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Home My WebLink AboutS1P FOOT I NG / PIER DETAIL Q� 50 ALE: 44' = 1' -0" 4- �i 4I •: h n ii n ql?i n 14'-4' 4' I' CJ I I IT.O. Footing I 1 24' -II' 4-1, MWII 0 AW"rAWAWAWI --- Extend lab at Openings As Indic 3ted 0 0 I I I I 0 1 CJ I I I I I 0 0 L r W - 4- FOOTING SCHEDULE FI - 3'- O "x3' -0 "xl' -O" w /(3) *5 Each Way F2 - 3'- 4 "x3'- 4 "xl' -O" w/(3) *5 Each Way F3 - 4'- O "x4' -0 "xl' -0" w/(4) *6 Each Way STRUCTURAL STEEL Brick Yeneer I. All structural steel shall conform to the following: ASTM A56 (Fy =36 ksl) 6' Metal Studs 0 16" oz. Structural Tubes: ASTM A500 Grade B (Fy =46 kal) ' &olv. Masonry Ties 0 2. All steel shall be detailed, fabricated and erected in accordance with AISC "LOAD AND 16' oz. Horiz. t Vert. RESISTANCE FACTOR DESIGN SPECIFICATION OF STRUCTURAL STEEL BUILDIN&5" and the "CODE OF STANDARD PRACTICE ", First Edition. 12'x3" Anchor Bolts ALL FORGES AND REACTIONS 61VEN ARE FACTORED. • 48• oz. 3. All bolted connections shall be made with 3/4" diameter, A525 bolts with nuts and washers, unless otherwise noted. All connections shall shear bearing conectlons tightened to the %' Expa'elon Material snug-tight condition, unless otherwise noted. All connections shall conform '�p the LRFD SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 or A440 BOLTS. 6' G.M.J. 4. All shop and field welds shall be made us E?O electrodos or equivalent. %i ng 5. All hooded concrete anchors shalt be ASTM A108 (Fy =50 ksl), 3/4" diameter x 4" after &rout Gores 0 Anchors welds unless noted otherwise. 11' Finish Grade -See 6. Stool fabricator shall obtain the size and location of all openings for grilles, lowers, etc. etc. ;/. Glvll Drawings before proeooding with the fabrication and erection of any required ramess. LL- m "f. Provide Heckman t 1241 and *130 Channel slot and chomel slot anchors at all columns that 4" Concrete Slab w/ 8. abut ide teemmporary bracing of the structure until all permanent lateral support Is In place. 6x6 - 10/10 W-Y'l.M. 4' ted Granular GLUED LAMINATED LUMBER FIII (454 Proctor) 1. All wood, Connection and erection shall be In conformance with the current edition of Truss Tpe Joint Reinforcing NFPA National Design Specifications. y Each CourseVert 2. All connectors shall be 5lmpson Strong -Tie, unless otherwise approved by McComas Engineering. 10" G.M.U. 3. All bolts, washers and nuts shall be stainless steel. 4. All beams shall be Southern Pine. Concrete Footing w/ 5- Laminated beams shall moot the requirements of AN51 /AITC AIg0.1 and shall have the (3) ar tto Gontlrng m/ following minimum design values: 2400 psi In Bending ar '" B.O. Foot" to be -3-O 200 psi to Horizontal She Q L Below Finish Grade Min. ` 1600000 psi Modulus of Elasticity _ Dry Condition of Service • • stvos shall meet requirements for Dry condition of service. Appearanco shall be PREMIUM Grade. A translucent penetrating sealer shall bo applied to all members before shipment. Members shall be Individually wrapped with water - resistant paper or equivalent. �' -0• MA50NRY NOTES s'E I:A21 FOR TYPICAL WALL GONSTRLJGTION NOTES/DETAILS 1. Minimum 28 day compressive strength of concrete masonry units shall be MOO P.S.I. based on net area of the unit. Specified design compressive strength of masonry shall be f'm = 1500 p s.I. DETAIL A2. All mortar shall be Type S. No admixtures may be used unless approved by architect 1� / FOOTING l ALL englneor• ALL BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN. 3. Course grout shall be used where grouting is required. Slump shall be I Mlnlmum rout compressive strength shall be 2500 pA.i. 5 G A L E : 34 " = (' - O " 4. All reinforcing shall be ASTM A615 6rado 60 0 y = 60 ksl). Lap all roinforGing a minimum of 40 bar diameters. 5. See architectural and specifications for all control joint location. Reinforcing In bond beams shall be discontinuous at control joints. 6. Provide truss type horizontal joint reinforcement at 16" ox. Side rods and cross rods shall be *4 wire, ggaalvanized, see specifications. Gut joint relnforcemment at control joints. "1. Provide "L" bars at all bond beam corners as required. T.O. Fig - 8'73 33 6. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels T.O. Pier- 8 -15.33 supported on masonry. q. All attachments to block shall be made with Hilto HX 1/2' dlametor x 3" sleeve anchors, unless noted otherwiso. Anchors shall be Installed per manufacturer's recommendations. F5 P3 (- F3 L 4 ¢. r 26'-0' • '3+k ¢ 1'S' -fl5• 9'-34• � P2 P2 � kq' -F3 T.O. Ftg - 8'74ZS F2 F2 L T.O. Ftg - 874.33 T.O. Pier- 5 -16.33 r T.O. Pier- 8 -16.33 +L T2' -Illg' q F3 4' 14'-9' 8' -2' 4' P I PI s- F I + 7 7 7 - - - - 4' 4. o10 `1 ' �"�`e` col �� aR �" • + �* b 0 F f,\a �F 6" G.M.U. Top e T.O. Block 0 -2;0VII 4 -I III GJ I I ;I IS'- I11•j' GJ II II jI GJ I I I ;1I 111 I 41' -1' Fl Fl. Elev. To M Gh xisting - 5-T5.41± ------------------------------------- „ 601-51 PIER SCHEDULE PI - I' -0"XI' -0' w/(4) *6 Yert. P2 - I'- 4 "xl' -4" H/(4) *6 Vert. P3 - 2'-O "x2' -O" w /(4) *6 Vert. CoLyM N 5GHF,DIJLE 4 "x4 "x1/4' Ts Column w/ If "xll"xl" Base Plate w/ (4) 94 "0 A56 Anchor Bolts and Saddle to Resolve Beamms per Beam Manuf. ReGommmendations. see Detail EXISTIN6 FOOTIN65 # FOUNDATIONS VERIFY SIZES AND DIMENSIONS IN FIELD 'r3' -0- 212' -6' T.5. Column - 500 Plan n Expanslon Material - Rake to to -fib Below Concrete and I Apply Sealant . I ♦. O_-_ 4" Concrete Slab m/ 6x6 - 10 /10 ".M. �i .� ----- 4" Corrq=tad Granule• Fill ( Proctor) II 114 =T= Base Plate - See Plan I� �- for Size Non -!E rink &rout 11 (4) 4 "O A56 Anchor I I Bolts 11. 11 III Arl - 1 1 See Plan for Reinforcing ti II , II P FOOT I NG / PIER DETAIL Q� 50 ALE: 44' = 1' -0" 4- �i 4I •: h n ii n ql?i n 14'-4' 4' I' CJ I I IT.O. Footing I 1 24' -II' 4-1, MWII 0 AW"rAWAWAWI --- Extend lab at Openings As Indic 3ted 0 0 I I I I 0 1 CJ I I I I I 0 0 L r W - 4- FOOTING SCHEDULE FI - 3'- O "x3' -0 "xl' -O" w /(3) *5 Each Way F2 - 3'- 4 "x3'- 4 "xl' -O" w/(3) *5 Each Way F3 - 4'- O "x4' -0 "xl' -0" w/(4) *6 Each Way STRUCTURAL STEEL Brick Yeneer I. All structural steel shall conform to the following: ASTM A56 (Fy =36 ksl) 6' Metal Studs 0 16" oz. Structural Tubes: ASTM A500 Grade B (Fy =46 kal) ' &olv. Masonry Ties 0 2. All steel shall be detailed, fabricated and erected in accordance with AISC "LOAD AND 16' oz. Horiz. t Vert. RESISTANCE FACTOR DESIGN SPECIFICATION OF STRUCTURAL STEEL BUILDIN&5" and the "CODE OF STANDARD PRACTICE ", First Edition. 12'x3" Anchor Bolts ALL FORGES AND REACTIONS 61VEN ARE FACTORED. • 48• oz. 3. All bolted connections shall be made with 3/4" diameter, A525 bolts with nuts and washers, unless otherwise noted. All connections shall shear bearing conectlons tightened to the %' Expa'elon Material snug-tight condition, unless otherwise noted. All connections shall conform '�p the LRFD SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 or A440 BOLTS. 6' G.M.J. 4. All shop and field welds shall be made us E?O electrodos or equivalent. %i ng 5. All hooded concrete anchors shalt be ASTM A108 (Fy =50 ksl), 3/4" diameter x 4" after &rout Gores 0 Anchors welds unless noted otherwise. 11' Finish Grade -See 6. Stool fabricator shall obtain the size and location of all openings for grilles, lowers, etc. etc. ;/. Glvll Drawings before proeooding with the fabrication and erection of any required ramess. LL- m "f. Provide Heckman t 1241 and *130 Channel slot and chomel slot anchors at all columns that 4" Concrete Slab w/ 8. abut ide teemmporary bracing of the structure until all permanent lateral support Is In place. 6x6 - 10/10 W-Y'l.M. 4' ted Granular GLUED LAMINATED LUMBER FIII (454 Proctor) 1. All wood, Connection and erection shall be In conformance with the current edition of Truss Tpe Joint Reinforcing NFPA National Design Specifications. y Each CourseVert 2. All connectors shall be 5lmpson Strong -Tie, unless otherwise approved by McComas Engineering. 10" G.M.U. 3. All bolts, washers and nuts shall be stainless steel. 4. All beams shall be Southern Pine. Concrete Footing w/ 5- Laminated beams shall moot the requirements of AN51 /AITC AIg0.1 and shall have the (3) ar tto Gontlrng m/ following minimum design values: 2400 psi In Bending ar '" B.O. Foot" to be -3-O 200 psi to Horizontal She Q L Below Finish Grade Min. ` 1600000 psi Modulus of Elasticity _ Dry Condition of Service • • stvos shall meet requirements for Dry condition of service. Appearanco shall be PREMIUM Grade. A translucent penetrating sealer shall bo applied to all members before shipment. Members shall be Individually wrapped with water - resistant paper or equivalent. �' -0• MA50NRY NOTES s'E I:A21 FOR TYPICAL WALL GONSTRLJGTION NOTES/DETAILS 1. Minimum 28 day compressive strength of concrete masonry units shall be MOO P.S.I. based on net area of the unit. Specified design compressive strength of masonry shall be f'm = 1500 p s.I. DETAIL A2. All mortar shall be Type S. No admixtures may be used unless approved by architect 1� / FOOTING l ALL englneor• ALL BLOCK SHALL BE LAID IN A RUNNING BOND PATTERN. 3. Course grout shall be used where grouting is required. Slump shall be I Mlnlmum rout compressive strength shall be 2500 pA.i. 5 G A L E : 34 " = (' - O " 4. All reinforcing shall be ASTM A615 6rado 60 0 y = 60 ksl). Lap all roinforGing a minimum of 40 bar diameters. 5. See architectural and specifications for all control joint location. Reinforcing In bond beams shall be discontinuous at control joints. 6. Provide truss type horizontal joint reinforcement at 16" ox. Side rods and cross rods shall be *4 wire, ggaalvanized, see specifications. Gut joint relnforcemment at control joints. "1. Provide "L" bars at all bond beam corners as required. T.O. Fig - 8'73 33 6. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels T.O. Pier- 8 -15.33 supported on masonry. q. All attachments to block shall be made with Hilto HX 1/2' dlametor x 3" sleeve anchors, unless noted otherwiso. Anchors shall be Installed per manufacturer's recommendations. F5 P3 (- F3 L 4 ¢. r 26'-0' • '3+k ¢ 1'S' -fl5• 9'-34• � P2 P2 � kq' -F3 T.O. Ftg - 8'74ZS F2 F2 L T.O. Ftg - 874.33 T.O. Pier- 5 -16.33 r T.O. Pier- 8 -16.33 +L T2' -Illg' q F3 4' 14'-9' 8' -2' 4' P I PI s- F I + 7 7 7 - - - - 4' 4. o10 `1 ' �"�`e` col �� aR �" • + �* b 0 F f,\a �F 6" G.M.U. Top e T.O. Block 0 -2;0VII 4 -I III GJ I I ;I IS'- I11•j' GJ II II jI GJ I I I ;1I 111 I 41' -1' Fl Fl. Elev. To M Gh xisting - 5-T5.41± ------------------------------------- „ 601-51 PIER SCHEDULE PI - I' -0"XI' -0' w/(4) *6 Yert. P2 - I'- 4 "xl' -4" H/(4) *6 Vert. P3 - 2'-O "x2' -O" w /(4) *6 Vert. CoLyM N 5GHF,DIJLE 4 "x4 "x1/4' Ts Column w/ If "xll"xl" Base Plate w/ (4) 94 "0 A56 Anchor Bolts and Saddle to Resolve Beamms per Beam Manuf. ReGommmendations. see Detail EXISTIN6 FOOTIN65 # FOUNDATIONS VERIFY SIZES AND DIMENSIONS IN FIELD 'r3' -0- 212' -6' li l II / F I R5T FLOOR PLAN - 53 50 ALE: I/8" = 1' -0" v4/1 1 r III r o GENERAL I. Building Codes: Uniform Building Code, 14,11 w/I11413 Indiana Building Code Amendments American Institute of Steel Construction, LRFD, Ist Edition Americas Concrete Institute„ 318 - M American Institute of Timber Construciton, 3rd Edition. 2. DE516N LOADS: Roof Live Load =25 psf Floor Live Load -100 psf Wind Load: Basic Speed = 'i0 mph Exposure B Category 11 Seismic Load-Zone Ilmportance Factor 1.25 3. If Drawings and 5pe4lflcalton9 are in conflict, the most stringent restrictions and requirements shall govern. 4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The mechanical, elctricaf 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 Gcmpletely Indicated In the structural drawings, the respective contractors shall verifyy their work with all other disciplines. 5. Verify all existl conditions prior V any constructto of fabrication. If different than shown, notify engineer / architect Immediately for modification of drawings. 6. Provisions for future expansion: Vertical: None Horizonte I : None FOUNDATION NOTES 1. Allowable 5oll Bearing Pressure - Spread Footfngs2500 psf Wall Footin9s2000 psf 2. Footings shall be placed of firm, undisturbed soil or on engineered fill. Engineered fill shall be compacted to o dry density of 100% of the 5tandard Proctor maximum dry density (A5TM - D648) 3. The contractor shall retain the services of a soils engineer to monitor all backflllhg operations and to inspect footing bearing material. A report cortifled by the soils engineer shall be furnished to the architect / englneor verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. 4. Engineered fill shall be placed in 6" to 8" lifts. 5. If dowatering Is required, sumps shall not be placed within the foundation excovatlon. 6. Maintain a maximum slope betweon adjacent footing bearing elevations of 2 horizontal to I vertical. CONCRETE AND REINFORGIN6 NOTES I. All concrete shall have the following 28 day compressive strengths: Foundotions3000 psi Piers, Walls4000 psi w/Alr entrah'rnent Slab on grode4000 psl 2. All reinforcing steel shall be detailed, supplied and placed in accordance with AGI 215 - 80 and ACI 318 - M. 3. All reinforcing steel shall be shop fabricated and, where applkable, shall be wired together. 4. All reinforcing steel shall Conform to ASTM A - 615, &rad�60. 5. Contractor shall make four, 6' x 12" test cylinders for each 50 Cubic yards of concrete poured for each days operation. Break I at 'l days, 2 at 28 days and retain spore. 6. Slab on grade shall laced on firm, undisturbed soil or engineered fill. All engineered fill shall be compacted to l00% of the Standard Proctor maximum dry density (AS - D6 118). See soils report of any additional recommendations. 5e0 specifkations for vapor barrier requirements. All welded wire fabric, (WYVF) shall conform to A5TM A185 (F<! = 5 I). -1. All finished Concrete, concrete formwork and falsework shall be in aoc-u arlbe with AGI 301 - 84. MASONRY LINTEL NOTES I. For all openings and recesses in block or brick, with lintels not shown on structural plans, provide either of the following lintels: A. BrIck Steel Lintel: CLEAR OPENIN&AN6LE Up to 5' -O"L 3 1/2 x 3 1/2 x 5/16 5' -1" to '1' -O'L 4 x 4 x 5/16 7' -1" to 10' -O"L 6 x 3 1/2 x 3/8 (LLV) All brick lintels have 8" of bearing at each end. All exterior lintels shall be primed with two finish coats of epoxy paint, unless noted otherwise. 4' ME ;i W et •--------------------------------------------------- - - - - -I . T.O. Block • •' Oil U h "N* �. to ti�oJ o F� • I GJ I I I I I I I I C-11 I T.O. Footing I I - 2' -8 "t I I 1 GJ I I I I I Extend Slab at OF enings 0 I As Inc sated I II 2'-0" x I' -0" continuous Concrete Footing w /(3) *5 Run Continuous (TyplcaU NOTE : Gore to be Taken During Excavation to not Damage Existing Sanitary and Water Lines. ' I. 3' -99t' IL4- g C A L L A H A N A S S 0 C I A T- E S A R C H I T E C T U R E I P L A N N I N G KEVIN CALLAHAN, A.I.A. Circle Tower Suite 1400 55 Monument Circle Indianapolis, Indiana 46204 317- 637 -1570 A Professional Corporation `��;Z11:111Jlmmt No. 4297,.' t- STATE OF !Q I b 00 t� 1.4 N V) b H H ti 0 q 7 W t� O H U W a a 1-. W W L�� H conEr � %o W N d- N - ISSUE DATE: AUGUST 26, 1993 REVISION • DATE O O PROJECT 93- 0016 -00 SHEET NO. KtYPL,AN Q 1993 UNDER PENALTY OF LAW FOOTING 9 FOUNDATION PLAN / DETAI L5 n li l II / F I R5T FLOOR PLAN - 53 50 ALE: I/8" = 1' -0" v4/1 1 r III r o GENERAL I. Building Codes: Uniform Building Code, 14,11 w/I11413 Indiana Building Code Amendments American Institute of Steel Construction, LRFD, Ist Edition Americas Concrete Institute„ 318 - M American Institute of Timber Construciton, 3rd Edition. 2. DE516N LOADS: Roof Live Load =25 psf Floor Live Load -100 psf Wind Load: Basic Speed = 'i0 mph Exposure B Category 11 Seismic Load-Zone Ilmportance Factor 1.25 3. If Drawings and 5pe4lflcalton9 are in conflict, the most stringent restrictions and requirements shall govern. 4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The mechanical, elctricaf 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 Gcmpletely Indicated In the structural drawings, the respective contractors shall verifyy their work with all other disciplines. 5. Verify all existl conditions prior V any constructto of fabrication. If different than shown, notify engineer / architect Immediately for modification of drawings. 6. Provisions for future expansion: Vertical: None Horizonte I : None FOUNDATION NOTES 1. Allowable 5oll Bearing Pressure - Spread Footfngs2500 psf Wall Footin9s2000 psf 2. Footings shall be placed of firm, undisturbed soil or on engineered fill. Engineered fill shall be compacted to o dry density of 100% of the 5tandard Proctor maximum dry density (A5TM - D648) 3. The contractor shall retain the services of a soils engineer to monitor all backflllhg operations and to inspect footing bearing material. A report cortifled by the soils engineer shall be furnished to the architect / englneor verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. 4. Engineered fill shall be placed in 6" to 8" lifts. 5. If dowatering Is required, sumps shall not be placed within the foundation excovatlon. 6. Maintain a maximum slope betweon adjacent footing bearing elevations of 2 horizontal to I vertical. CONCRETE AND REINFORGIN6 NOTES I. All concrete shall have the following 28 day compressive strengths: Foundotions3000 psi Piers, Walls4000 psi w/Alr entrah'rnent Slab on grode4000 psl 2. All reinforcing steel shall be detailed, supplied and placed in accordance with AGI 215 - 80 and ACI 318 - M. 3. All reinforcing steel shall be shop fabricated and, where applkable, shall be wired together. 4. All reinforcing steel shall Conform to ASTM A - 615, &rad�60. 5. Contractor shall make four, 6' x 12" test cylinders for each 50 Cubic yards of concrete poured for each days operation. Break I at 'l days, 2 at 28 days and retain spore. 6. Slab on grade shall laced on firm, undisturbed soil or engineered fill. All engineered fill shall be compacted to l00% of the Standard Proctor maximum dry density (AS - D6 118). See soils report of any additional recommendations. 5e0 specifkations for vapor barrier requirements. All welded wire fabric, (WYVF) shall conform to A5TM A185 (F<! = 5 I). -1. All finished Concrete, concrete formwork and falsework shall be in aoc-u arlbe with AGI 301 - 84. MASONRY LINTEL NOTES I. For all openings and recesses in block or brick, with lintels not shown on structural plans, provide either of the following lintels: A. BrIck Steel Lintel: CLEAR OPENIN&AN6LE Up to 5' -O"L 3 1/2 x 3 1/2 x 5/16 5' -1" to '1' -O'L 4 x 4 x 5/16 7' -1" to 10' -O"L 6 x 3 1/2 x 3/8 (LLV) All brick lintels have 8" of bearing at each end. All exterior lintels shall be primed with two finish coats of epoxy paint, unless noted otherwise. 4' ME ;i W et •--------------------------------------------------- - - - - -I . T.O. Block • •' Oil U h "N* �. to ti�oJ o F� • I GJ I I I I I I I I C-11 I T.O. Footing I I - 2' -8 "t I I 1 GJ I I I I I Extend Slab at OF enings 0 I As Inc sated I II 2'-0" x I' -0" continuous Concrete Footing w /(3) *5 Run Continuous (TyplcaU NOTE : Gore to be Taken During Excavation to not Damage Existing Sanitary and Water Lines. ' I. 3' -99t' IL4- g C A L L A H A N A S S 0 C I A T- E S A R C H I T E C T U R E I P L A N N I N G KEVIN CALLAHAN, A.I.A. Circle Tower Suite 1400 55 Monument Circle Indianapolis, Indiana 46204 317- 637 -1570 A Professional Corporation `��;Z11:111Jlmmt No. 4297,.' t- STATE OF !Q I b 00 t� 1.4 N V) b H H ti 0 q 7 W t� O H U W a a 1-. W W L�� H conEr � %o W N d- N - ISSUE DATE: AUGUST 26, 1993 REVISION • DATE O O PROJECT 93- 0016 -00 SHEET NO. KtYPL,AN Q 1993 UNDER PENALTY OF LAW FOOTING 9 FOUNDATION PLAN / DETAI L5