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HomeMy WebLinkAbout0879.95.17GENERAL NOTES I. BUILDING CODES: BOLA Building Code, 1993 American Institute of Steel Construction, ASD 9th Edition American Concrete Institute, 318 -89 2. DESIGN LOADS: Roof Live Load = 35 psf with drifting. Floor Live Load = 80 ppssf. Storage Live Load = 125 psf. Wind Load. Basic Speed = 80 mph, Exposure B Seismic Load: Zone I Occupancy I 3. The contract structural drawings 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 measures shall include, but not limited to brannq, shoring, etc. Observation visits to the site by the architect shall not include inspection of the above items nor will the architect be responsible for the contractor 's, means, methods, techniques, sequences for procedure of construction, or the safety precautions and the programs incident thereto. 4. Ali contractors are required to coordinate their work with all disciplines to avoid conflicts. The mechanical, electrical and plumbinq aspects are not in the s of these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings, the respective contractors shall verify their work with all other disciplines. 5. Notes and details shall take precedence over general structural notes. Where no details are shown, construction shall conform to similar work on the project. Ty i I details may not necessarily be cut on the plans, but apply unless noted otherwise. Where discrepancies occur between the plans, details, and general structural notes, the greater requirement shall govern. MASONRY NOTES 1. Mnimum 28 day compressive strength of concrete masonry units shall be 1900 p s.i. based on net area o the unit. Specified design compressive strength of masonry shall be fm = 1500 P.5, j. 2. All mortar shall be Type S. No admixtures may be used unless a9roved by architect/en ''cur ALL BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS OTHERWISE NOTED ON PLANS. 3. Course grout shall be used where grouting is required. Slump shall be 9" +/- I ". Minimum grout compreres ssive strength shall be 2500 p.s.. All groutin shall be placed in the vertical co of the masonry units utilizinq the ON lift growing method set forth in AGI 531.1 -79 (revised 1981) 4. All reinforcingq shall be ASTM A615 Grade 60 (r-y=60 ksi). Lap all reinforcing a minimum of 40 bar diameters. 5. See architectural and specifications for all control joint locations. See typical detail for bond beam at control joints. 6. shall be #Provide truss type horizontal joint reinforcement at 16" o.c. Side rods and cross rods 9 wire, galvanized, see specifications. Gut joint reinforcement at control joints. 7. Provide corner bars at all bond beam corners as required. 8. EN cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. 9. All attachments to block shall be made with Hilti HX 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturers recommendations. 10. In exterior walls place one reinforcing bar (some size as in adjacent wall) in routed core extending_ full height of wall for all window and door openings up to 8 feet wide. For openings 8 feet to 16 feet wide place two reinforcing bars in two grouted cores each side of openinq. II. All beams bearing on masonry walls shall have a bearing plate. Mnimum plate size 3 /8x6x8 with 2 -1/2" da x 6 long anchors. 12. In all reinforced masonry walls, provide vertical reinforcing bars full height of wall at corners, intersections, wall ends, beam bearings, jambs and each side of control joints and at intervals not to exceed 72" o.c. unless otherwise noted on the plans. MASONRY LINTEL NOTES 1. For all openings and recesses in block or brick, with lintels not shown on structural plans, provide either of the following lintels: A. Concrete Block Lintel: Use bond beam lintel block. Fill with concrete or grout. All lintel block to be 8" deep by the wall thickness. Extend &ntel 16" into wall on each side of opening. Concrete or grout to have minimum fc = 4000 p s.1. Provide 2 - #5 top and bottom. lrnteil shall be shored in the center for 28 days. MAXIMUM LINTEL CLEAR SPAN = 10' -0" B. Precast Concrete Lintel: Lintels shall be in multiples of 8" deep by 4" wide, equal to wall thickness. Lintels shall be scored to match block. Concrete shall be normal weight (145 pr-f) with minimum fc = 3000 p.si. Provide I - #5 t and bottom. Provide 8" bearinq at eoch end. Lintel shall be shored in the center for 3 days. MIMUM LINTEL CLEAR SPAN = 6' -8 ". SHALLOW FOUNDATION NOTES I. Allowable Soil Bearing Pressure: �p� read footings - 2000 psf Wall footings - 1500 psf 2. Footings shall bear on firm, undisturbed soil or on a neered fill. Engineered fill shall be compacted to a minimum dry density of 95% of fhe Modified Proctor maximum dry density (A5TM- D1557), placed in 6" to 8 lifts. 3. The contractor shall retain the services of a soils engineer to monitor all backfilfing operations and to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the architect /engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. 4. If dewaterinq is required, sumps shall not be placed within the foundation excavation. 5. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to I vertical. Maintain a 2 horizontal to i vertical slope next to existing foundations to avoid undermining foundations. 6. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. 7. Provide dowels for all horizontal reinforcing at corners in walls, footings, etc. to maintain continuous reinforcing. REINFORCED CONCRETE NOTES I. All concrete shall have the following 28 day compressive strengths: Wolf Footings, Spread Footings - 3000 psi (2X air entrain.) Exterior Slabs, Piers, Walls, Columns, Grade Beams (Cori. exposed to freeze /thaw) - 4000 psi (6x air entrain.) Interior Slabs - 4000 psi (2x air entrain.) 2. All reinforcinngg steel shall be detailed, supplied and placed in accordance with AGI 315 -88 and CRSI M5P -90. 3. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A -615, Grade 60. 4. Chamfer edges of exposed concrete 3/4 ", unless noted otherwise. 5. Contractor shall make four, 6" x 12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break one at 7 days, two at 28 days and retain one spare. 6. All welded wire fabric shall conform to ASTM A185 Fy(min) of 65 ksi. All welded wire fabric laps shall be 8 ". 7. All finished concrete, concrete formwork and falsework shall be in accordance with AGI 301 -89. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. 8. Provide the following coverages over rpi'nforcinq: Footings: Bottom and Unformed Edges - 3 Formed Edges and Top - 2 " Slab on Grade - Welded Wire Fabric - Upper Third 9. Coordinate with appprropriate trades for installation of all required sleeves, inserts, etc. All items passing #hrough concrete shall be sleeved. #55 @ 4' -0" O.G. VERT. REINF. - LAP BARS 30 BAR D SPLICES AND AT VER EXTENDING OUT OF C FDN. WALL HORIZ. REINF. @ 16" C VERT. - DISC,ONTINUE AT CONTROL JOINTS BLOCK GORES WITH E TO BE FILLED WITH G THE FULL HEIGHT OF NOTE: WALL REINF. IS TYP. AT ALL EXTERIOR WALLS AND BEARING WALL5, UNLESS NOTED OTHERWISE - ALL NON - BEARING WALLS TO HAVE HORIZ. REINF. VERT. REINF. (CONT. THRU BOND BM.) GORE FILLED SOLID WITH FINE GROUT HORIZ. REINF. GMU BOND BM W #3 SPACERS @ 48" O.G. TYP* BOND BEAM e SCALE: NONE SCALE: NONE • 1 N I' -6" 6" DIA. STEEL POST FILLED W/ CONCRETE CONCRETE PIER 45 BAR WELDED TO POST 7 31 5 312 - �-- �- �-- �- -� -�-- BOND BEAM AT TOP WALL � 1 VERT. REINF. STEEL LINTEL 1 - _ 1 PREG/tST LINTEL - - TO MATCH 1 t WALL REINF. fi CL ._ ._ 0" (TYP.) / t - -- BRG. PLATE -------------- _ - -- 5 _ _. ._._ -,.. (TYP.) _ -- MASONRY MASONRY i O, \ 1 - -- - - -1 - 1 _' _. G I -,- _-' -- fi -- OPENING 1 - r - ---- -- _...� - - _ - -1 - _ --- -- ---. _.1 _. - - - - - -- -- _ - - - - - - - - - - -- - - 8" DEEP BOND BEAM (OMIT @ DOOR OPN'G.) 'YP. MAS( SCALE: 3/8 "- I' -O" GMU WALL 'A' TYPICAL CORNER VERT. WALL REINF. INTERIOR OR EXTERIOR LOAD -BRG. GMU WALL WIRE MESH WALL TIE 'B' TYPI CAL INTERSECTION SCALE. 1 " -1' -0" PLAN CONTROL JOI NT MATERIAL :0E VERT. WALL REINF (SEE PLAN) S12 VERT. WALL REINF. GMU WALL Ei' 'C' TYPICAL BEAM BEARI NG VERT. WALL REINF. 'D' TYPICAL JAMB NOTES: I. REINFORCING SHOWN IS IN ADDITION TO REINFORCING SHOWN ON PLANS AND SPECIAL DETAILS. 2. REINFORCING TO MATCH WALL REINFORCING INDICATED ON PLANS. T54x4xO.375 5TUCTURAL COLUMN I I SEE TYP. COLUMN 2' -0"0 GONG. PIER , , BASE PLATE DETAIL I I i I 100' -o" II II II TOP PIER ��o� #2 TIES @ 10" O.G. N i i i i (4) 1' -6" LONG 7/8"4) ANCHOR BOLTS I. I (4) #6 BARS VERT. REINF'G. 1 1 (4) #5 BARS EA. WAY 5„ 1 1 5„ HORIZ. REINF'G. O m SOOTING SECTIONe � I I � SEE TYP. COLUMN BASE PLATE DETAIL GONG. PIER (SEE PLAN VIEW) it ii - -1-ri---�+i- i ►' ' it I l 3.. �5" SCALE: 3/4 ": I' -O" 5 31 TS4x4xO.375 STRUCTURAL COLUMN NOTE: I. BOND BEAM REINFORCING SHALL NOT BE LAPPED WITHIN 8' -0" OF CONTROL JOINT. 2. HORIZONTAL JOINT REINFORCING TO BE DISCONTINUOUS AT CONTROL JOINTS. SCALE: NONE DIMENSION n►.ir- 41 .` ca PER PLAN O SEE TYP. COLUMN BASE PLATE DETAIL i l � I n n II II n u I y SEE SCHEDULE FOR PAD SIZE T54x4xO.375 5TUGTURAL COLUMN (4) #5 BARS VERT. REINF'G. 1 N (4) #5 BARS EA. WAY HORIZ. REINF'G. TION e eye c 0 W cip : Z T °D W c W o Z LU cc t 3 Z 1-0% W W V Li. L16 o W 3 ...� W z J L� q 0 c a U COLUMN ISOLATION JOINT 9 tV Q GONG. SLAB (SEE FOUND. PLANS FOR THICKNESS) U 't o" 99 4 %0 TOP PAD N r to r F � HORIZ. REINF'G. (SEE SGHED.) >0 F r< THICKEN FOOTING TO PROVIDE 3" COVER AT - ANCHOR BOLTS (AS REQ'D.) m C E R T i F I N .\\`���I EV/4N S� TYP . FOOTING SECTION No. _ SCALE: 3/4 " =I' -O" 31 - �t $$0 149 STATE OF q•��DI STEEL COLUMN g12 3/4" BASE PLATE ; i PER PLAN I I R E V I S 1 0 1/4" LEVELING PLATE I I i I 1 1 /2" i i 1/211 EXTENSION 3/4 NON- SHRINK, NON-METALLIC I I - GROUT T /FTG. OR PIER II II (4) 3/4 "m A307 i i i i z DRAWN BY: HAI ANCHOR BOLTS II II p - W CHECKED BY: I II II cfl m DATE: 8 /I4 COMM. NO: 9 DRAWING 'T`�/t" 5 � x'11 1 NCI► 1 f� A C S 1'11�T 1 1 � � �, � I � I 1