimum thickness. m d Ss 0.20g P 9 (min.) 9 Y P S1. . . . . . . . . . . . . . . . . . . . . O.OSOg (if any). Rebar hairpins shall be continuous through walls and piers; lap splices in xiv. All wood posts/columns shall have appropriate Simpson (or equal) steel post/column w hair ins ma only occur in the floor slab unless noted otherwise. cap and base connectors unless noted otherwise. Install as per the manufacturer's 7. Special Inspections Site Class. . . . .Parameters . . . . . . .D e Y Y vL/ N Design Spectral Parameters xi. Unless noted otherwise, openings in walls shall be reinforced with #5 bar on all sides recommendations. 9 P A. Special inspection shall be provided by the owner as indicated on sheet GN2. u 2 SDS. . . . . . . . . . ,0.223g of the opening. Reinforcing shall extend 24" min. past the edge of the opening. For xv. Anchor bolts shall be embedded at least 7 inches into concrete foundation wall, and ` _ SD1. . . . . . . . . . . . . . . . . . .0.129g one layer of wall reinforcing provide(1) #5 bar around openings, for two layers provide spaced as shown on plans. There shall be a minimum of two bolts per sill plate with y c Seismic Design Category. . . . . . . . . . .B (2)#5 bars. one bolt located not more than 12 inches or less than 4 inches from each end of 8. Miscellaneous - Seismic Force ResistingSystem . . . . . . A.7. Special reinforced masonry shear walls each sill plate. A. The project specifications are not superseded by the General Structural Notes. Notes and en p y C. Control joints in slabs on grade are recommended to control cracking. See plans for B. I-Joists: details on the drawings shall take precedence over General Structural Notes and typical Seismic Response Coefficient Cs 0.045w control joint spacing and details. Response Modification Factor R . . . . . . 5.0 D. Slabs and grade beams shall not have joints in a horizontal plane. All reinforcement shall i. -joists are to be the size and designation as shown on the drawings. details. Should any of the detailed instructions shown on the plans conflict with the Analysis Procedure. . . . . . . . . . . . . .Equivalent Lateral Force Procedure be continuous through all construction joints. ii. I-joists are to be as supplied by!Level, RedBuilt, or on approved manufacturer. General Structural Notes, or with each other, the strictest provisions shall govern. G. Frost Depth . . . . . . . . . . . . . . . . . . 2'-0" E. Floor slab thickness and reinforcing shown in these drawings are adequate to support Installation, including nailing, blocking, and other construction details shall be in B. It is solely the responsibility of each contractor to follow all applicable safety codes and typical uniform loads only. Mountain View Engineering has not designed the slab for any accordance with the manufacturer's recommendations. regulations during all phases of construction. The engineer is not engaged in, and does specific concentrated forces such as those from vehicles, storage racks, or heavy C. LVL Beams: not supervise, construction. 2. Earthwork I. Laminated veneer lumber(LVL) beams are to be as shown on the drawings and are to C. Erection, Shoring, and Bracing A. Foundation Design Values(assumed) equipment(unless noted otherwise). have a modulus of elasticity E of 1,900,000 p.s.i. minimum. i. It is the contractor's responsibility to determine erection procedures and sequence, and I. Vertical Foundation Pressure- 1500 psf F. Welding of rebar is not allowed unless specifically indicated in the drawings. All ii. LVL beams are to be as supplied by Level, RedBuilt, or an approved manufacturer. to ensure the stability of the building and its component parts during erection. N ii. Lateral entoPressure 0 100 sf fit of depth emborcing p reinforcing, and dowels shall et securely tied to framework or to adjacent Bearing P / P Installation, including nailing, blocking, and other construction details shall be in ii. It is solely the contractor's responsibility to provide any temporary shoring, bracing, J reinforcing prior to placement of the concrete. Tack welding of rebar joints in grade J iii. Coefficient of Friction - 0.25 accordance with the manufacturer's recommendations. guys, and tie downs that may be necessary to provide adequate vertical and lateral beams, walls, or cages is not allowed. Where welding of rebar is shown in the drawings, Q B. The values listed u Section A reflect the presumptive load-bearingvalues allowed per IBC D. Glulam Beams: support. Such material is not shown on the drawings. Shoring and bracing shall remain LL all rebar to be welded shall be ASTM A706 Grade 60. Table 1806.2. Mountain View Engineering has made no investigation into the building site I. Glulam beams to be visually graded western species designation 24F-V4. in place until all permanent members are in place and all final connections are W Z soil conditions. E. Open Web Trusses(with steel web members): completed, including all roof and floor attachments. � Z C. Mountain View Enginering recommends that Owner/Contractor retain a licensed 4. Masonry I. Open web trusses are to be as shown on the drawings and are to be supplied by ii. The building shall not be considered stable until all connections are complete. eotechnical engineer to provide site specific design values or to verify the design values A. Materials: iv. The engineer has no expertise in, and takes no responsibility for, construction means 9 9� P P 9 Y 9 RedBuilt or an approved manufacturer. Installation, including nailing, blocking, bracing, 9 P P Y Z listed in Section A. The contractor shall follow all recommendations in soils report for !. Concrete Masonry Units: ASTM C90 Lightweight Grade N, minimum unit strength of and other construction details shall be in accordance with the manufacturer's and methods or job site safety during construction. Approval of submittals made by J LL subgrade preparation below footings, building pad, and pavement. 1900 p.s.i. or better(f'm = 1500 p.s.i.) the contractor which may contain information related to construction methods or Q 0 recommendations. N. Mortar: ASTM C270, Type"S" (Type"M"below grade) according to Section 2103 of the safety issues, or participation in meetings where such issues might be discussed, shall ii. All tributary, drift, unbalanced snow, mechanical, etc. loads shall be considered in the LJJ 3. Concrete and Reinforcement International Building Code. Type "N" mortar and masonry cement mortar are not design of the trusses. not be construed as voluntary assumption by the engineer of any responsibility for � F- Q A. Material Standards allowed. iii Any changes to the truss configuration shown on the plans shall be brought to the safety procedures. V Z 2 I. Concrete iii. Grout: ASTM C476, shall attain a compressive strength of 2000 ps ..i. attention of the engineer prior to construction. D. Equipment framing loads, openings, and structure in any way related to mechanical, = LU Q a. Footings: Exposure Classes F1, SO, PO, Cliv. Reinforcing: Grade 60 reinforcing steel shall comply with ASTM A615. Wire joint plumbing, or electrical requirements are shown for bidding purposes only. The contractor O 0 9 P 9 9 P Y to All truss engineering submittals shall be stamped by a licensed engineer. f'c= 4500 ps.i., max. w/cm ratio= 0.45 reinforcing shall comply with ASTM A951. F. Floor Sheathing shall coordinate this information with the involved trades before proceeding with such � U b. Exterior Walls: Exposure Classes F1, S0, P0, ClB. Construction Requirements: �„ portion of the work. Excess cost related to variation in these requirements shall be borne fn Cl) P i. Typical floor sheathing shall be OSB nailed with 8d nails 0 6"o.c. on all edges, and f'c= 4500 p.s.l., max. wArn ratio= 0.45 !. Mortar Joints: Joints shall be tooled regardless of interior finish. by the appropriate contractor. J Q J ®12"o.c. along intermediate framing members. E. The contractor shall notify engineer of an variations in dimensions. Q Q c. Interior Walls: Exposure Classes F0, S0, P0, CO ii. Masonry walls, beams, and columns shall be constructed with running bond, unless Y 9� Y J f'c= 3000 p.s.i., max. w/cm ratio= 0.50 noted otherwise. ii. Install sheathing panels with long dimension at right angles to framing with end joints F. The engineer is not responsible for any deviations from these plans unless such changes U) LL sta eyed. uJ M. Grouting Requirements: Grout shall be mechanicallyconsolidated and mechanically99 are authorized in writing by the engineer. Z d. Exterior Slabs: Exposure Classes Fi, m PO, = 9 q iii. Solid joist blocking required at all bearing points. Z = reconsolidated. 1 9 q 9 P G. The engineer has not performed any design and is not responsible for the seismic L1J f'c=Exposure psCl max. w/cm ratio= 0.40 G. Roof Sheathing anchorage of an mechanical or electrical components. Seismic anchorage of mechanical iv. Reinforcing bars shall not be welded unless specifically shown on drawings. In such 9 Y P 9 (� H F- e. Interior Slabs: Exposure Classes Fw cm PO,ratio CO 7 ' cases, use only AWS standards. Do not substitute reinforcing bars for D.B.A.'s or I. Roof sheathing shall be 7 OSB. Nail as indicated on the drawings. and electrical components shall be determined by the mechanical or electrical engineer f'c= 3500 p.s.i., max. w/cm ratio h 0.50 w f. Air content for Exposures F1-F3 must meet the requirements of Table 4.4.1 of ACI H.S.A.'s. ii. Install sheathing panels with long dimension at right angles to framing with end joints and shall be coordinated with the engineer and contractor. � w o p q C. Control Joints staggered. ti g o 318-08. Air-entraining admixtures shall conform to ASTM C260 iii. Solid joist blocking required at all bearing points. g. The cement type for Exposures Si-S3 must meet the requirements of Table 4.3.1 !. Provide vertical control joints to control cracking as per the National Concrete Masonry 1 9 9 9 P 9. Deferred Submittals Association's(NCMA) recommendations. A. Deferred submittal items are those portions of the design that are not submitted at the = m z of ACI 318-08. Cement shall conform to ASTM C150 0 0 0 h. Calcium Chloride admixture shall not be used in Exposures S2 and S3 !I. Horizontal reinforcing shall be continuous through control joints unless noted otherwise. 6. Structural Steel (ASD Design Basis) time of application, and have received prior approval from the building official to be v> j. Normal weight aggregates- ASTM C33 iii. Distance between joints should not exceed the lesser of L deferred. The following items are deferred submittals. Documents shall be submitted,5 times the masonry wall A. Material: reviewed, &approved by Mountain View Engineering &the Building Official prior to ii. Reinforcing height(including parapet, if any) and 25 feet. I. Angles, Plates, and Channels: ASTM A36(Fy= 36 k.s.i.) a. Rebar- ASTM A615 Grade 60(Fy= 60 ksi) iv. Provide control joints at locations of stress concentrations such as: ii. Wide Flanges: ASTM A992(Fy= 50 k.s.i.). installation. a. Changes in wall height Open Web Trusses b. Welded wire - ASTM A1064 9 9 iii. Tubes(HSS): ASTM A500, Grade B (Fy= 46 k.s.i.) o b. Changes in wall thickness, such as pipe and duct chases and pilasters c. Epoxy- Simpson SET-XP (ICC-ES ESR-2508), Hilti HIT-HY 200 iv. Pipes: ASTM A53, Grade B(Fy= 35 k.s.i.) c. Near one or both sides of door and window openings; generally one side of (ICC-ES ESR-3187), or Powers Fasteners PE1000+ (ICC-ES ESR-2583) B. Fabrication and construction shall comply with the latest edition of the following Codes openings less than 6 feet wide and at both sides of openings over 6 feet wide iii. Anchor Rods/Bolts and Standards: d. Adjacent to corners of walls or intersections within a distance equal to half the I. American Institute of Steel Construction (AISC) "Specification for Structural Steel a. Steel column anchor rods/bolts - ASTM F1554 Grade 36 with ASTM A563 heavy typical control joint spacing hex nuts a 36005 (n chid hardened washers Buildi ngs." ( - ) z Q v. See the detail pages for recommended control joint detail. �b. Wood framing anchors- ASTM A307 with A36 plate washers D. Detailing Requirements: ii. AISC"Seismic Provisions for Structural Steel Buildings," including supplement No. 1 ¢ e=o m a c. Headed stud anchors(HSA)- ASTM A108 i. Standards: Reinforcing detailing shall comply with American Concrete Institute(ACI) (341-05) o d. Deformed bar anchors(DBA) - ASTM A496 Standard 315, "Manual of Standard Practice for Detailing Reinforcing Concrete iii. AISC"Code of Standard Practice." e. Adhesive(epoxy)anchors- Simpson SET-XP(ICC-ES ESR-2508), Hilt!HIT-HY 200 Structures". iv. RCSC "Specification for Structural Joints Using ASTM A325 or A490 Bolts." N o CD (ICC-ES ESR-3187), or Powers Fasteners PE1000+ (ICC-ES ESR-2583) !I. Reinforcement Protection (cover): Reinforcement shall have a minimum coverage of one v. Steel Joist Institute(SJI), "Standard Specifications and Code of Standard Practice."f. Expansion anchors- Simpson Strong-Bolt 2(ICC-ES ESR-3037), Hilt!Kwik Bolt TZ bar diameter over all the bars. vi. American Welding Society(AWS), Structural Welding Code(specific items do not apply Z Z i (ICC-ES ESR-1917), or Powers Fasteners Power-Stud+ SD2(ICC-ES ESR-2502) !I!. Lap Splice Lengths(unless noted otherwise): when they conflict with the AISC requirements). y an g. Use of hooked anchor rods/bolts is limited under the ACI and the IBC. Headed a. Masonry reinforcing lap lengths shall be as follows: vii. American Iron and Steel Institute(AISI), "Specification for the Design of Cold-Formed anchor rods/bolts must be used where indicated in the details. 1. #3 bars- 12", #4 bars- 24", #5 bars- 36" Steel Structural Members". h. The symbols Ck A.R./CL A.B. as shown in the drawings indicate the center line of 2. #6 bars or greater- 72 bar diameters the anchor rod/bolt pattern, not the center line of any individual anchor rod/bolt. b. Wire joint reinforcement shall lap a minimum of 12". iv. Grout iv. Corner Bars: Horizontal reinforcement shall be continuous at all corners and at a. Grout under steel base plates shall be non-shrink, non-metallic grout complying intersecting walls with the required lap splice. a a a a a with ASTM C1107. v. Dowels: All vertical reinforcing shall be doweled to the foundation wall, footing b. Compressive strength (f'c)shall be 5000 p.s.i. at 28 days. (structure below), and to the structure above with the some size dowel, spacing(and c. Install per manufacturer's recommendations. in the some core)as the vertical wall reinforcing unless noted otherwise. B. Detail reinforcing to comply with ACI 315"Manual of Standard Practice for Detailing vi. Masonry Lintels- Provide masonry lintels over the top of opening for all openings 24" gTAUCTp9 Reinforcing Concrete Structures"and the Concrete Reinforcing Steel Institute(CRSI) wide and wider per Masonry Lintel Schedule. Provide(1) #5 bar, in grouted spaces, on ?< recommendations. all sides and adjacent to every unscheduled opening, unless noted otherwise. Bars for "`2 I. Minimum clear concrete cover for reinforcement shall be as follows unless noted all openings shall extend a minimum of 24"beyond the corners of the opening. 3341762203 otherwise: vil. Masonry Jambs- Provide(1)#5 bar, in grouted spaces, full height of the wall at Qi JreR DD w CE 4 a. Concrete cast directly against and permanently exposed to earth - 3" both sides of all openings, unless otherwise noted. DRAWING INDEX OF STRUCTURAL DRAWINGS V- b. Concrete exposed to weather or earth: vi!!. Horizontal wall reinforcing shall be anchored around vertical reinforcing bars with a s•........... 1^ standard hook at all walls ends and adjacent to all openings. Horizontal wall reinforcing TgTE OF 01 1. #5 bars or smatter- "2 j9 GN1 GENERAL STRUCTURAL NOTES 2. #6 bars or larger- 2" shall be continuous through joining concrete walls, masonry walls, columns, and pilasters. GN2 SPECIAL INSPECTION REQUIREMENTS IMAR 26 2015 c. Concrete not exposed to weather or in contact with the round ix. All masonry column ties shall terminate with 135 degree hooks plus a 6 bar diameter d. Slabs on grade- as shown in details, if min. from top of slabs not exposed to extension (4" minimum). weather x. The exposed face of all embed plates shall be set flush with the face of masonry wall S1.0 FOUNDATION PLAN or column. S1.1 MASONRY WALL PLAN SHEET NUMBER. S2.0 ROOF FRAMING PLAN GN1 S3.0 CROSS SECTION & MASONRY ELEVATIONS S5.0 STRUCTURAL DETAILS DRAWN Bn J.SCOTT ENGINEER B.WALLACE M1,27 JOB NUMBER 150003 TABLE 1 - INSPECTION TASKS FOR WELDING TABLE 2 - INSPECTION TASKS FOR BOLTING TABLE 5 - REQUIRED VERIFICATION AND INSPECTION OF VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS MASONRY CONSTRUCTION (IBC TABLE 1705.4) 1. PRIOR TO WELDING(TABLE N5.4-1, AISC 360-10): 1. PRIOR TO BOLTING(TABLE N5.6-1, AISC 360-10): Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360-10]. VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS a. Verify welding procedures (WPS) and X _ o consumable certificates a. Certifications of fasteners X - 1. PRIOR TO CONSTRUCTION (ARTICLE 1.15, TMS-602/ACI 530.1-11): V b. Material identification - X Verify type and grade of material. b. Fasteners marked X Verify that fasteners have been marked in accordance Verify that materials conform to the requirements of the Z with ASTM requirements. approved construction documents. Mix design, test results, a c. Welder identification _ X A system shall be maintained by which a welder who has material certificates, and construction procedures should be W c welded a joint or member can be identified. Verify grade, type, and bolt length if threads are excluded P j Z .. c. Proper fasteners for joint - X from the shear plane. submitted for review. Mortar mix designs shall conform to Z d. Fit-up groove welds _ X Verify joint preparation, dimensions, cleanliness, tacking, a. Review material certificates, mix designs, X ASTM C270 while grout shall conform to ASTM C476. Z o and backing. d. Proper bolting procedure - X Verify proper procedure is used for the joint detail. test results and construction procedures Material certificates shall be provided for the following: reinforcement; anchors, ties, fasteners, and metal Q W o e. Access holes - X Verify configuration and finish. e. Connecting elements X Verify appropriate faying surface condition and hole accessories; masonry units; mortar and grout materials. � W preparation, if specified, meet requirements. Construction procedures for cold-weather or hot-weather Z Z s f. Fit-up of fillet welds _ X Verify alignment, gaps at root, cleanliness of steel construction shall be reviewed. surfaces, and tack weld quality and location. Observe and document verification testing by installation (� T f. Pre-installation verification testing - X M Z personnel for fastener assemblies and methods used. 2. AS CONSTRUCTION BEGINS(TABLE 1.19.2, TMS-402/ACI 530-11): 2. DURING WELDING(TABLE N5.4-2, AISC 360-10): M W � E g. Proper storage _ X Verify proper storage of bolts, nuts, washers, and other Verify that mortar is of the type and color specified on a a. Use of qualified welders - X Verify that welders are appropriately qualified. fastener components. the construction documents, that it conforms to ASTM d a. Proportions of site-prepared mortar - X C270, and that it is mixed in accordance with Article 2.6 g m b. Control and handling of welding consumables - X Verify packaging and exposure control. 2. DURING BOLTING TABLE N5.6-2, AISC 360-10: a ( ) A of TMS-602/ACI 530.1-11. w Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360-10]. c. Cracked tack welds - X Verify welding does not occur over cracked tack welds. Verify that mortar joints comply with Article 3.3 B of vL/ Not required for Pretensioned joints using turn-of-the-nut method with match-marking, direct-tension-indicators, or twist-off b. Construction of mortar joints - X � ` d. Environmental conditions _ X Verify wind speed is within limits as well a TMS-602ACI 530.1-11. s precipitation type tension control method [per Section N5.6(2) of AISC 360 10]. N and temperature. Verify that prestressing tendons comply with Article 2.4 B rn Verify that fastener assemblies are of suitable condition, c. Grade and size of prestressing tendons and Verify items such to settings on welding equipment, travel a. Fastener assemblies - X placed in all holes, and washers positioned as required. anchorages - X of TMSd bloc ACI comply i and that anchorages, couplers, speed, welding materials, shielding gas type/flow rate, and end blocks comply with Article 2.4 H. e. WPS followed - X Preheat applied, interpass temperature maintained, and Verify that joints are brought to snug-tight condition Verifythat reinforcement is laced in accordance with b. Snug-tight prior to pretensioning X prior to retensionin operation. d. Location of reinforcement, connectors, and p proper position. p p 9 p prestressing tendons and anchorages - X Article 3.4 of TMS-602/ACI 530.1-11. Prestressing f. Verify interpass and final cleaning, each pass is within Verify that fastener component is not turned by wrench tendons shall be placed per Article 3.6 A. Welding techniques - X profile limitations, and quality of each ass. Fastener component - X prevented from rotating. Verify that prestressing technique complies with Article P 9 Y P P 9 Y P 9 9 P - 3. AFTER WELDING(TABLE N5.4-3, AISC 360-10): Verify that fasteners are Pretensioned in accordance with e. Prestressing technique X 3.6 B of TMS-602/ACI 530.1-11. d. Pretensioned fasteners - X RCSC Specification, progressing systematically from the f. Properties of thin-bed mortar for AAC Verify that mortar complies with Article 2.1 C of C N a. Welds cleaned - X Verify that welds have been properly cleaned. most rigid point toward the free edges. masonry X TMS-602/ACI 530.1-11. Z J J b. Size, length, and location of welds X - 3. AFTER BOLTING(TABLE N5.6-3, AISC 360-10): W 3. PRIOR TO GROUTING(TABLE 1.19.2, TMS-402/ACI 530-11): LL c. Welds meet visual acceptance criteria X - a. Document acceptance or rejection of bolted _ Verify that grout space is free of mortar droppings, LU Z connections debris, loose aggregate, and other deleterious materials d. Arc strikes X - a. Grout space - X and that cleanouts are provided per Article 3.2 D and 3.2 CY e. k-area X - F of TMS-602/ACI 530.1-11. Continuous inspection is LU LLO required for Risk Category IV buildings TABLE 4 - REQUIRED VERIFICATION AND INSPECTION OF CONCRETE Z W f. Backing & weld tabs removed X - Verifythat reinforcement, joint reinforcement, wall ties, b. Grade, type, and size of reinforcement and O W O CONSTRUCTION (IBC TABLE 1705.3 & 1705.12.1) anchor bolts and veneer anchors comply with the Z g. Repair activities X - anchor bolts, and prestressing tendons and - X approved construction documents and Section 1.6 of TMS U Z Q LU h. Document acceptance or rejection of welded VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS anchorages 402/ACI 530-11, a U 0 oint/member X Verify that reinforcement, joint reinforcement, wall ties, U)Verify prior to placing concrete that reinforcing is of Cl) specified type, grade and size; that it is free of oil, dirt anchor bolts and veneer anchors are installed in Z 2 J c. Placement of reinforcement, connectors, and accordance with the approved construction documents and J Q and rust; that it is located and spaced properly; that prestressing tendons and anchorages X Articles 3.2 E, 3.4, and 3.6 A of TMS 602/ACI 530.1-11, Q J hooks, bends, ties, stirrups and supplemental U) a. Reinforcing steel - X Continuous inspection is required for Risk Category IV Z LL TABLE 7 - REQUIRED VERIFICATION AND INSPECTION OF SOILS 9 reinforcement are placed correctly; that lap lengths, buildings. P q 9 Y w w (IBC TABLE 1705.6) stagger and offsets are provided; and that all mechanical a = connections are installed per the manufacturer's Verify that grout is proportioned per ASTM C476 and has U) H H instructions and/or evaluation report. d. Proportions of site-prepared grout and a slump between 8-11 inches. Self-consolidated grout VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS prestressing grout for bonded tendons - X shall not be proportioned onsite. (see Articles 2.6 B and 4 z Inspection of anchors or embeds cast in concrete is 1= g o 2.4 G.1.b of TMS 602/ACI 530.1-11. Continuous inspection Q b. Cast-in bolts & embeds - X required when allowable loads have been increased or w z a. Verify subgrade is adequate to achieve design where strength design is used. is required for Risk Category IV buildings. w m o z bearing capacity - X Prior to placement of concrete. 9 9 � o 0 0 b. Verify excavations extend to proper depth and c. Post-installed anchors or dowels - X All post-installed anchors/dowels shall be specially e. Construction of mortar joints X Verify that mortar joints are placed in accordance with material - X Prior to placement of compacted fill or concrete. inspected a Article 3.3 B of TMS 602ACI 530.1-11. s required by the approved ICC-ES report. / c. Verify that subgrade has been appropriately d. Use of re uired mix desi n Verify that all mixes used comply with the approved 4. DURING MASONRY CONSTRUCTION: o prepared prior to placing compacted fill - X Prior to placement of compacted fill. 9 9 - X construction documents; ACI 318: Ch. 4, 5.2-5.4; and Verify the locations of structural elements with respect to IBC 1904.3, 1913.2, 1913.3. a. Size and location of structural elements - X the approved plans and confirm that tolerances meet the d. Perform classification and testing of All materials shall be checked at each lift for proper e. Concrete sampling for strength tests, slump, requirements of Article 3.3 F of TMS 602/ACI 530.1-11. X classifications and gradations not less than once for each air content, and temperature X compacted fill materials p b. Type, size, and location of anchors, including Verify that correct anchorages and connections are y 10,000ft of surface area. other details of anchorage of masonry to provided per the approved plans and Sections 1.16.4.3 and z f. Concrete placement X - 9 Y _ X o e. Verify proper materials, densities and lift _ structural members, frames, or other 1.17.1 of TMS 402/ACI 530-11. Continuous inspection is p a offi thicknesses during placement and compaction. X Verify that the ambient temperature for concrete is kept construction. required for Risk Category IV buildings. W a o at >507 for at least 7 days after placement. High-early-strength concrete shall be kept at >507 for c. Welding of reinforcement X - o o at least 3 days. Accelerated curing methods may be used Verify that cold-weather construction is performed in Z see ACI 318: 5.11.3. The ambient temperature for d. Preparation, construction, and protection of Special Inspection Requirements: (Per 2012 IBC Chapter 17) ( ) p accordance with Article 1.8 C of TMS 602/ACI 530.1-11 g shotcrete shall be >40'F for the some period of time as masonry during cold weather ( <40'F) or - X and hot weather construction per Article 1.8 D of TMS y On A. Special inspection shall be provided by owner according to Chapter 17 of the IBC. The special inspector shall observe the g Curing temperature and techniques - X noted for concrete. Shotcrete shall be kept continuously hot weather( >907). 602/ACI 530.1-11. work for conformance with the contract documents. The special inspector shall send reports to the owner, building moist for at least 24 hours after shotcreting. All � i i official, architect, engineer and contractor. All discrepancies shall be brought to the attention of the contractor for concrete materials, reinforcement, forms, fillers, and e. Application and measurement of prestressing _ 9 P 9 X ground shall be free from frost. In hot weather conditions force correction. The special inspector shall submit a final signed report stating that the special inspection work was, to the ensure that appropriate measures are taken to avoid best of his/her knowledge, in conformance with the plans specifications and applicable workmanship provision of the IBC. plastic shrinkage cracking and that the specified f. Placement of grout and prestressing grout X a aQaQ B. Continuous special inspection means the full-time observation of work requiring special inspection b an approved special water cement ratio is not exceeded. for bonded tendons is in compliance P P 9 9 P P Y PP P / inspector who is present in the area where the work is being performed. Periodic special inspection means the Verify that adequate strength has been achieved prior to g. Placement of AAC masonry units and X Verify that mortar is placed in accordance with Article part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present h. Strength verification - X the removal of shores and forms or the stressing of construction of thin-bed mortar joints 3.3 B.8 of TMS-602/ACI 530.1-11. in the area where the work has been or is being performed and at the completion of the work. post-tensioned tendons. Confirm that specimens/prisms are performed as required RUC in C. The following systems are subject to the special inspection requirements noted herein: h. Observation of grout specimens, mortar i. The Seismic-Force-Resisting System including: Verify that the forms are placed plumb and conform to specimens, and/or prisms - X by Article 1.4 of TMS-602/ACI 530.1-11. Continuous P / P 334176 2203 a. Roof Diaphragms i. Formwork - X the shapes, lines, and dimensions of the members as inspection is required for Risk Category IV buildings. o. .z b. MasonryWalls required by the approved construction documents. �.. BR D w cE ;m c. Foundations 5. MINIMUM TESTING: .' ii. Structural Steel Fabrication and High Strength Bolting not part of the SFRS a. Verification of Slump Flow and Visual Compressive strength tests should be performed in ST4TE OF UZ P� D. Special inspection is required for the fallowing work. All inspections to be continuous unless noted otherwise: Stability Index (VSI) for self-consolidating - X accordance with ASTM C1019 for slump flow and ASTM I. Welding - See Table 1 at right for inspection requirements. grout C1611 for VSI. ii. Bolting - See Table 2 at right for inspection requirements. IlAR 26 2015 g P q Determine the compressive strength for each wythe by ii. Steel Construction other than Structural Steel (IBC 1705.2.2) - See Table 3 at right for inspection requirements. the "unit strength method" or by the "prism test III, Concrete Construction (IBC 1705.3) - See Table 4 at right for inspection requirements. _ method" as specified in Article 1.4 B of TMS 602/ACI iv. Masonry Construction (IBC 1705.4) - See Table 5 at right for inspection requirements. b. Verification of f',, and f'AAC X 530.1-11 prior to construction. For Risk Category IV SHEET NUMBER.' v. Woad Construction (IBC ) - See Table 6 sheet GN3 for inspection requirements. buildings this should be verified at every 5,000ft' of vi. Soils (IBC 1705.6) - Seee Table 7 sheet GN3 for inspection requirements. construction. E. Special inspector must be qualified as required by IBC 1704.2.1 and approved by the local building department. Verify that proportions for mortar meet ASTM C270 and F. Structural Observations: None Required c. Verification of proportions of materials in q remixed or re-blended mortar and rout - X proportions for grout meet ASTM C476. This applies to GN2 G. Special Inspector must be qualified and approved by City Building Department. P P 9 Risk Category IV buildings only. DRAWN BY J.SCOTT ENGINEER B.WALLACE NUMBER 150003 58'-8" #5 DOWELS TO MATCH VERTICAL MASONRY 8" MASONRY REINFORCING �I WALL PER PLAN 8" 4'-8" 4'-8" 8" rn M a� 8" CONCRETE 4" CONCRETE SLAB d FOUNDATION WALL - - - - - - - - - - - - - - - - - - -FC2.5 - - - - - - - - - - - - - - - - - - 6o WITH FIBERMESH o Z FINISHED FLOOR W c M ELEV. 100'-0" — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — z =11II f 1 0 I I Z Z c a #4 CONTINUOUS - =III II HORIZONTAL BARS - #4 VERTICALS @ 12" O.C. U n @ 12" O.C. 8„ I I I 18" Z Z I I 0 � T.O. FOOTING CONTINUOUS BARS o - ELEV. PER PLAN IN FOOTING PER I Z w a FOOTING SCHEDULE I I W e a a r PER PLAN I w a 3'-4 Q FOUNDATION WALL DETAIL -Q11 24"x24" CONCRETE PIER. N PROVIDE (3) #4 REBAR EACH FACE AND #3 TIES @ 8" O.C. WITH (3) IN p ®� I I TOP 5" OF PIER. TYP. N � FC3 0 4" CONCRETE SLAB 2'OX6" SIMPSON TITEN HD I I 4" CONCRETE SLAB ANCHORS @ 48" O.C. I I WITH FIBERMESH ON N cn 4" GRANULAR BASE J a ow w o v O„ I 8'-6" 16'-8" I z H PER FOOTING REINFORCING o — FC1.67 — U SCHEDULE PER FOOTING N O ®N SCHEDULE — — — L — — —FC1.67— FC3.0 2, - - — — — Z U O L- — — — — — — - - - J az = I 2 a v o QTYPICAL INTERIOR THICKENED SLAB I PS'TY . 0 Z `0J/4-l'-O" Q J a 0 J � �I I 5 w z STEEL COLUMN D g" BLOCKOUT AT 18" U- F_ BASE PLATE, SEE STEEL (4) q"O F1554-36 DOOR/WINDOW COLUMN SCHEDULE AN RODS AT OPENINGS. TYP. w EACH COLUMN I I I Q z o Q 2" MIN. x 1" WASHER. W m z = z 4 �n I si.o I co x o 0 00 TYP. I L TYP. I v 12" NON-SHRINK TOP OF GROUT FOOTING a a - - - - - - - - - - - - — o - - - — - - - - - - - - - - - - w FC2.5 r FC2.5 tc = FC2.5 p M N p ° a V a s ° ° 8 N a ° o a 4 a w ° o 1'-0" 1'-O° o a W w o a a 22'-4" 2'-0" 6'-4" 2'-0" 22'-4" w s h o o *EMBEDMENT = 8" MIN. @ FOOTINGS 12" THICK 1'-10" 1'-10" Z EMBEDMENT = 12" MIN. @ ALL OTHER FOOTINGS y ro n TYPICAL COLUMN BASE DETAIL T 7 Tr o Q Z FOUNDATION PLAN FC?FS? INDICATES FOOTING SIZE PER THE o ed ed SCALE: 1/4" = 1'-0" FR? FOOTING SCHEDULE ON THIS SHEET. a a Q a Q STEEL COLUMN SCHEDULE STEEL BASE PLATE TYPES: o co = 2" MINIMUM STaucr COLUMN BASE PLATE CAP PLATE ed = 12" MINIMUM G99�F MARK SIZE COMMENTS be = 3' MINIMUM o.aaai e.zzoa� THICK. MARK THICK. MARK z , O O SC-1 HSS 5"x5'x3„ p, p � g SBP-1 g SCP-1 BASE PLATE SBP-1 ST4rE OF UZ P� FOOTING SCHEDULE STEEL COLUMN NOTES: w MARK WIDTH LENGTH THICK CROSSWISE REINFORCING LENGTHWISE REINFORCING T.O.F. ELEVATION I�26 2015 1. SEE TYPICAL COLUMN BASE DETAIL 3 ON THIS SHEET FOR ANCHOR RODS. ed be ed INTERIOR I PERIMETER 2. ALL CAP PLATE BOLTS SHALL BE 3"O A325N UNLESS NOTED OTHERWISE. STEEL CAP PLATE TYPES: FC1.67 1'-8" CONT. 12" N.A. (2) #4 CONT. @ BOTTOM 00'-0" N.A. 4 SHEET NUMBER. 3. ANCHOR RODS SHALL NOT BE WELDED (TACK WELDS NOT ALLOWED). co = 2" MINIMUM FC2.5 2'-6" CONT. 12" N.A. (3) #5 CONT. @BOTTOM N.A. 98'-6" 4. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. ed = 12" MINIMUM FC3.0 3'-O" CONT. 12" N.A. (3) #5 CONT. @ BOTTOM N.A. 98'-6" 5. UNLESS NOTED OTHERWISE ORIENT LONG DIMENSION OF BASE PLATES PARALLEL be = 3" MINIMUM co co CONCRETE FOOLING NOTES: TO GIRDER/BEAM. w= BEAM OR GIRDER GAGE +3" 1. PLACE ALL FOOTING REINFORCING IN BOTTOM OF FOOTING WITH 3" CLEAR CONCRETE COVER, UNLESS NOTED OTHERWISE. sloo OR BEAM OR GIRDER WIDTH +1" 2. TOP REINFORCING, WHERE SPECIFIED, SHALL BE PLACED IN THE TOP OF THE FOOTING WITH 2" MINIMUM CONCRETE COVER. OR COLUMN WIDTH +1" 3. IF FOOTINGS ARE EARTH FORMED, FOOTING WIDTH AND LENGTH SHALL BE 6" WIDER AND LONGER THAN SCHEDULED. (WHICHEVER IS GREATER) a 4. SEE GENERAL STRUCTURAL NOTES FOR ALL OTHER REQUIREMENTS. DRAWN BY. �.ScoTT 5. RUN CONTINUOUS BARS IN 'FC' FOOTING THROUGH INTERSECTED 'FS' FOOTINGS. ENGINEER B.WALLACE CAP PLATE SCP-1 N MaER 150003 MASONRY LINTEL NOTES: 1. Lintel width and material type shall be the same as the wall in which the MASONRY LINTEL SCHEDULE lintel is constructed. 2. Grout masonry lintels monolithically with the support wall or column at LINTEL LINTEL LINTEL REINFORCING each end. SPAN a 3. Extend all horizontal reinforcing 48 bar diameters minimum beyond the MARK DEPTH MAXIMUM HORIZONTAL STIRRUPS 8 edge of all openings. if horizontal reinforcing cannot extend 48 bar ML-1 8" 3'-4" (1) #4 BAR NONE V diameters beyond edge of opening, provide 90' standard hook. (2) #4 BARS CONT. Z 4 SSpllice top bars at mid span of lintel only and bottom bars over supports ML-2 1'-4" 6'-4" AT BOTTOM NONE 58'-8" W e M y. 5. Horizontal wall reinforcing shall continue thru mosonry lintels. Where both Z horizontal wall reinforcing and lintel reinforcing occur in the some course, 26'-2" 6'-4" 26'-2" Z c use the larger reinforcing. Q ED c� o 6. Dowel vertical reinforcing of wall above lintel into the full depth of lintel LJ.I M or 48 bar diameters, whichever is less. Z_ 7. See General Structural Notes for all other requirements. FUTURE OPENING Z Z o F MW-1 MC-2 ML-2 MC-2 MW-1 Z W rnE � o N _ C m a ° C a N I rn N MC-1 - � N N M M MC-1 ML-1 ML-2 n MASONRY LINTEL SCHEDULE N LL Z MC-1 MASONRY WALL SCHEDULE LL WALL SOLID REINFORCING SPECIAL ZZ INSPECTION _ MARK THICKNESS MATERIALS GROUT VERTICAL HORIZONTAL TYPE JOINTS J Z REQUIRED? a F- MW-1 8" C.M.U. NO (1) #5 @ 24" O.C. (2) #4 @ 48" O.C. A - YES MC 1 J 0 MW-2 8" 1 C.M.U. YES (1) #5 @ 16" O.C. (2) #4 @ 48" O.C. A - YES Q U U fn VERTICAL WALL J V MASONRY WALL NOTES: REINFORCING G J a T Z LL 1. Coordinate with architectural drawings, masonry wall finishes, types of material, Cn w Z_ w coursing, etc. Q = 2. Do not solid grout walls unless noted otherwise. MC-1 , 0 3. All masonry below grade shall be grouted solid. o w 4. Vertical reinforcing shall be centered in the wall unless noted otherwise. N P- w � z c, HORIZONTAL WALL 5. Provide (1) vertical bar minimum at all corners, at end of walls, and at either o N z REINFORCING side of all openings. w m z TYPE A SINGLE MAT REINFORCING 6. Horizontal wall reinforcing shall be placed between vertical masonry column MC-1 reinforcing bars. 7. Horizontal wall reinforcing shall continue thru masonry lintels. where both � VERTICAL WALL horizontal wall reinforcing and lintel reinforcing occur in the some course, use - REINFORCING the larger reinforcing. w 8. See General Structural Notes for all other requirements. 9. Where column reinforcing occurs in the same cell as wall reinforcing, omit wall 3 o ME reinforcing and use column reinforcing. 14 —, 4 10. Provide vertical control joints in walls as shown in details. Other details may y = ML-2 ML-2 ML-2 ML-2 be used if submitted and approved by the engineer. See General Structural MW 1 z Notes for control joint requirements. MW-2 (LOW) (LOW) MW-1 _ _ _ MW-1 (LOW) MW-1 (LOW) MW-1 ¢ w HORIZONTAL WALL 11. Horizontal reinforcement shall be anchored around vertical reinforcing bars — � — — — — — - -BEIa o REINFORCING with a standard hook at all wall ends and adjacent to all openings. MC-2 MC-2 MC-2 ML-2 MC-2 MC-2 N N MC-2 TYPE B DOUBLE MAT REINFORCING 1ML-2 I I ML-2 ML-2 I I ML-2 41 o s (HIGH) � � (HIGH) (HIGH) � � (HIGH) MASONRY WALL SCHEDULE l % ) 5 8'-8" 3'-4" 4'-0" 3'-4" 6'-10" 6'-4" 6'-10" 3'-4" 4'-0" 3'-4" 8'-8" a `° Q � � MASONRY COLUMN SCHEDULE a aaaa COLUMN COLUMN REINFORCING COMMENTS MASONRY NOTES: MARK SIZE VERTICAL TIES MASONRY NOTES: MC-1 8" x 8" 2 5 ---- ML-? MASONRY LINTEL, SEE DETAIL 1 THIS SHEET �z 1. USE MC-1 BOTH SIDES OF ALL OPENINGS UNLESS NOTED 5?AUCTp99(�2 ( ) # MW-? = MASONRY WALL, SEE DETAIL 2 THIS SHEET MASONRY WALL PLAN MASONRY COLUMN NOTES: USE ML-E. MC-2 8" x 16" (4) #5 #3 @ 8" O.C. ® MC-? MASONRY COLUMN, SEE DETAIL 3 THIS SHEET SCALE: 1�4" = 1'-0` 2. USE ML-1 AT ALL OPENINGS UNLESS NOTED OTHERWISE. o.aaave.zzoa`;z 3. USE MW-1 AT ALL WALLS UNLESS OTHERWISE NOTED. Qi• BB o w cE :m 1. The centerline of vertical bars shall be located 21" from the face ° VERTICAL WALL REINFORCING of the masonry. Horizontal wall reinforcement shall be located to ST4TE OF UZ P� the inside of vertical bars. 2. Unless noted otherwise, vertical reinforcing and ties shall extend to full wall height. IMAR 26 2015 3. Vertical masonry column reinforcing shall extend 24" min. into concrete wall or footing and terminate with a standard 90'hook. 4. In concrete foundation walls, vertical masonry column reinforcing SHEET NUMBER. shall be tied with #3 ties at the some spacing and configuration as masonry columns above. Simi 4" 4° 5. See General Structural Notes for all other requirements. 6. Space ties @ 24" o.c. from a point 2'-0" above openings to the top of the wall. COLUMN CONFIGURATION 7. Use MC-1 both sides of all openings unless noted otherwise. DRAWN MASONRY COLUMN SCHEDULE ENGINEER B B.WALLACE W L NUMBER 15000 58'-8" i 10" 1'-10" 1'-10" 2'-0" 2'-8" 30" RED-L TRUSSES @ 24" O.C. r 14" RED-L TRUSSES @ 24" O.C. 30" RED-L 1'-6" �'M T.O. @ 24" O.C. V WALL TRUSSES c � 3 ELEV. 125'-4" 4 ss.o ss.o � z o W 2x4 WOOD FRAMING fi" OSB FLOOR T.O. WALL A T.O. WALL z o @ 16" O.C. TYP. SHEATHING W/ 8d NAILS ELEV. 128'-0" n o (2) 2x10'S @ 6" O.C. AT EDGES ELEV. 128'-0" W AND 12" O.C. IN FIELD. <Xx xxx Z z OZ w T.O. WALL ULI E ELEV. 125'-4" <Xx>00< a d FUTURE 16'-0" 0 DOME. c Q a (1200# MAX. WIEGHT) oo<>00<, m o s5.o I I I 6°00# 12 OCK 4 L ku DENOTES SNOW DRIFT TYP.° (2)I li%14" LVL`S s.o rn N 6 LOADING. SEE DETAIL - - c ss.o A THIS SHEET. TYP.F- I I 6000# A I / OCK ENTRY CANOPY. SEE ENLARGED FRAMING PLANS THIS SHEET. N J s.o 0 0 0 o T.O. WALL Q Kxx KXX 1'-0" 14" TJI 210'S @ 12" O.C. 0 �� ELEV. 125'-4" u" V „I z ii O MEZZANINE FRAMING PLAN _ 600°# , _ I A z w o SCALE: 1/4" _ T.O. WALL \\(2) iq"z14' LVL'S /- -I� (L 1 j Q ELEV. 128'-0" U T.O. WALL I 6000# U uj ELEV. 125'-4" Q J z I I LL U 2 5.0 O w z s.o (2) 1y"x9l" LVL'S 0 H w g z O O ti z 5.0 YP. T.O. WALL o o nOx ELEV. 128'-0" A XXX 2x10'S @ 24" O.C. * - oLwCD o w °�o w ~J OSB ROOF J ss T.O. WALL 3 T.O. WALLALL T.O. SHEATHING W 8d NAILS W8x10** _ _ _ _ TYP. ELEV. 128'-0" 5.0 ELEV. 125'-4" - EL\- T.EV.W1 T WALL / 28'-0" ELEV. 125'-4" @ 6" O.C. AT EDGES SC-1 (ABOVE ARCH) C_1 FUTURE MINARET � AND 12" O.C. IN FIELD. L - - - - - - - - - - - - - - - - - ABOVE. SEE FRAMING ENTRY CANOPY. SEE p a w PLAN THIS SHEET. ENLARGED FRAMING W c a o ** VERIFY BEAM ELEVATION WITH PLANS THIS SHEET. w o 2x FASCIA FRAMING AS - REQUIRED. SEE ARCHITECTURAL. ARCH/OWNER PRIOR TO FABRICATION. Z Of a m LOWER ENTRY FRAMING PLAN ROOF FRAMING PLAN T SCALE: 1/4" - 1'-0" Q SCALE: 1/2" = 1- o 9 S5. a# aaaa T.O. WALL 6 T.O. WALL STaucr T.O. WALL 5.0 ELEV. 125'-4" ss.o ELEV. 125'-4" T.O. BEAM ELEV. 128'-0" SIM. Yp ELEV. 125'-4" TYP. G9?< '•2 x \ 334116 2211•:1 O W10x22 10 BR D W CE �m r-may ss.o kit: TYP. ST4rEOFU�P�. 50 1= +�� MINARET FRAMING NOTES: TYP. SC-1 SC 1 o I� IMAR 26 2015 1. FIELD LOCATE BEAMS TO MATCH MINARET ANCHOR A LAYOUT AS PROVIDED BY MANUFACTURER. W10x22 ss.o e 2. MAXIMUM DEAD LOAD OF MINARET SHALL NOT 14 TYp 55.0 EXCEED 1.8 KIPS. SHEET NUMBER. Fo ss.o 3. MAXIMUM OVERTURNING MOMENT DUE TO WIND 30psf 2x FASCIA FRAMING AS i7o TYP. SHALL NOT EXCEED 35.0 K-FT AT STRENGTH REQUIRED. SEE ARCHITECTURAL. g N LEVEL WIND FORCES. A S2mO o © 10'-0" MAX. 4. MAXIMUM LOAD ON ANY SINGLE W10X22 BEAM _ N SHALL NOT EXCEED t8.0 KIPS. 7'- 5. MAXIMUM BEAM REACTION TO MASONRY WALL UPPER ENTRY FRAMING PLAN SHALL NOT EXCEED ±8.OK. � DRAWN BY. J.SCOTT SCALE: 1/2" = r-°" FUTURE MINARET FRAMING PLAN l A 1 DRIFT LOAD DIAGRAM ENGINEER. I B.WALLACE SCALE: 1/2" — 1'—G" I T MVE JOB NUMBER T150003 46'-0" i 4'-0" 11'-10" 14'-4" 11'-10" 4'-0" h T.O. WALL rn M T.O. WALL ELEV c x V ELEV. 128'-0" h T.O. WALL V T.O. WALL ELEV �j Z V ELEV. 125'-4" ROOF SHEATHING LJJ rn M TRU BEARING PER PLAN .`_ ELEVSS � Z %Z::777=77� TRUSS BEARING Z 9'-2" 3-4' 7-4' 6'-4' 7'-4' 3'-4 9-2" ELEV < LLJ n ZZ O Z U 30" OPEN WEB TRUSS. LLI rn e CEILING7 N = 8" MASONRY WALL h B.O. JOIST PER PLAN. TYP. V ELEV. 109'-0" r. 14" JOISTS PER PLAN f4 �o CONCRETE SLAB PER PLAN N h T.O. SLAB T.O. SLAB M ELEV cn V ELEV. 100'-0" Z Z En O w O CROSS SECTION w W WEST ELEVATION SCALE: 1/4' - '-°" o U o SCALE: 1/4" 1'-0" — U uj J N Q J cl) LL Z 58'-8" O UJ� U H F- w 4'-0" 18'-2" 14'-4" 18'-2" 4'-0" Q o 0 T.O. WALL o o V ELEV. 128'-0" T.O. WALL V ELEV. 125'-4" o 8'-8' 3`-4' 4-0" 3'-4' 6'-4j' 6'-10" 3`-4' 4-0" 3'-4' 8`-8' y W a o aT I a m M i gTAUCTv99 3341]6 2203•:z Q, BR D W CEm Y• ST4TE OF UZ P�'' I T.O. SLAB V ELEV. 100'-O" MAR 26 2015 C SHEET NUMBER. SOUTH ELEVATION SIO SCALE: 1/4" - 1'-0" DRAWN BY J.SCOTT ENGINEER I B.WALLACE NUMBER T150003 ** SEE DETAIL 7 BETWEEN JOISTS SOLID GROUT RECOMMENDED CONTROL JOINT PLACEMENT: COURSES ABOVE 1. AT CHANGES IN WALL HEIGHT OR THICKNESS ANCHOR. - LAP LENGTH 2. SPACING NOT TO EXCEED iZ TIMES WALL HEIGHT NOR 25 FT. SOLID GROUT (2 u2j 8d NAILS @ 6' O.C. SINGLE VERTICAL BAR COURSES ABOVE SIMPSON PA28 AT SIMPSON PA28 AT " 4'-0" O.C. WITH 7" 4' 0" O.C. WITH @ CORNER (TYP.) 6 OSB ROOF ANCHOR. 16 OSB ROOF c X SHEATHING 10dx12' NAILS SHEATHING 10dx11" NAILS V rACD MASONRY WALL, SEE CAULK JOINT, TYP.PLAN AND SCHEDULE CONTINUOUS NTERRUPT HORIZONTAL VERTICAL CONTROL REINFORCING AT CONTROL JOINTJOINTjCORNER BARS 2x BLOCKINGZ (2) #4 REBAR IN @PA28 (2) #4 REBAR IN �o SEE • • • SOLID GROUT BOND SOLID GROUT BOND Q WTRUSS PER PLAN H WSIZE WITH TOP Xg BEAM, HOOK PA28 • BEAM, HOOK PA28Z Z G BEARING U-CLIPAROUND REINFORCING AROUND REINFORCING =TRUSS PER PLAN(2) VERTICAL BARS EACH SIDE OF JOINT (2) g"4 ANCHORS q" (2) g"4 ANCHORS Z W U DUR-O-WALL (OR EQUAL) MIN. @ 16" O.C. MIN. @ 16" O.C. � o TO MATCH VERTICAL WALL REINFORCING CONTROL JOINT 412 TREATED 2x12 TREATED d LEDGER LEDGER WOOD TRUSS TO MASONRY WALL l 4 1 WOOD TRUSS PARALLEL TO W CONDITION AT HORIZONTAL BOND BEAMS Ts MASONRY WALL MASONRY WALL, SEE 05 SCHEDULE FOR SIZE AND REINFORCING 8d NAILS @ 6" O.C. ° MASONRY WALL, SEE CAULK JOINT, TYP. CONTINUOUS PLAN AND SCHEDULE HORIZONTAL REINFORCING CONTINUOUS 8d NAILS @ 6" O.C. VERTJOINT ICAL CONTROL THROUGH CONTROL JOINT 6' OSB FLOOR 1q" OSB FLOOR a — SHEATHING 32' SHEATHING 32 MIN. MIN. CORNER BAR J i • tai FLOOR JOIST Z (PER PLAN) (2) O4 REBAR N BOND BEAM SINGLE VERTICAL BAR (2) VERTICAL BARS EACH SIDE OF JOINT DUR-O-WALL (OR EQUAL) SOLID4GROUTR IN co 0 @ INTERSECTION (TYP.) pl TO MATCH VERTICAL WALL REINFORCING CONTROL JOINT RTITEN BOND BEAM FLOOR JOIST J SIMPSON IUS2.06/14 FACE /„ (PER PLAN) (2) 2"0 SIMPSON H _ MOUNT JOIST HANGER 2) 2 0 SIMPSON 2x10 TREATED PLATE TITEN HD ANCHOR` W W Q CONDITION AT FLOOR, ROOF, JOIST, AND DECK BEARING LOCATIONS y"x14" LVL PLATE HD ANCHORS @ 12" O.C. o o 12" O.C. J U J TYP. MASONRY CORNER REINFORCING CONTROL JOINT DETAIL l 7 ) MEZZANINE JOISTS TO WALL @) JOISTS PARALLEL TO WALL e. . SOLID GROUT (2) N H COURSES ABOVE ANCHOR. BEAM PER Z'x8%16" EMBED PLATE 8d NAILS @ 6' O.C. PLAN MASONRY w 2 16d NAILS @ 12" O.C. O 4„ WALL PER WITH (4) 4"Ox5" H.S.A. Q o u O COPE BEAM AS 2 0 A325 BOLTS PLAN I AT 5'x10" GAGE L z Q 76^ SHEAR PLATE ONE 3" REQUIRED (2) 3 0 A325 BOLTS = mo zo OSB ROOF O I BOLTS IN STANDARD v > u SHEATHING SIDE, SEE DETAIL 13 1„ „ „ HOLES PER TABLE** THIS SHEET 4 x6 x6 PLATE TOP OF BEAM TOP OF STEEL a is ELEV. PER PLAN N 2x4 BETWEEN ELEV. PER PLAN e 3/s • o EACH TRUSS O WE BEAM Q WF BEAM PER PLAN (2) #4 REBAR IN (2) #4 REBAR IN O PER PLAN BOND BEAM WE BEAM O SOLID GROUT BOND PER PLAN WE BEAM BEAM SOLID GROUT z Q • SHEAR PLATE ONE SIDE, ¢ pz o w PER PLAN SEE DETAIL 13 THIS SHEET o a SHEAR PLATE ONE W c� N 5" EXISTING 2"x12"xi" PLATE BOTH SIDES SIDE PER TABLE** c�ii w o w q" (2) 6 0 ANCHORS 2 12"x12'x2 PLATE BOTH EXISTING I h @ 16" O.C. MASONRY WALL OF WALL WITH 6 3"0 MIN. ( ) 4 SIDES OF WALL WITH (6) MASONRY WALL I **SINGLE PLATE SHEAR Z 412 TREATED THROUGH BOLTS. y, g LEDGER 4 THROUGH BOLTS. CONNECTION AS PER y On DETAIL 13 THIS SHEET. QN. DETAIL BETWEEN WOOD TRUSSES l t5 1 BEAM TO WALL CONNECTION ( y ) BEAM CONNECTION DETAIL l o BEAM TO BEAM CONNECTION l l l ) WF BEAM TO WALL CONNECTION T.S. 1_1�2 1�_0., N.T.S. 1_1/2"—V-0" GIRDER TRUSS TRUSS PER PLAN Q a< 1 a PER PLAN. / FACE OF BEAM WEB OR A41" STIFFENERS BOTH BEAM PER / WF BEAM PLAN EMBED PLATE PER PLAN SIDES OF BEAM, MATCH BEAM WIDTH ROOF SHEATHING sT?ucr� r PER PLAN 8d NAILS @ 6" O.C. 2 BOLTS IN STANDARD " BOLTS IN STANDARD SINGLE-PLATE SHEAR CONNECTIONS JOIST PER PLAN FULL DEPTH BLOCKING. 'c HOLES, SEE TABLE HOLES, SEE TABLE B J6 BEAM PLATE BOLTS WELD 'A' o: BR D w2cE •'m k--� W8 1°x4"x5l" 2 3" 78 d'. r— 4 2 ( ) 0 A325 4 16 1 n A W10 1„xq„x51„ 2 3 A325 0 3 Si 4 2 ( ) 4 16 21" ® I 0 STEEL BEAM, STEEL BEAM, W12 4"x4"x82" (3) 4"0 A325 16' 4 3,, 1 3�� p, IMAR 26 2015 ® Q 1 0 SEE PLAN Q SEE PLAN W14 g x4"x112° (4) 4 0 A325 4 HEADER HANGER 0 W16 g°x4"x112° (4) 4"0 A325 4° s is 4" CAP PLATE (1) SIMPSON H3 TIE AT 2x CONTINUOUS WOOD _L_- W18 g"x4"xl42" (5) 4"0 A325 4" LENGTH = b+6° EACH JOIST. FILL ALL NAILER, MATCH BEAM SHEET NUMBER. BY REDBUILT K -� LATE W21 g"x4"x172" (6) 4"0 A325 4" WIDTH = b+1° HOLES W/ 8D NAILS. FLANGE WIDTH I I2 SIDSHEE, SEE TABR PLATE OE E 2 SIDE, SEE TABOE E W24 s"x4"x202" (7) 4"0 A325 4 COLUMNSS SQUARE PER PLAN b (4) 4"0 A325 BOLTS z'0 BOLTS @ 32" S5mO O.C. STAGGERED 2x FRAMING WE STEEL BEAM LILT\—COLUMN, SEE PLAN PER ARCH. PER PLAN 141 DRAWN BY.' J.SCOTT QN.T.S. NumBERBEAM TO TRUSS DETAIL l I 51 SINGLE-PLATE SHEAR CONNECTION DETAIL l COLUMN CAP DETAIL n JOIST CONNECTION DETAIL ENGINEER B_WA��ACE 1-1/2"=1'-0" 1-1/2•'-r-o" 1-1/2"-r-o'• JDB 150003 NUM