The URL can be used to link to this page

Home My WebLink About1059.95.199' -6" 18' -6' 17' -0' 102'-0' 57' -0' e - 1 MARK SIZE 9' -6" 18' -6' 17' -0' 102'-0' 57' -0' e MARK SIZE REINFORCING PIER F1 T -0'x 7' -('x 1' -6' O W/ TIES SEE 4/S2.3 1 /8# =1' -O' 6' -0' 2/ (16) #6 - 1/2 EACH WAY FF37 5' -0'x 5' -0'x 1' -3' (14) #5 - 1/2 EACH WAY 25' -4 1 ,f MEP PLANS r- N (n %0 SLAB ON GRADE REINFORCED %0 b W /ONE LAYER 6x6 - W2.9xW2.9 WWF - - - - - - - - - - - AF O F. D. P) 2 2 .3 / CONTROL. JOINTS 0 10' -0' O.C. I F_ I EACH WAY MAX". I I (n \ 0110. I TOP /SLAB EL (- )11' -0 F.D. (-)11' -2' N II II I I II II b FOR 3'- L 74 8' -0" 7 N -0" b 2/S2.1 I i 17' -0' O F.D. VERIFY W/ MECH. PLANS O F.D. VERIFY W/ MECH. PLANS L 2/S2.1 b 11' -0" 31 - I O O I 1/S2.1 2/2.1 8' x 12' BM. POCKET TOP /EMB. It I I P) 8' x 14' BM. POCKET t2 -- I I I VERT. BARS & I I I I TOP /EMB. It ( -)2' -6 1/4" N 1/S2.1 C, r J L DETAIL 5/S2.3 - - TIES SEE 4/S2.3 F3 10 r N J V ERT. BARS & I I S SEE 4/S2.3 I 1 F.D. O b I r L C14 � riv_iq) 7 3/4" 17' -10 1/4" 6" F1 b I ( %o N NP, NP, I ao (2) 3/4 "0 A.B. (TYP) VERY W/ I 1/S2.3 - g, I i I 4 I M 13/S; O F.D. I 8'-d' PLANTER PLAN ON I N ( I MECH. PLANS 1 THIS DRAWING. I (-) 11' -0' . (-)0'-10 314- -RAMP N 1'- � I N 3/S2.3 22' -4' 10 I ( DETAIL PLACES) N I TOP /FOOTING ( -) 11' -8' TYP. L t I (V , I I I I r `V 1/S2.3 r o L _ - J b b 1 /S2.1 F2 F2 T J \ I LO � N I I � I I I O F.D. VERIFY W/ I I N MECH. PLANS I 3'-0" N 8'x 14' BM. POCKET 8'x 12' SM. POCKET I o b I I TOP /EMB. k TOP /EMB. it r, 1/S2.3 ( -)2' -6 1 /� `V b I 11' -8' _ 1 F3 ES SEE E44 /S2.3 F2 TIES SEE /4 2.3 I '� - 31 31 (2) 3/4'O A.B. I -1 2/S2.1 I i �- - b (2) 3/4 "1i A.B. L -- 2/S2.1 f i N 1 r 8'x 12' BM. POCKET F3� I °' b TOP /EMB. ^ !' L - - - - -- - J a iv 3' -2 1/f ( -)2' -3 1 /7' F1 TOP 14' R POCKET I I Ir vERT. BARS & ( -)2 -3 1 /2' TIES SEE 4/S2.3 I I VERT BARS & b r;j (- )0' -10 31,' -T.! 5 N SLOPE DOWN I b - - N - - N Q. 45' -0' 5T -0' 102' -T FOUNDATION PLAN- SCALE: NORTH ( I 8/S2.1 I I 6' SLAB ON GRADE WITH I I ONE LAYER 13 0 12' O.C. EACH WAY 0 MID -DEPTH mI -__ __ _L i FOOTING SCHEDULE MARK SIZE REINFORCING PIER F1 T -0'x 7' -('x 1' -6' O W/ TIES SEE 4/S2.3 1 /8# =1' -O' F2 2/ (16) #6 - 1/2 EACH WAY FF37 5' -0'x 5' -0'x 1' -3' (14) #5 - 1/2 EACH WAY MEP PLANS r- ( SLAB ON GRADE REINFORCED %0 W /ONE LAYER 6x6 - W2.9xW2.9 WWF ' ao 2 2 .3 / CONTROL. JOINTS 0 10' -0' O.C. I EACH WAY MAX". I I TOP /SLAB EL (- )11' -0 F.D. (-)11' -2' 'So I SEE MEP PLANS (2) 3/rO A.B. �) I 11' b FOR 3'- L 74 8' -0" 7 8' -0" -0" 28' -0' i 17' -0' I 3' -6' t 1'-Or 10' -0' 81--a* L 10' -0' 11' -0" 31 - I O O I 2/2.1 - 1 F.D. O AREAWAY 31 %o N NP, NP, I I TRENCH DRAIN b 8' g, I i I 4 I M 13/S; i 8'-d' PLANTER PLAN ON I ( I THIS DRAWING. I (-) 11' -0' (-)0'-10 314- -RAMP N 1'- 3/S2.3 22' -4' t I b r;j (- )0' -10 31,' -T.! 5 N SLOPE DOWN I b - - N - - N Q. 45' -0' 5T -0' 102' -T FOUNDATION PLAN- SCALE: NORTH ( I 8/S2.1 I I 6' SLAB ON GRADE WITH I I ONE LAYER 13 0 12' O.C. EACH WAY 0 MID -DEPTH mI -__ __ _L i FOOTING SCHEDULE MARK SIZE REINFORCING PIER F1 T -0'x 7' -('x 1' -6' (18) #6 - 1/2 EACH WAY 1 /8# =1' -O' F2 6' -0'x 6-('x 1' -6' (16) #6 - 1/2 EACH WAY FF37 5' -0'x 5' -0'x 1' -3' (14) #5 - 1/2 EACH WAY SEE 6/2.1 FOR TYF4 AL FOOTING SECTION b �i 2 1/,f. (2) 3 HAIRPIN TIES nb DETAIL ta) SCALE: 3/4"=V-Cr 0 .. ,P GENERAL NOTES CONCRETE 1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ISSUE OF 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', ACI 318 AND 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', ACI 301, UNLESS NOTED OTHERWISE ON THE PLANS. 2. ALL WEATHER EXPOSED CONCRETE SHALL BE AIR - ENTRAINED. AIR CONTENT SHALL BE 4% TO 6% BY VOLUME. 3. MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH FOOTINGS - PC = 4000 PSI SLABS AND ALL OTHER - PC = 4000 PSI 4. CONTRACTOR SHALL SUBMIT A COMPLETE CONCRETE MIX DESIGN FOR BOTH REGULAR WEIGHT, NON -AIR ENTRAINED AND REGULAR WEIGHT, AIR ENTRAINED CONCRETE MIXES. MIX DESIGN SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, LATEST ISSUE. MAXIMUM SLUMP FOR ALL CLASSES SHALL BE 4 INCHES. 5. CONCRETE FINISHING: INTERIOR SLABS - HARD TROWEL EXTERIOR SLABS - BRUSH OR BROOM FINISH ALL SLABS SHALL BE FINISHED FLAT AND LEVEL TO A TOLERANCE OF 1/4 INCH IN TEN FEET. 6. ALL CONCRETE SHALL BE CURED USING AN APPROVED MEMBRANE CURING COMPOUND. EXPOSED INTERIOR SLABS SHALL BE SEALED WITH SEAUNG COMPOUND. DO NOT PLACE ANY SLAB ON UNCOMPACTED FILL. 7. HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305. FORMWORK 1. FORMWORK SHALL BE DESIGNED, ERECTED, MAINTAINED AND REMOVED ACCORDING TO THE PROVISIONS OF "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK, ACI 347, LATEST ISSUE. 2. COMPLETED WORK SHALL NOT VARY FROM THE PLUMB; LEVEL, INDICATED GRADE OR POSITION SHOWN ON THE PLANS BY MORE THAN 1/4 INCH IN TEN FEET. REFER ALSO TO ACI 301, LATEST ISSUE FOR ADDITIONAL FORMWORK TOLERANCES. REINFORCING STEEL 1. ALL DETAILING, FABRICATION, PLACING, AND SUPPORT OF REINFORCING STEEL SHALL FOLLOW THE CURRENT ISSUE OF THE "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", ACI 315, LATEST ISSUE, UNLESS NOTED OTHERWISE. 2. ALL REINFORCING BARS SHALL HAVE DEFORMED SURFACES CONFORMING TO ASTM A615. 3. WELDED WIRE FABRIC (WWF) SHALL BE LAPPED 1 -1/2 MESH AND WWF SHALL BE WIRED TOGETHER WHERE REQUIRED. WWF SHALL CONFORM TO ASTM A185. 4. ALL REINFORCING STEEL IN FOOTINGS WITH LONGITUDINAL AND TRANSVERSE STEEL SHALL BE ASSEMBLED INTO EQUALLY SPACED MAT GRILLS AND WIRED TOGETHER AT ALTERNATE INTERSECTIONS BEFORE CONCRETE IS PLACED. 5. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS WHICH CLEARLY INDICATE SIZE, QUANTITY AND LOCATIONS AND DETAILS OF ALL REINFORCING STEEL FOR REVIEW BEFORE THE START OF THE WORK. 6. LAP SPLICES SHALL BE ACI - CLASS B UNLESS NOTED OTHERWISE. 7. ALL SLABS ON GRADE SHALL HAVE 6X6- W1.4XW1.4 WWF REINFORCING UNLESS NOTED OTHERWISE ON THE PLANS. 8. DESIGN STRESSES FOR THE VARIOUS REINFORCING ARE AS FOLLOWS: WELDED WIRE FABRIC: FY = 60,000 PSI ALL OTHER: FY = 60,000 PSI + TOP /FLOOR SLAB +0' -0" = +754' -6' STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST ISSUE OF "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN' AS ADOPTED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 2. SUBMIT COMPLETE SHOP DRAWINGS AND ERECTION PLANS TO THE ENGINEER FOR REVIEW BEFORE ANY FABRICATION IS BEGUN. REVIEW WILL COVER THE SIZE AND ARRANGEMENT OF THE PRINCIPAL AND AUXILIARY MEMBERS, AND THE STRENGTH OF CONNECTIONS. 3. STRUCTURAL STEEL- ASTM A36 ; FY = 36,000 PSI. STRUCTURAL TUBING: ASTM A500, GRADE B ; FY = 46,000 PSI. 4. USE ONLY 31,' DIAMETER ASTM A325 BOLTS UNLESS NOTED OTHERWISE. 5. FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDING OPERATOR. ALL WELDS ARE SUBJECT TO REVIEW BY THE ARCHITECT OR ENGINEER. 6. STRUCTURAL STEEL SHALL RECEIVE SUPPLIER'S STANDARD SHOP PAINT. 7. PROVIDE ADEQUATE TEMPORARY BRACING OF THE STRUCTURE. FIT, PLUMB, LEVEL AND ALIGN STRUCTURAL STEEL BEFORE MAKING PERMANENT FIELD CONNECTIONS. WOOD FRAMING 1. PREFABRICATED TRUSS MANUFACTURER SHALL DESIGN TRUSSES AND DETERMINE WES MEMBER CONFIGURATION AND WEB LATERAL BRACING U.N. 2. ALL METAL FRAMING ACCESSORIES AND HARDWARE INCLUDING HANGERS, FASTENERS AND CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. ,ALL SUCH HARDWARE SHALL BE SELECTED AND INSTALLED ACCORDING TO THE MANUFACTURERS WRITTEN REQOMMENDATIONS. GALVANIZED AT EXTERIOR AND HIGH HUMIDITY LOCATIONS, 3. PROVIDE BRIDGING /BLOCKING BETWEEN ALL JOIST AND RAFTERS AT EACH SUPPORT, ENDS OF CANTILEVERS, AND MAXIMUM 8' -0' O.C. BETWEEN SUPPORT'S. PROVIDE PERMANENT BRIDGING, BLOCKING AND BRACING FOR PREFABRICATED TRUSSES AS REQUIRED BY THE MANUFACTURERS WRITTEN SPECIFICATIONS. PROVIDE PERMANENT BLOCKING AT SUPPORTED ENDS BETWEEN ALL PREFABRICATED ROOF TRUSSES. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING OF PREFABRICATED TRUSSES DURING ERECTION AND THROUGHOUT THE COURSE OF THE CONSTRUCTION. 4. WOOD FRAMING MEMBERS SHALL BE ASSEMBLED ACCORDING TO THE NAILING SCHEDULE -TABLE N0 25 -Q 1988 UBC CODE. BOLTED CONNECTIONS: ASTM A307, GALVANIZED . , FINISH. 5. ALL MULTIPLE STUD COLUMNS SHALL BE SPIKED TOGETHER AT 12' O.C. 6. TRIPLE SAID ALL CORNERS AND PROVIDE A MINIMUM TWO STUDS BENEATH ALL LINTEL REACTIONS UNLESS NOTED OTHERWISE ON PLANS. 7. PROVIDE AT LEAST ONE 2X6 STUD UNDER ALL FLOOR OR ROOF TRUSSES SUPPORTED BY STUD BEARING WALL DESIGN DATA FLOOR LIVE LOAD: 100 PSF WIND LOAD: 1993 INDIANA BUILDING CODE (91 UBC) ALLOWABLE NET SOIL BEARING PRESSURE: 3,000 PSF ROOF LIVE LOAD -SNOW- & ICE: 20 PSF - 1993 INDIANA BUILDING CODE (91 UBC) 27' -4' 12/2.1 +0' - 0„ ------ - - - - -- -- +0' -0' ( -)0' -3 5 /g' I +o' -o" AREAWAY 12/S2.1 I 1 1 3/S2.3 DROP BEAM I I 12' -6' I ( -)0' -3 5/8' I I-- ..------------ - - ---� I (- )0' -10 3/4' }--- , I N I I I I ,b I - - - - -- 4z 11- -11 f 'F? 1 RAMP ON - - 10/S2.1 +0' -0" I �I -� ( -)4' -3 5/8' r- - ( -)0' -3 5/8" {�- -11 (- )0' -6• . 1 -d, Poo L I 'b (- )0' -10 3/4" - ON .' I 1 SLOPE DOWN _ 4/S2.1 I �µ�„,,,,,,�, TERRACE AND PLANTER PLAN- SCALE: ,fie =r -v NORTH (2) 314'0 x 18' A.B. W /3" HOOK Browning Day Mullins DTerdorf Inc 334 North Senate Avenue Indianapolis, Indiana 46204 317.635.5030 FAX 317.634.5409 STRUCTURAL CONSULTANT 4tv I,AWSON ASSOCIATES ENGINEERING CONSULTANTS 650 EAST CARMEL DRIVE SUITE 310 CARMEL, INDIANA 46032 317 - 574 -9409 FAX 317 -574 -9431 uJnh��' * No 21487 'a= Z O STATE: Or cv ON `• r PRAIRIE VIEW GOLF CLUB Revision Clubhouse- Foundation Plan S Ol 0 Ol Project No. 9443 950EIS11 Drawn JDF Checked MJL Scale 1 /8# =1' -O' Date 9 -21 -95 Revision Clubhouse- Foundation Plan S Ol 0 Ol