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Home My WebLink About0499.97e(MATCH FOOTING REINF. iN SiZE AND NUMBER REQ'D) - - - -- V J - -FOOTiNG REINF. - SEE PLAN 1 2 TYPICAL FOOTING STEP SCALE: N " =1' -0" S401 CONCRETE WASH 6" DIA (NOM.) CONC i FILLED STEEL POST LINE OF CONCRETE OR ASPHALT i 800 j- - - - - -- __1_ _ c� CONCRETE FOOTING r,4 BOLLARD POST SECTION SCALE: Y4 " =1' -0" *4 HAIRPIN DETAIL SCALE: -V4 " =1' -0" (�JARORAIL -SEE ARCH. W CHAMFER I GUARDRAIL WERT PAVEMENT OR GRADE - % T /WALL +(0' -0 Y2" EXP, JT. MATERIAt -- SLAB W/(2) LAYERS OF W.W.F. (4) #5 0 ±12" ELEV. VARIES - GRANULAR FiLL I. - -- �'' - (4) 05 1' -6' 8" 1' -0" 3' -2" RETAINING 'WALL DETAIL SCALE: -Y4" =1' -0" S4( NOTES: 1. REINFORCING SHOWN IS iN ADDITION TO REINFORCING SHOWN ON PLANS AND SPECIAL DETAILS 2. REINFORCING TO MATCH WALT REINFORCING INDICATED INTERIOR OR EXTERIOR LOAD-BEARING CMU GROUT CORE FULL HEIGHT - 8 "_ INTERIOR NON- BEARING CMU WIRE MESH i VERT WALL REINF WALL TIE _ A TYPICAL CORNER TYPICAL INTERSECTION CMU WALL - i r IT VERT WALL REINF C 1 TYPICAL,.JAMB TYPICAL MASONRY 'WALL REINFORCING SCALE: 1''-.-1' -0" j � tWr A �- C8x11.5 W/10� " OX, HEADED STUDS @ `f 24' 0; RIGID INSULATION I • SEE ARCH 12' CONC. WALL 2' -0 "ts r / EXP, JT. MAT'L #5 ® 12" x r .. SLAB -SEE PLAN COMPACTED FILL #5 0 12" E..W., E.F. SEE PLAN AND SCHEDULE ' ' x T FOR WALL FOOTING SIZE, ELEVATION, AND REINFORCING V SECTION AT DOCK WALL SCALE: T'4 " =1' -O" kS4 CENTERLINE OF FOOTING BUILDING LiNE STEEL COLUMN AND ,- - ,- ANCHORBOL T S- I y SEE STAR BUILDING DWGS. i CMU / HAIRPIN IN CENTER $ i OF SLAB W / 15 0 48 "0C GRADE BEAM - SEE PLAN a ; .; _. PIER- SEE PLAN FOOTING- SEF PLAN , SECTION MARK SIZE 7 SCALE: -Y4"=1"-0" 5' -0" x 5' -•0" x 12" 5 - i5 E.W. S4( NOTES. 9 - #6 EX P1229 T /SLAB, PIER 1. Work this detail with pre- i 12" x 40" OR FTG. engineered building drawings and S101. 2. See pre - engineered bldg. j drawings for number and PL Y4 "x4x4 size of anchor bolts at �3" ;3" �_ W /NUT each column. - �► - -- _,,..__r_, .Wo A307 1 "0 A36 1 WO A36 ANCHOR BOLT ANCHOR BOLT ANCHOR BOLT TYPICAL ANCHOR BOLT DETAIL k FOUNDATION SCHEDULE MARK SIZE REINFORCEMENT F5.0 5' -0" x 5' -•0" x 12" 5 - i5 E.W. F9.0 9' -0" x 9' -0" x 16" 9 - #6 EX P1229 12" x 29" - FOUNDATION SCHEDULE NOTES: 1. Provide 3" concrete cover on bars. 2. Use concrete brick or CRSi Class 3, CHCP wire bar supports at 3' -0 ". PIER SCHEDULE MARK SIZE REINFORCEMENT P1222 12" x 22" 4 - #f7 VERT. P1224 12" x 24" 4 - #7 VERT. P1229 12" x 29" 4 #7 VERT. P1240 12" x 40" 4 - #7 VERT. PIER SCHEDULE NOTES: 1. Provide 1 1/2" concrete cover over ties. 2. See typical pier elevation for tie and vertical bar- plccernent. 3. Provide L;RSI Typ. Bor Bend No. T5 ties for all veritcal ,`ace bars, if there are more than four vertical bars in the pier. ;/ -- POUR SLAB, LEAVING OUT AREA AROUND COLUMN. INFILL WITH CONCRE ill: AFTER SLAB HAS CURED. SLAB CONTROL JOINT- TYPICAL AT ALL _ COLUMN LINES fit\ j/ `` - 1,`" EXPANSION JOINT MAIERiAL �h COLUMN ISOLATION JOINT SCALE. NTS VAPOR RETARDER - -._- FORMED KEY COMPACTED, GRANULAR FILL COMPACTED SUB - GRADE TYPICAL SLAB CONSTRUCTION JOINT SCALE: NTS yb "x1" DEEP SAWN CONTROL JOINT, ALL JOINTS SHALL BE SAWN WITHIN VAPOR RETARDER - 12 HOURS OF' SLAB POUR. COMPACTED, GRANULAR FILL °rte ?tI7Y 4 4 ;4t1 COMPACTED SUB-GRADE- TYPICAL SLAB CONTROL JOINT SCALE: NTS L 'T ' rh TYPICAL PIER SCALE: W =1' -0„ DETAIL -- - COLUMN -SEE PLAN -- - ANCHOR BOLTS WITHIN TIES EE PLAN SEE PLAN FOR LOCATION AND ELEVATION. SEE PIER SCHEDULE FOR REINFORCING. -- - SEE PLAN FOR FTG. GENERAL NOTES G1. BUILDING CODES: Uniform Building Code, 1991 with Indiana Hmendments American Institute of Stee: Construction, I -RFD 2nd Edition American Concrete Institute. 318-89 G2. DESIGN LOADS: Roof Dead load: 25 psf Roof Live Lood : 35 psf Wind Load: Basic Speed = 75 mph, Exposure B Seismic Load: Zone 1 Occupancy IV G3. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shah govem. G4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required mafedals and work may not be indicated. Locations, sizes and numbers of ail openings may not be completely indicated in the §tructural darwings, the respectiw contractors shod verify there wcrk with all other disciplines. G5. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer /'architect immediately for modification of drawings. G6. The contract documents represent the finished structure. They do not indicaie the method of construction, The contractor shall provide all measures necessary to protect the structure during construction. Sucre measures shall include, but not Ilmited to, bracing, shoring, underpinning, etc. McComas Engineering is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. G7. Notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted athervise. G7. Provisions for future expansion: Vertical: None Horizontal: None . SHALLOW FWNDATION AND SLAB ON MADE NOTES SFI, Design Soii Bearing Pressure: Spread Footings 2000 psf Wail Footings 2000 psf (Assumed UBC tabie 29 -B) SF2. Soil to be stripped, compacteri and tested in accordance with the recommendations of the soils engineer and project specifications. SF3. Footings and slobs shall be placed of firm, undisturbed soil or on engineered fill. Engineered fill shalf be compacted to a minimum dry density of 95% of the Modified Proctor maximum dry density (ASTM-- D1557), placed in 6" to 8" lifts. All interim slabs have a minimum of 6" of #53 Aggregate placed beneath them. Pea gravel may not be used as on engineered fill. See soils investigation! report for further recommendations. SF4. Undercutting of the soil for foundation and /or slab placement may be required. These drawings do not indicate the entire scope of undercutting, fill or Had soil removal that may be required to attain the design sail bearing pressures. it is the responsiblity of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design, criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing moterial, A report certified by the soils engineer sholi be furnished to the architect /engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. SF5. if dewaiering is required, sumps shall not be placed within the foundation excavation. SF6 Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontai to It vertical. Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations. SF7, No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. j DRED CONCRETE NOTES I 401 RC1 All concrete s#iall have the following 28 day compressive strengths: LOCATION STRENGTH AIR ENTRAIN. Wall Footings, Spread Footings, 3000 psi 11% All concrete below frost line Exterior Slabs, Piers, Wolls, Columns, 4000 psi 6% Grade Beams, Concrete exposed to freeze /thaw Interior Slabs 4000 psi fix RC2. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315 -88, ACI 318 -89 and CRSI MSP - -90. RC3. All reinforcing steel shod be shoo fabricated and, where applicable, shall be wired together and conform to ASTM A - -615, Grade 60. i RC4 Chomfer edges of exposed concrete 3/4', unless noted otherwise, RC5. Contractor shall make four, 6"x12' test cylinders for each 50 cubic yords of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spore. 2 RC6. All welded wire fabric shall conform to ASTM A185, FAmin.) of 65 ksi. All welded wire fabric laps shall be 8 ". 40' RC7. All finished concrete, concrete formwork and falsework shah be =.r, accordance with ACI 301 -89. Contractor is solely responsible for the � design and constriction of oil formwork, folsework and shoring. RC8, Provide the following coverages over reinforcir?9: Footings: Bottom and Unfomned Edges 3' i Formed Edges and Top 2' Slab On Grade Welded Wire Fabric Upper Third RC9. Provide sleeves for all openings in grade Teams, to totally separate pipe from concrete. MASONRY AND ROWORCED MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units sholl be 2800 p.s.i. hosed on net area of the unit. Specified design compressive strength of masonry sholl be fm = 2000 p.s.i. All units for exterior wails, load - bearing walls and shear walls shall be normal weight block. M2. All mortar shall be Type S. No admixtures may used unless approved by 3 architect /engineer.Mortar shall not be used for grouting cores or filling bon d beans, 401 M3. ALL BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN. M4. Course grout shall be used were grouting is required. Slump shall be $ +/- 1". Minimum grout compressive strength shall be 2500 p.s.i. M5. All reinforcing shall be ASTM A615 Grade 60 (Fr-60 ksi). Lap all reinforcing a minimum of 40 bar diameters. M6. See architectural and specifications for ail control joint iocations. Reinforcing in bond beams shall be discontinuous at control joints. M7. Provide truss type horizontal 'pint reinforcement at 16° o.c. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut pint reinforcement at control joints, M8. Provide 'L' bas at all bond bean comers as required, M9. Fill cores of block solid with grout two full courses below the bearing of oil beans or lintels supported on masonry, M10. All attachments to block shall be mode with Hilti HX 112" diameter x 3" sleeve anchors , unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M11. See typical schedules for masonry and steel lintels not indicated or plans, + r Y i No. 80325 1t�= S?aTE OF f `oz. 'i � A �vrY 1tl41St FKU ND MGM RAW alp [Fire Lar ec.+U.E 414%dr -O 5 , s1aa1W 1� if W 0� E-4 Q 4-•�1 (Do 4 >= Z cliID ti uc I$ N �L i1 C.? ldN tj &7, 1 ��. 8Z BROAD RPNLF AMEN PHONE OM 2MS-3475 PAX OM 2W7=1 SHF3ET lo. 84 00- 11