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HomeMy WebLinkAboutB14-0200_S1-STRUCTURAL SPECIFICATIONS_1405626840.pdf 404 F 1,4 4 13,4191 DESIGN CRITERIA: MEDLEY REMODEL JOB #: 1404-20 engineer. isIls Roof Live Load (Snow) 80 psf p. All lumber used in construction shall have a maximum moisture content of 19%. A 3 3 E VI ATI 0\ LI ST Roof Dead Load 15 psf q. Unless made of treated or naturally decay—resistant wood, all deck beams and joists (including Floor Live Load 40 psf glue—lams) wider than 11h" shall be sealed and flashed at the top surface per architect. A.B. ANCHOR BOLT LAM. LAMINATED id Floor Dead Load 15 psf r. Drive pins specified on plan shall be powder actuated fasteners by Ramset, Powers, Hilti, or A.F.F. ABOVE FINISHED FLOOR LLH LONG LEG HORIZONTAL Deck Live Load 100 psf approved equivalent. Fastener and load size shall be determined according to manufacturers A.F.G. ABOVE FINISHED GRADE LLV LONG LEG VERTICAL ' Deck Dead Load 15 psf recommendations for materials being attached. ADJ. ADJUSTABLE LONGIT. LONGITUDINAL CB Ig' Wind (3 Second Gust) 90 mph (Exp. B) s. Framing Notes: ANCH. ANCHOR LTWT. LIGHTWEIGHT Seismic Design Category EXEMPT 1. Floor Construction: APPROX. APPROXIMATELY LVL LAMINATED VENEER LUMBER wia 0) l IBC/IRC Edition 2012 A. Provide 3/4" thick APA rated Sturdifloor rated at 24" o.c., tongue and groove, ARCH. ARCHITECT LSL LAMINATED STRAND RIM MATERIAL exposure 1. Glue and nail panels to all supports with 8d nails spaced at 6" along BD. BOARD MAX. MAXIMUM SPECIAL INSPECTIONS: panel edges and at 12" along intermediate supports. Install sheathing with long BLDG. BUILDING MECH. MECHANICAL 07/17/14 dimension perpendicular to joists and end joints staggered. BLKG. BLOCKING MAT'L MATERIAL a. No special structural inspections are required. Periodic observations of construction by the B. Provide solid blocking between floor joists at all bearing locations. Blocking material BM. BEAM MANUF. MANUFACTURER structural engineer are not considered to be special inspections. shall match the floor joist material. BOT. BOTTOM MIN. MINIMUM B.O.W. BOTTOM OF WALL (N) NEW FOUNDATION DESIGN: STRUCTURAL STEEL: BRG. BEARING NOM. NOMINAL CANT. CANTILEVER N.W. NORMAL WEIGHT a. Design of individual and continuous footings is based on an assumed maximum allowable `C - . 9 9 a. Structural steel shall be detailed, fabricated and erected in accordance with the most current C.J. CONTROL JOINT O.C. ON CENTER $;.�# editions of AISC Specifications and Code of Standard Practice. CMU CONCRETE MASONRY UNIT OPNG. OPENING -.,v g f, ."Pe bearing pressure of 2,000 psf (dead load plus full live load). •_��a �9 b. Foundation and retaining walls have been designed using an assumed lateral pressure of 50 b. Structural steel W shapes shall be ASTM A992. Other rolled shapes, including plates and CEM. CEMENT OSB ORIENTED STRAND BOARD 4 41 ,:'<:7.34:o ®' 11404 pcf. angles shall be ASTM A36. Round or rectangular HSS shapes shall be ASTM A500 grade B. CLG. CEILING It PLATE 5c.-�� c. Footings shall be placed on the natural undisturbed soil, or compacted structural fill per the c. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and CENTERLINE PLYWD. PLYWOOD t� m�' recommendations of the geotechnical engineer, below frost depth. bolts used in timber connections may be ASTM A307. Bolt sizes shall be 3/4" diameter CLR. CLEARANCE PKT. POCKET i> .. o d. Provide continuous foundation drains around the perimeter of all basement walls and at the unless noted otherwise. COL. COLUMN R.O. ROUGH OPENING ';®°gym®ease �� base of retaining walls. Contact geotechnical engineer for details. d. Typical framed beam connections shall consist of pairs of 1/4" angles usingthe maximum CONC. CONCRETE RAD. RADIUS kaeS610 0. e. A representative of the geotechnical engineer shall verify soils conditions and types during Yp / g k excavation. Because geotechnical information was not available at the time of preparation of number of bolts called for in Table II—A of the AISC Manual (ASD Ninth Edition). CONN. CONNECTION REF. REFERENCE the construction documents, we have used assumed values based on similar sites in the area. e. Expansion bolts shall be wedge type "Hilti" or "Rawl" or "Simpson", or approved equivalent with CONT. CONTINUOUS REINF. REINFORCE/REINFORCEMENT the following minimum embedments: CONST. CONSTRUCTION REQ'D REQUIRED Construction of the foundation may not proceed without verifying these values. Report any C.P. CRIPPLE POST RET. RETAINING 05/26/14 discrepancies from design assumptions to structural engineer for re—evaluation of foundation 1. 1/2 diameter ---- 2 1/2" design. 2. 5/8" diameter ---- 3" C.W. CRIPPLE WALL REV. REVISION f. Backfill around and above structural buttresses and retaining walls shall be compaction—tested 3. 3/4" diameter ---- 4" DBL. DOUBLE R.S. ROUGH SAWN per the recommendations of the geotechnical engineer. f. All welding shall be done by an AWS qualified welder. Welds not specifically indicated shall be DET. DETAIL SCHED. SCHEDULE DIAL. DIAGONAL SECT. SECTION N g. Do not backfill against retaining walls until supporting elements (such as floor framing) are in 3/6" fillet welds across the full length of the joint. DWL. DOWEL SHT. SHEET N in and securely anchored, or adequate shoring is installed. Concurrent backfilling of each g. Delay painting within 3" of field welds until welds are completed. 0' side of a free—standing retaining wall to final grades as indicated on plan or section is h. Where corrosive soil conditions exist, steel angles that are used to support exterior stone DWG. DRAWING SIM. SIMILAR rnI cp required unless temporary shoring is installed. veneer shall be galvanized and shall be attached to the foundation with galvanized or stainless EA. EACH S.I.P. STRUCTURAL INSULATED PANEL EXPANSION JOINT SPEC. SPECIFICATION C) g c:3-) •;i- E.J. h. Verify type of fill with soils engineer and structural engineer prior to backfilling. steel expansion anchors. Z i. All grout beneath column base plates and steel beams at bearing shall be non—shrink, ELEV. ELEVATION SQ. SQUARE ENG. ENGINEER STD. STANDARD — � �or REINFORCED CONCRETE: non—metallic type grout. Grout shall have a minimum compressive strength of 2500 psi. - 0 N. N EQUIP. EQUIPMENT STL. STEEL U) o , EQUIV. EQUIVALENT STRUCT. STRUCTURAL H 0.)a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI z = 318) as adopted by Chapter 19 of the 2012 IBC. GENERAL REQUIREMENTS: EXSTG. EXISTING T&B TOP & BOTTOM < ,0 c m < b. Structural concrete shall have a minimum 28—day compressive strength of 3000 psi. (E) EXISTING T&G TONGUE & GROOVE H0 c. Concrete shall be proportioned using Type I—II sulfate—resistant cement. Admixtures containing a. Structural erection and bracing: The structural drawings illustrate the completed structure EXP. EXPANSION T.O. TOP OF -I 0 with all elements in their final positions, properly supported and braced. The contractor, in EXT. EXTERIOR T.O.C. TOP OF CONCRETE C chloride salts shall not be used. P P Y PP (n — d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of the proper sequence, shall provide shoring and bracing as may be required during construction F.D. FLOOR DRAIN T.O.F. TOP OF FOOTING z 0' Concrete Practice. to achieve the final completed structure. Contact structural engineer for consultation (not in FDTN. FOUNDATION T.O.L. TOP OF LEDGE 0 FLR. FLOOR T.O.M. TOP OF MASONRY U N 00 e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. contract) as required. _ N co f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and b. Dimensions: Check all dimensions against architectural drawings prior to construction. Do FRMG. FRAMING T.O.W. TOP OF WALL p Lo CO spaced at a minimum of 10 bolt diameters unless noted otherwise. not scale drawings. FTG. FOOTING THRU THROUGH M L X00 Anchor bolts for wood sillplates shall beplaced at 4'-0" maximum spacing with one anchor c. Constructionpractices: General contractor is responsible for means, methods, techniques, GA. GAUGE TRANSV. TRANSVERSE + o g. P 9 P q � bolt at 12" from each end or corner and a minimum of two anchor bolts per piece. sequences and procedures for construction of this project. Notify structural engineer of GALV. GALVANIZED TRTD. TREATED CC U 0 m 0 omissions or conflicts between the workingdrawings and existingconditions. Coordinate GEN. GENERAL TS TUBE STEEL COLUMN o J h. Concrete floor slabs on grade and on metal decking or plywood supported by framing shall 9 Q have sawn or tooled control joints at a maximum spacing of 10'—O" in each direction. Locate requirements for mechanical/electrical/plumbing penetrations through structural elements with G.L. GLUE—LAM TYP. TYPICAL cn a > control joints along column grid lines where possible and provide slab isolation joints around structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods GYP. GYPSUM/GYPCRETE U.N.O. UNLESS NOTED OTHERWISE columns. used for construction shall be in accordance with the latest editions of the IBC/IRC. HDR. HEADER VERT. VERTICAL i. Concrete coverage for reinforcing steel: d. Details not specifically shown on the drawings shall be constructed in a manner similar to the HORIZ. HORIZONTAL V.I.F. VERIFY IN FIELD 1. Concrete cast against and permanently exposed to earth: 3" details that are shown for like conditions. These items shall be brought to the attention of HSS HOLLOW STEEL SECTION W.F. WIDE FLANGE 2. Concrete exposed to earth or weather: the structural engineer as soon as possible for approval. Approval shall be obtained prior to HT. HEIGHT W.P. WATERPROOF A. #5 bar and smaller 1 1/2" installation. INT. INTERIOR W.W.F. WELDED WIRE FABRIC B. #6 through #18 bar 2" e. All waterproofing and flashing is the responsibility of the architect and contractor. INV. INVERTED WD. WOOD 3. Concrete not exposed to weather or in contact with ground: f. It is the responsibility of the contractor to contact the structural engineer at the appropriate JST. JOIST W/ WITH A. Slabs, walls, joists (#11 bar and smaller) 3/4" time to perform site observation visits. Observation visits to the jobsite by the engineer are K KING STUD W/O WITHOUT p � for determination of general conformance with the construction documents and shall not be B. Beams, columns 1 1/2" construed as inspection. U REINFORCING STEEL: g. Though every effort is made to provide a complete and clear set of construction documents, discrepancies or omissions may occur. Release of these drawings anticipates cooperation and continued communication between the contractor, architect and engineer to provide the best a. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI possible structure. These drawings have been prepared for the use of a qualified contractor Manual of Concrete Practice. experienced in the construction techniques and systems depicted. b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM h. Existing structures: Contractor shall be responsible for verifying dimensions, elevations, � Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note 0 framing, foundation and anything else that may affect the work shown on the drawings. on plan, or bars to be welded, which shall be grade 40. Underpinning, shoring and bracing of existing structures shall be the responsibility of the c. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing devices unless contractor. specifically approved by engineer. d. At corners, make horizontal bars continuous or provide corner bars. Around openings and steps in concrete, provide (2)—#5 bars extending 2'-6" beyond edge of opening or step. rTl u e. Extend reinforcing steel a minimum of 2'-6" through cold joints. Unless specifically located on plan or details, coordinate cold joint locations with engineer. f. Welded wire fabric shall conform to ASTM Specification A-185. Lap welded wire fabric a 1 H ., minimum of one full mesh plus two inches. Laps shall be wired together. g. Metric bar size conversion table: V 1 l METRIC #10 #13 #16 #19 #22 #25 #29 #32 #36 INCH—POUND #3 #4 #5 #6 #7 #8 #9 #10 #11 STRUCTURAL WOOD FRAMING: r--1 '71-4 a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas Fir—Larch #2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas Fir—Larch #2. b. Studs shall be Stud grade and better Douglas Fir—Larch or Hem Fir. c. Built—up posts shall consist of Douglas Fir—Larch or Hem Fir #2 or better 2x4 or 2x6 studs = .., per plan and shall be nailed together with 2 rows of 16d nails © 6" on center along each rTl stud. d. Built—up beams consisting of multiple 2x members shall be nailed together with two rows of t 1 16d nails spaced at 12" on center, or with two rows of 1/2" diameter thru—bolts spaced at 24" on center. j e. Top and bottom plates shall be Douglas Fir—Larch or Hem Fir #2 and better. Plates placed directly on concrete walls or slabs shall be pressure—treated Hem Fir #2. H f. Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used, shall have a continuous waterproof membrane between the concrete and the wood. g. Wood beams bearing in beam pockets in concrete or masonry walls shall bear on a treated 2x6 bearing block. Provide lh" clearance around end of wood beam. Block against sides of I—JOIST OR LVL beam pocket with treated 2x blocking to provide lateral support for beam. HEADER TO MATCH h. Beneath solid or built—up columns noted on plans, blocking of area equivalent to column DEPTH OF FLOORTDH above shall be provided within floor joist spaces and in wall spaces below. Door or window L J L J designed by JOISTS \ CLR trimmers consisting of a single stud do not require special blocking in the joist space. Xp- drawn by i. Except as noted otherwise, minimum nailing shall be provided as specified in the "Fastening a Schedule" on the drawings (2012 IBC Table 2304.9.1). N checked by JMO j. Bolts used for wood framing connections shall be installed with standard washers and nuts. k. Unless noted otherwise, steel connectors such as those manufactured by the Simpson I 1 _i issued Company shall be used to join rafters, joists or beams to other beams at flush—framed - o L J 0 conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type \ -. � PERMIT 05/26/14 U or Type HU hangers of a size specifically designed for the member supported, as shown in the manufacturer's published tables. Contact structural engineer for details as required. I. Wood nailer plates installed on steel beams or concrete walls for top—flange hangers shall be ripped to match the width of the wall or beam flange. Nailer plates supporting top flange hangers from one side only shall be installed flush with the face of wall or beam flange at the hanger locations. TYPICAL PLUMBING MECHANICAL HEADER m. Laminated veneer lumber (LVL) shall have the following minimum properties: SCALE: 3/4" = 1 '-0" 1. Flexural stress 2600 psi 2. Modulus of elasticity 1,900,000 psi 3. Tension parallel to grain 1850 psi 4. Compression parallel to grain 2310 psi 5. Compression perpendicular to grain (parallel to glue line) 750 psi 6. Horizontal shear 285 psi sheet 7. Connection of multiple—member beams: A. Top—loaded beams i) For members 12" deep or less, nail each member to the next with 2 rows of 16d nails at 12" o.c. ii) For members greater than 12" deep, nail each member to the next with 3 E rows of 16d nails at 12" o.c. � B. Side—loaded beams i) For two or three member beams, nail each member to the next with 3 rows of 16d nails at 12" o.c. ii) For four member beams, bolt through with 2 rows of 1/2" diameter bolts at 12" o.c. iii) For members consisting of more than four members, contact structural JOB #1404- 20