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HomeMy WebLinkAbout0594.95.4?AL NOTES: MASONRY LINTEL NOTES: LDING CODES: 1. For all openings and recesses in block or brick, with lintels not Uniform Building Code, 1991 with Indiana Amendments shown-on structural plans, provide either of the following lintels: American Institute of Steel Construction, LRFD, 1st Edition American Concrete Institute, 318-89 A. ConcretejBlock Lintel: IGN LOADS: Use bond', beam lintel block. Fill with concrete or grout. Roof Live Load = 25 psf. All lintjel block to be 8' deep by the wall thickness. Floor Live Load = 100 psf. Extend liintel 16' into wall on each side of opening. Wind Load: Basic Speed = 75 mph Exposure B Concrete or grout to have minimum f'c - 4000 p.s.i. Seismic Load: Zone 1 Provide 2 - #5 top and bottom. Drawings and specifications are in conflict, the most stringent Lintel shall be shored in the center for 28 days. trictions and requirements shall govern. MAkXiMUM LINTEL CLEAR SPAN = 10' -0' contractors are required to coordinate their work with all ciplines to avoid conflicts. The mechanical, electrical and B. Precast Concrete Lintel: robing aspects are not in the scope of these drawings. Therefore, all L%ntels shall be in multiples of 8' deep by 4' wide, equal uired materials and work may not be indicated, to.wall thickness. ations, sizes and numbers of all openings may not be completely Llrttels lshall be scored to match block. icated in the structural drawings, the respective contractors shall Concrete) shall be normal weight (145 pcf) with minimum f'c = 3000 p.s.i. ify there work with all other disciplines. Provide '1 #5 top and bottom. ify all existing conditions prior to any construction or fabrication. Pr *vide 8" bearing at each end. different than shown, notify engineer /architect immediately for L.Atel shall be shored in the center for 3 days. ification of drawings. YA)t.IMUM EINTEL CLEAR SPAN = 69-8' visions for future expansion: Vertical: None C. Brick Steel Lintel: Horizontal: None =CtiAR OPENING ANGLE to 5' -0' L 3 1/2x 3 1/2x 5/16 ',I . 4 5/16 t a� 7' -0' L 4 x x ? -1' to 10' -0' L 6 x 3 1/2 x 3/8 (LLV) Aff -brick lintels hove-8' of bearing at each end. All exterior BETE NOTES AND REINFORCING NOTES:'.-, x �>� bell be primed with two finish coats of epoxy_ paint, 'r�ted otherwise. concrete shall have the following 28 day compressive strengths: Foundations 3000 psi Slobs, Piers, Walls 4000 psi w/ Air entrainment reinforcing steel shall be detailed, supplied and placed - INTERIOR SLAB accordance with ACI 315-80 and ACI 318 -89. reinforcing steel shall be shop fabricated and, where applicable. 11 be wired together. _ WINDOWS - reinforcing steel shall conform to ASTM A-615, Grade 60.. ARCH. tractor shall make four, 6 "x12" test cylinders for.each 50 cubic :SEE - `r ds of concrete poured for each days operation. Break 1 at 7 days,, t 28 days and retain spare. b on grade shall be placed on firm, undisturbed soil or engineered I. All engineered fill shall be compacted to 95% of the Modified ` ctor maximum dry density (ASTM- D1557). .,. » 1' -6" 0 1 -4 soils report for any additional recommendations. specifications for vapor barrier requirements. - -4 GROUT CORES I INSULATION - �- welded wire fabric (WWF) shall conform to ASTM A185 (Fy�S psi) . SEE ., SOLID • BARS finished concrete, concrete formwork and falsework shall be in 8' CONC. BLK. ordance with ACI 301 -,89. • FOOTING , • SEE PLAN DATION NOTES: Towable Soil Bearing Pressure: read Footings 2000 psf per UBC Table 29-B II Footings 1500 psf per UBC Table 29-B� firm, fill. AL SECTION AT Wi N D 0 WS 11 tings shall be placed on undisturbed soil or on engineered sneered fill shall be compacted to a dry density of 95% of the Modified SCAM: 1 _ 1' -O" S3 ,ctor maximum dry density (ASTM-D1557) . contractor shall retain the services of a soils engineer to monitor all kfilling operations and to inspect footing bearing material. A report Fi tified by the soils engineer shall be furnished to the architect /engineer ifying that all foundations were placed on a material capable of taining the design bearing pressures. iineered fill shall be placed in 6" to 8' lifts. dewatering is required, sumps shall not be placed within the foundation ovation. ntain a maximum slope between adjacent footing bearing elevations of orizontal to 1 vertical. 4' SPUTFACE 7 BRICK NRY NOTES: ,imum 28 day compressive strength of concrete masonry units shall be iO p.s.i. based on net area of the unit. Specified design compressive ength of masonry shall be f'm = 1500 p.s.i. mortar shall be Type S. No admixtures may used unless approved by ' ;h i t ect /engineer . BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN. rse grout shall be used were grouting is required. Slump shall be r,J *.• +/- 1'. Minimum grout compressive strength shall be 2500 reinforcing shall be ASTM A615 Grade 60 (Fyn ksi)*. all reinforcing a minimum of 40 bar diameters. - Ow • '`. y architectural and specifications for all control joint locations. - nforcing in bond beams shall be discontinuous at control joints. •, ` vide truss type horizontal joint reinforcement at 16' o.c. Side rods ••. COMPACTED BACKFILL I cross rods shall be #9 wire, galvanized, see specifications. Cut. nt reinforcement at control joints.' F` wide "L" bars at all bond beam corners as requi[red. l• ' ' i cores of block solid with grout two full courses below the bearing '•'� all beams or lintels supported on masonry. ' attachments to block shall be made with Hilti HX 1/2' diameter x sleeve anchors , unless noted otherwise. Anchors shall be installed per a , iufacturer's recommendations. J LUMBER AND GLUED LAMINATED LUMBER: _. };• w x 1 12"' / EPDXY DOW I wood, connections and erection shall be in conformloce with tiT INTO Dan coNCNm e current edition of NFPA National Design Specificat en. e' WAt�L . connectors shall be Simpson Strong -Tie, less otherwise approved by McComas Engineering. bolts, washers and nuts shall be stainless steel. f ' I beams shall be Southern Pine. CONCRETE COLUMN -* urinated beams shall meet the requirements of AIM /AITC A190.1 and shelf 1'-6' x 1' -6" W/ ve the following minimum design values: " -� 00 psi in Bending 0 psi in Horizontal Shear 00000 psi Modulus of Elasticity ` Y y Condition of service. - 3-# hesives shall meet requirements for Dry condition of service. Appedranee ' all be PREMIUM Grade. A translucent penetrating sealer shliii#! be ap teed .. x 1. 9` DWY al members before shipment. Members sholI be,tndisiduol�tY wapps4tfth __ . 6 wt. ter- resistant paper or equivalent. TRUSS TYPE HORIZONTAL CONTROL JOINT DETAIL SCALE: N.T.S. HORIZONTAL REINFORCING EVERY 16" VERTICALLY PLACE MORTAR ON CROSS WEBS ADJACENT TO CELLS WHICH WILL BE GROUTED TO PREVENT LEAKAGE BLOCK CORES WITH STEEL TO BE FILLED WITH GROUT THE FULL / HEIGHT OF WALL. .0 TYPICAL WALL REINFORCING SCALE: N.T.S. No. 5 BARS VERTICAL AT 2' -0" O.C. LAP BARS 30 DIA. AT SPLICES, EXTEND BARS 30 DIA. INTO FOUNDATION WALL UNLESS AS OTHERWISE NOTED. SEE PLAN TYPICAL WALL FOOTING SCALE: 1' = 1' -0" It 3/4 "x10 "x10" 1/4' LEVELING PLATE i I t i 314" NON- SHRINK, NON - METALLIC GROUT =:►, ,, (4) 3/4 "e A307 ANCHOR BOLTS COLUMN AND BASEPLATE EXTENSION n T/FTG. OR PIER 00 1 i 3" L--- EMBEDMENT TYPICAL COLUMN BASE DETAIL SCALE: 1" - 1' -0" FLOOR SLAB CONTROL JOINT \ TYPICAL COLUMN IS ISOLATION JOINT - 1/20 EXPANSION JOINT MATERIAL OLATION JOINT SCALE: N.T.S. (SLAB ON GRADE ONLY) CONC. SLAB W/ WWF METAL SCREED SEE CONSTR. JOINT PLAN • • r VAPOR BARRIER GRANULAR FILL �McCQMA� E1443INEERIN4 SiBIC1URN_ ElOM FORFIiSiC E116iM RANK WK TYPICAL CONSTRUCTION JOINT 2 SCALE: N.T.S. S3 CONC. -SLAB W/ WWF 1/5 THICKNESS OF SLAB SEE _ : SAW JOINT PLAN MAX. SPACING 20' -0" SEE PLAN FOR OTHER LOCATIONS VAPOR BARRIER GRANULAR FILL TYPICAL CONTROL JOINT SCALE: N.T.S. (SLAB ON GRADE ONLY) 2'- 3" �3 TiES '? 2" CLR. N • SEE SCHED. PIER P27 ARCH PIER E SCALE: 1/2* = 1' -0" LEVATI O INTERIOR SLAB CONSTRUCTION JT. EXTERIOR SLAB SLOPE -- ��- --�� -- ice-- -� CONC. CONC. Ar TYPICAL SECTION AT__EN SCALE: 1/2" = 1' -0" ARCH -SEE PLAN R 11/2-4- BOTH SIDES 3 -3/4 "o THRU BOLTS 4 -3 4 "e x 1' -6' ANCHOR BOLTS R 1 "x6' BOTH SIDES .AN R 3/4' HAIR PIN SEE PLAN FOR PIER SIZE, LOCATIONS AND ELEVATIONS. SEE PLAN FOR FTG. /4 4 1' -4' 1' -6' GROUT CORES J SOUR O BARS , F TRANCES M 8' -0" 9102 " liierft Street, Sub 450, kxliarwp* N / 317- 580 -0402 317- 582 -0766 Fox/ik npNSTE y V P 44 LQ f = U v �a 3C w O� L OIrv's� -�L ISSUE DATE: tilt 1 JUNE 1994 REVISION 0 DATE PIER P27 DETAIL___W/ HAIRPIN ANCHORS SCALE: 1" = 1' -0" PROJECT NO.: 9397 SHEET N0. OF 4 STRUCTURAL