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Home My WebLink About0045.95.18x PLATE 3 /8rx6rx1' -6' GRID VN 1/8 AFTER ALIGNMENT JOIST SEE PLAN NMd I I Mwlnd 1 , I MIN* I I 1 L5 xS' x 1 It x0' -8r (LLH) HAVE BEEN �E S D.TYP . 1 1 /8 FOR ALL K JOISTS 1 1 NOT IN SCHEDULE I JOIST END MOMENTS AT COLUMN MSNOW • 17.6 FT -K I MOO = 13.5 FT -K f TO COLUMN CONNECTION rl 6 r4r s 1, -M I f rO CAST IN PLACE COLUMN !o to 0 • 6 n ON '�' • 1'-Or LANE OF COLUMN AS ME LIKE OF REVEAL - SEE ARCH. i� #3 CIRCULAR TIES 1I 6 - #5 C CLEAR TOP OF FOOTING #5 DOWELS w/ STD. NOOKS METAL sTl>o (ALT. 01) 00NC, MASONRY (ALT. #2) 3 --C- -- - 36/4 PATTERN ALL SUPPORT'S 1. ALL WELD SHALL BE S /frO PUDDLE WELTS 2. USE 1 - 010 TEK SCREW SIDELAP FASTENER PER SPAN. TYPICAL. MUAL ROOF DECK FASTENER PATTERN SCALE: 3/4' - 1' -d' I 1 COLUMN AND BASEPLATE BASEPLATE 1 I I 1 I 1 EXTENSION 114C LEVELING PLATE T . OR PIER E 1 31,C NON - SHRINK, b NON-METAL= GROUT (4) 314', A307 (i. �EOME)ir ANCHOR BOLTS TYPICAL COLUMN BASE DETAIL SCALE: 314' - 1'-d' g' BOND BEAM w/ 2 - #5 BARS CONT. C MASONRY WALL - w/ HORIZ. JOINT REIN. O 1(F SECTION SCALE: Ve - 1'-W t /e V 2r _- 3' JOIST SEE PLAN 907T. CHORD BRACING AS REWD. _ _ BY GIRDER MANUFACTURER RCH SEE A. FOR REVEAL (IC) 1/4112 -15 PERIMETER ANGLE L4x4x 1 /4 W/ 1 If * SLV ANCH O 24' O.C. (CONY) (ALT. #2) 0x44/16 (CONY) (ALT. #1) METAL DECKING XX-- BRIDGING IS x3' x3/1 Ir xo' -4 L.rx4rx5 /1e' (CONT.) (ALT. NO. #1 ONLY) I --A _F 71ON /4r 1 -cr �{ #40' -f' O 1297 (MIN 3 PER FTG.) USE HILTI HVA yyy I ADHESIVE CARTRIDGE T ND I BAR TO EXISTING t I 8" X14 O 12" (MIN 3 I � PER FTG,) L__ 1 -- - - - - - - - I NEW FTG. FTG. LD VERIFY LEE WIDTH ION-TYPICAL FOO EXTENSION r4, = 1' -d' L4x4x1/4 (CONY.) FIELD WELD TO JST r -METAL DECKING Me. PLATE 1 /,r X&4 P/ (2) 1 /7'I x Ir CONC. ANCHORS H= BACK EDGE OF PLATE IIf FROM FACE OF BLOCK � GRID DECK SEE PLAN JOIST J SEE PLAN JOIST GIRDER SEE PLAN JOIST TO JOIST GIRDER CONNECTION SCALE: 31$ •+ 1' -D- -1/4N 5 GRID 1 4 BOLT GIRDER TO CAP PLATE JOIST SEE PLAN R� JOIST AN SEE PLAN j 1' GAP PLATE STIFFENER PL i g• EXTEND JST. 19M. CHORD tk WELD TO CUP AN(Xi AFTER ALL DEAD LOAN I HAVE BEEN APPLIED 1 1 1 1 � I i 3/4' STABILIZER PLATE DO NOT WELD a (Tt6t J PLATE) I 1 1 '--COLUMN SEE PLO JOIST GIRDER TO COLUMN DETAIL C.15 SCALE: 314" = 1'-(i S t� �tY J (t S)AT VERi. TYPICAL WALL REINFORCING SCALE: N.T.S. Er CONC. SIX. RUBBER CONTROL JOINT - SEE SPECIFICATIONS. SEE ARCHMTECTURAL ORAIM NGS FOR JOINT LOCATIONS. ^^ - RUCTfON JT. IOR SLAB TYPICAL SECTION AT DOORWAY SCALE. N.T.S r MASONRY WALL b I X1 -]ti O 1' -4' OUT SOLID W.W.F. b od op 0 0(� cp 00 �o o PO 60 3 - #5 CONY. TYPICAL THICKENED SLAB SECTION SCALE 314' - 1' -Or Uniform Building Code, 1991 with Indiana Amendments American Institute of Steel Construction, ASD 9th Edition American Concrete Institute, 318-89 G2. DESIGN LOADS: Roof Live Load = 25 psf with drifting. Wind Load: Basic Speed - 75 mph, Exposure B Seismic Load: Zone 1 Occupancy N G3. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall 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 materials and work may not be indicated. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings, the respective contractors shall verify there work 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. Provisions for future expansion: Vertical: None Horizontal: None SHALLOW FOUNDiA71ON NOTES SF1. Allowable Soil Bearing Pressure: Spread Footings 2000 psf (UBC TABLE 29 -B) Wall Footings 1000 psf (UBC TABLE 29 -B) SF2. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications. SF3. Footings shall be placed of firm, undisturbed soil or on engineered fill. Engineered fill shall be compacted to a minimum dry density of 95% of the Modified Proctor maximum dry density (ASTM- D1557), placed in 6" to 8r lifts. See soils report for further recommendations. SF4. The contractor shall retain the services of a soils engineer to monitor all backfilling 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. SF5. If dewatering is required, sumps shall not be placed within the foundation excavation. SF6. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 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. d ISOLATION JOMI'r r 15 FLOOR SLAB 1/f EXPANSION JOINT MATERIAL JOIST S 4" MAX. OPENING 1'-d' OR LESS - USE d T L 2 1/2 x 2 1/2 x 1/4 ON TWO CONTROL JOINT SIDES, IIEL= TO DECK � � FLOOR SLAB ` TYPICAL COLUMN ISOLATION JOINT Ii'x1J<' �"� L FRAME RECD FOR ALL ((TIYYPP OPENINGS GRU7ER TK4N SCALE- N.T.S. (.SLAB ON GRADE ONLY) 1'-V AND 0 ROOF DRAINS CONC. SLAB W/ WwF METAL TYPICAL ROOF OPENINGS l3 CONS ��D SEE PLAN CONSTR. JOINT SCALE 1' 1'-Or S -3 A COMPACTED GRANULAR WRIER 1 ' -1d' + - TYPICAL CONSTRUCTION JOINT 8' BOND BEAM i SCALE N.T.S. w/ (2) #5 BARS CONY. 8r MASONRY WAIL. -- ---- -� SECTION SCALE: 3/4' - 1' -d' PERIMETER ANGLE L4x40 /4 W/ 1 /2'4 x 3' H ILTI SLV ANCHORS O 2' -(r O.C. �- MEErAL DECKING BRIDGING TYPICAL PIER ELEVATION SaL. 1/'r - 1•-a' L3r x3rx3/ 1 Ir x0' -4' w/ (1) 1 /TO x 2 314' SLEEVE ANCHOR COLUW -SEE PLAN ANCHOR BOLTS WITHIN TIES M SEE PLAN FOR PER SIZE. LOCATIONS AND EUNATIONS. SEE PLAN FOR FrG. rrwr c� �a 1/5 THICKNESS OF SLAB SEE PLAT MAX. SPACING = 20' -d SEE PLAN FOR OTHER LOCATIONS VAPOR BARRIER COMPACTED GRANULAR FILL TYPICAL CONTROL JOINT SCALE: N.T.S. (SLAB ON GRADE ONLY) 3r C •_• "' MATERIAL SEE PLAN) TYPICAL WALL FOOTING SECTION RANULAR FILL L FOOTING - I SIZE N SCALE: 1' - 1' -d' S- MASONRY LINTEL NOTES ML1. 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: UJ Use bond beam lintel block. Fill with concrete or grout All lintel block to be 8r deep by the wall thickness. O Extend lintel 16r into wail on each side of opening. Concrete or grout to have minimum f'c = 4000 p.s.i. Provide 2 - X15 top and bottom. Lintel shall be shored in the center for 28 days. MAXIMUM LINTEL CLEAR SPAN = 10' -Or B. Precast Concrete Lintel: Lintels shall be in multiples of 8r deep by 4' wide, equal to wall thickness. g" Lintels shall be scored to match block. y Concrete shall be normal .weight (145 pcf) with minimum f'c 3000 p.s.i. Provide 1 - #5 top and bottom. Provide 8r bearing at each end. Lintel shall be shored in the center for 3 days. MAXIMUM LINTEL CLEAR SPAN = 6' -8" MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units shall be 1900 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be f'm = 1500 p.s.i. M2. All mortar shall be Type S. No admixtures may used unless approved by architect /engineer. ALL BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN. M3. Course grout shall be used were grouting is required. Slump shag be 9' +/- 1'. Minimum grout compressive strength shall be 2500 p.s.i. M4. All reinforcing shall be ASTM A615 Grade 60 (Fy =60 ksi). Lap oil reinforcing a minimum of 40 bar diameters. M5. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M6. Provide truss type horizontal joint reinforcement at 1157 o.c. Side rods and cross rods shall be 19 wire, galvanized, see specifications. Cut joint reinforcement at control joints. M7. Provide T bars at all bond beam corners cis required. M8. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry.' M9. All attachments to block shall be mode with Hilti HX 117 diameter x 3r sleeve anchors , unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. STRUCTURAL STEEL SS1. All structural steel shall conform to the following: Rolled Shapes ASTM A36 (Fy -36 ksi) Structural 'Tubes ASTM A500, Grade B (Fy =46 ksi) SS2. All steel shall be detailed, fabricated and erected in accordance with AISC 'ALLOWABLE STRESS DESIGN FOR STRUCTURAL STEEL BUILDINGS' and the 'CODE OF STANDARD PRACTICE', Ninth Edition. SS3. All bolted connections shah be made with 314' diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections, except bracing connections, shall be shear bearing connections tightened to the snug -tight condition, unless otherwise noted. Al connections shall conform to the ASD SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. SS4. All shop and field welds shall be made using E70 electrodes or equivalent. SS5. All headed concrete anchors shall be ASTM A108 (Fy =50 ksi), 3/4" diameter x e after welding, unless noted otherwise. SS6. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication and erection of any required fromes. SS7. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. SS8. Provide temporary bracing of the structure until all permanent lateral support is in place. REINFORCED CONCRETE NOTES RC1. All concrete shall have the following 28 day compressive strengths: LOCATION STRENGTH AIR ENTRAIN. Wall Footings, Spread Footings, 3000 psi 2% All concrete below frost line Exterior Slabs, Piers, Walls, Columns, 4000 psi 6% Grade Beams, All concrete exposed to freeze /thaw Interior Slobs 4000 psi 2R 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 shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A -615, Grade 60. RC4. Chamfer edges of exposed concrete 3/4', unless noted otherwise. RC5. Contractor shall make four, 6"x12` test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare. RC6. All welded wire fabric shall conform to ASTM A185, Fy(min.) of 65 ksi. All welded wire fabric laps shall be T. RC7. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301 -89. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. RC8. Provide the following coverages over reinforcing: Footings: Bottom and Unformed Edges 3r Formed Edges and Top 2r Slab On Grade Welded Wire Fabric Upper Third RC9. Provide sleeves for all openings in grade beams, to totally separate pipe from concrete. STEEL JOISTS, JOIST GIRDERS AND METAL DECK NOTES SJ1. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current Steel Joist Institute 'STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS` and Underwriters Laboratories `STANDARD, FIRE TESTS OF BUILDING CONSTRUCTION AND MATERIALS, SJ2. Bridging shall be completely erected and joists aligned before any construction roads are placed on joists. SJ3. Do not weld bottom chord of joists to columns unless noted on drawings. SJ4. All metal deck material, fabrication and installotion shall conform to Steel Deck Institute' SDI SPECIFICATIONS AND COMMENTARY and 'CODEOF RECOMMENDED STANDARD PRACTICE", Current edition, unless noted. SJ5. Roof deck shall be welded as per the typical detail. The roof deck is used as a diaphragm, field quality control is very important. SJ6. Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes. SJ7. Provide L3x3x1 /4 deck support at all columns where required, unless noted. SJB. Provide 20 g e cover plate at all roof deck span changes. SJ9. Provide L3x3x174 at all unsupported edges of deck, unless otherwise noted. SJ10. All deck shall be provided in a minimum of 3 -span lengths where possible. SJ11. Install erection bolts at all joist girder to column and joist to column connections. \\`�,,N1►1,111,l,,�i/ �L615TERE�i�� 860325 ac h STATE OF�� jz -� 4•q FL.aVA E: 941475 -.DWG PROJ. NO 94147 DRAWN BY: DLR PLOT SCALE : 118' -T-O` W Q 4 Imo' W E-i Q F-+-1 W rW V a UJ� NQ tea; UJ F- HZ UJ ' LU It� MacDougi *rce CONS 1 RU00 N, NC. 503 W. Camel Dif-ive C8I tneil, IrIC> wia 48032 (311844 -6371 Fax (3M 844 -3244 A a�c� TS 4a6' 821 BROAD RIPPLE AVENUE INCONAPOLIS, INDIANA 48220 PHONE b FAX (317) 255 -3475 S - 3�