\\Oates-fs01\data\P\14003\WO 05 - Baseball Visitor Dugout\dwg\14003.005_G1.1_Cover Sheet.dwgGENERAL NOTES CODES AND SPECIFICATIONS
WORK SHALL MEET THE REQUIREMENTS OF THE FOLLOWING STANDARDS. THE MOST STRINGENT REQUIREMENTS SHALL GOVERN IN CONFLICTS BETWEEN SPECIFIED CODES AND STANDARDS.
INTERNATIONAL BUILDING CODE 2012
AMERICAN WELDING SOCIETY AWS D1.1-04.
AMERICAN IRON AND STEEL INSTITUTE "DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" (AISI)
AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-11)
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
DESIGN LOADS:
LIVE LOADS:
ROOF: 20 PSF
SNOW LOAD: IMPORTANCE FACTOR, I = 1.0 THERMAL FACTOR, Ct = 1.2 EXPOSURE FACTOR, Ce = 1.0 GROUND SNOW LOAD, Pf = 20 PSF
SLOPED ROOF SNOW LOAD, Ps = 20 PSF
WIND LOAD: BASIC WIND SPEED = 115 MPH
EXPOSURE CATEGORY = C RISK CATEGORY = II
SEISMIC LOAD: RISK CATEGORY = II IMPORTANCE FACTOR, Ie = 1.0
SPECTRAL RESPONSE ACCELERATION PARAMETER AT PERIOD OF 1-SEC, S1 = 0.164g
SPECTRAL RESPONSE ACCELERATION PARAMETER AT SHORT PERIODS, Ss = 0.427g
SITE CLASS D (ASSUMED, NO SOILS INVESTIGATION) SITE COEFFICIENTS:
Fa = 1.46 Fv = 2.15
Sds = 0.415 Sd1 = 0.234 SEISMIC DESIGN CATEGORY = D BASIC SEISMIC FORCE RESISTING SYSTEM:
SPECIAL REINF. MASONRY SHEAR WALLS DESIGN BASE SHEAR, V = 6.5 KIPS Cs = 0.083 R = 5 EQUIVALENT LATERAL FORCE PROCEDURE
FOUNDATION NOTES
FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL CAPABLE OF SUSTAINING A BEARING PRESSURE OF 1500 PSF MINIMUM UNDER FULL SERVICE LIVE AND DEAD LOAD. CONTRACTOR SHALL VERIFY CAPACITY OF EXISTING SOIL TO MEET THE ALLOWABLE BEARING REQUIREMENT.
ALL BEARING MATERIAL SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. THE GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS TO THE SUITABILITY OF THE BEARING MATERIAL. FOOTING ELEVATIONS SHALL BE ADJUSTED AS REQUIRED.
BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 2'-6" BELOW FINAL GRADE FOR FROST PROTECTION.
FOOTINGS MAY BE POURED INTO AN EARTH-FORMED TRENCH.
DO NOT PLACE BACK FILL AGAINST ANY WALL UNTIL ALL SUPPORTING ELEMENTS ARE POURED AND CURED FOR 48 HOURS, INCLUDING SLABS ON GRADE.
CONCRETE NOTES
CONCRETE STRENGTH AT 28 DAYS f'c = 3,500 PSI
REINFORCING DEFORMED BARS - ASTM A615 GRADE 60 WELDED WIRE FABRIC - ASTM A185
REINFORCING LAP SPLICES LAP SPLICES MAY BE MADE ONLY AT THE LOCATIONS SHOWN ON THE DRAWINGS OR AS INDICATED IN THESE NOTES UNLESS OTHERWISE APPROVED BY THE ENGINEER.
ALL SPLICES SHALL BE ACI CLASS B SPLICES WHERE LAP LENGTHS ARE NOT SHOWN ON THE DRAWINGS.
ALL ANCHOR BOLTS, INSERTS, SLEEVES AND OTHER EMBEDDED ITEMS SHALL BE SET BEFORE CONCRETE IS PLACED.
ALL EXPOSED CONCRETE CORNERS SHALL HAVE 3 4" CHAMFER (EXTERIOR CORNERS ONLY).
STEEL NOTES
MATERIAL STEEL PLATES, SHAPES AND BARS: ASTM A36 OR A572 GRADE 50 AS INDICATED ON THE DRAWINGS.
ANCHOR BOLTS: ASTM F1554, GRADE 36.
METAL DECK: CONTRACTOR AND METAL DECK SUPPLIER SHALL SUBMIT THE FOLLOWING:
PRODUCT DATA SHOP DRAWINGS WILL PROVIDING THE FOLLOWING:
LAYOUT ANCHORAGE DETAILS REINFORCING CHANNELS SPECIAL JOINTING ACCESSORIES ATTACHMENTS TO OTHER UNITS
CONTRACTOR SHALL INSTALL METAL DECK USING CERTIFIED WELDERS AND COMPLY WITH ALL APPLICABLE PROVISIONS OF AWS D1.1 "STRUCTURAL WELDING CODE FOR STEEL" AND AWS D1.3 "STRUCTURAL WELDING CODE FOR SHEET STEEL"
CONTRACTOR SHALL PROVIDE VALID QUALIFICATION CERTIFICATES FOR ALL WELDERS.
DECK SHALL BE ROLLED FROM GALVANIZED SHEET STEEL CONFORMING TO ASTM A 653, STRUCTURAL STEEL, GRADE 33 MINIMUM WITH A G90 MINIMUM GALVANIZED COATING.
MANUFACTURER SHALL DESIGN AND PROVIDE ALL NECESSARY ACCESSORIES FOR OPENINGS AND PANEL EDGES.
METAL DECK SHALL BE INSTALLED ACCORDING TO APPLICABLE SPECIFICATIONS AND COMMENTARY OF SDI PUBLICATION NO. 31 AND MANUFACTURERS RECOMMENDATIONS, AND THE FOLLOWING REQUIREMENTS:
PLACE PANELS ON SUPPORTING FRAMING AND ADJUST TO FINAL POSITION WITH ENDS ACCURATELY ALIGNED AND BEARING ON SUPPORTING FRAMING BEFORE BEING PERMANENTLY FASTENED.
CONTRACTOR SHALL NOT STRETCH OR CONTRACT SIDE LAP INTERLOCKS.
PLACE DECK PANELS FLAT AND SQUARE AND FASTEN TO SUPPORTING FRAMING WITHOUT WARP OR DEFLECTION.
COMPLY WITH AWS REQUIREMENTS AND PROCEDURES FOR MANUAL SHIELDED METAL ARC WELDING, APPEARANCE AND QUALITY OF WELDS, AND METHODS USED IN CORRECTING WELDING WORK.
INSTALL ALL NECESSARY ROOF ACCESSORIES PER MANUFACTURERS RECOMMENDATIONS. THESE ITEMS INCLUDE SUMP PANS, SUMP PLATES, RIDGE AND VALLEY PLATES, FINISH STRIPS, COVER PLATES, END CLOSURES AND REINFORCING CHANNELS.
CONTRACTOR SHALL PREPARE AND REPAIR ALL DAMAGED GALVANIZED COATING ON BOTH SURFACES WITH GALVANIZED REPAIR PAINT ACCORDING TO ASTM A780 AND MANUFACTURER'S INSTRUCTIONS.
STEEL JOISTS STEEL JOISTS SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH S.J.I SPECIFICATIONS.
BRIDGING:
LH AND DLH SERIES JOIST: DIAGONAL TYPE BRIDGING UNLESS NOTED OTHERWISE, BRIDGING SHALL BE SPACED IN ACCORDANCE WITH S.J.I. SPECIFICATIONS.
STEEL JOIST BRIDGING SHALL BE PLACED AND JOIST ENDS FIXED PRIOR TO THE APPLICATION OF ANY LOADS.
MINIMUM BEARING REQUIREMENTS, UNLESS NOTED OTHERWISE:
LH AND DLH SERIES: 4" ON STRUCTURAL STEEL 6" ON MASONRY
UNLESS NOTED OTHERWISE, JOISTS SHALL BE ATTACHED TO SUPPORTING STEEL WORK AS FOLLOWS:
LH AND DLH SERIES: (2) 1/4" FILLET WELDS (ONE EACH SIDE) 2" LONG OR EQUIVALENT.
SEE DETAILS FOR ATTACHMENT OF JOISTS TO CONCRETE AND MASONRY.
HOLES IN JOIST CHORDS WILL NOT BE PERMITTED.
JOIST SUPPLIER SHALL DESIGN JOISTS AND SUBMIT CALCULATIONS PREPARED AND SEALED BY A REGISTERED ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED, AS REQUIRED BY THESE DRAWINGS AND SPECIFICATIONS.
THE JOIST DESIGN AND BRIDGING PLACEMENT SHALL BE CHECKED BY THE JOIST MANUFACTURER USING THE NET UPLIFT SPECIFIED BELOW. CHANGES IN JOIST SIZE AND/OR BRIDGING PLACEMENT WILL SHOW UP ON THE SHOP DRAWINGS.
NET UPLIFT ON JOISTS = 15 P.S.F.
TEMPORARY BRACING AN "UNSTABLE STEEL FRAME" SHALL BE CONSIDERED TO EXIST UNTIL ALL FLOOR AND ROOF STRUCTURE AND PERMANENT BRACING OR SHEAR WALLS ARE COMPLETED.
TEMPORARY BRACING SHALL BE INSTALLED TO PROVIDE STRUCTURAL STABILITY AND RESIST LATERAL LOADS ON THE STRUCTURE DURING ERECTION. BRACING SHALL REMAIN IN PLACE UNTIL ALL WELDING IS COMPLETE, ALL BOLTS ARE COMPLETELY TIGHTENED, FLOORS AND ROOFS ARE COMPLETE, AND ALL PERMANENT BRACING AND SHEAR WALLS ARE INSTALLED.
MASONRY NOTES
MATERIALS REINFORCED MASONRY WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES: ACI 530/ASCE 5/TMS 402.
REINFORCED MASONRY SHALL CONFORM TO THE SPECIFICATIONS FOR MASONRY STRUCTURES: ACI 530.1/ASCE 6/TMS 602.
CONCRETE MASONRY UNITS (CMU) SHALL BE NORMAL WEIGHT CONFORMING TO THE LATEST EDITION OF ASTM C 90 WITH A NET AREA COMPRESSIVE STRENGTH OF 1900 PSI.
MASONRY UNITS SHALL BE INSTALLED IN A RUNNING BOND.
MASONRY SHALL HAVE A MINIMUM PRISM STRENGTH (f'm) = 1,500 PSI AND TESTED IN ACCORDANCE WITH ASTM C 1314.
GROUT SHALL CONFORM TO ASTM C 476 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AFTER 28 DAYS.
CONTRACTOR SHALL CONSTRUCT MASONRY UNITS WITH THE VERTICAL REINFORCING AS SHOWN IN THE DRAWINGS. THE REINFORCED CELLS SHALL BE FILLED SOLID WITH GROUT. THE GROUT SHALL BE POURED IN LIFTS NOT TO EXCEED THE MAXIMUM LIMITS SHOWN IN THE SPECIFICATION FOR MASONRY STRUCTURES TABLE NO. 7, UNTIL WALL IS PERMANENTLY BRACED BY THE ROOF.
HOLLOW MASONRY UNITS SHALL BE INSTALLED WITH FULL MORTAR COVERAGE ON THE HORIZONTAL AND VERTICAL FACE SHELLS. FULL MORTAR COVERAGE SHALL BE PROVIDED FOR WEBS LOCATED ADJACENT TO FULLY GROUTED CELLS.
VERTICAL CELLS OF MASONRY UNITS TO BE GROUTED SHALL BE ALIGNED VERTICALLY TO PROVIDE A CONTINUOUS UNOBSTRUCTED CELLS. OBSTRUCTIONS AND DEBRIS WITHIN THE CELL, E.G. EXCESS MORTAR FROM JOINTS, SHALL BE REMOVED.
GROUT TO BE USED IN GROUTING VERTICAL CELLS SHALL HAVE AN 8" SLUMP. THE GROUT SHALL BE CONSOLIDATED BY HAND TAMPING TO ELIMINATE ANY VOIDS FROM WITHIN THE GROUTED CELL.
ANCHORS AND ACCESSORIES TO BE CONSTRUCTED WITHIN THE WALL, SHALL BE COMPLETED DURING THE CONSTRUCTION OF THE WALL.
CUTTING OF MASONRY SHALL BE COMPLETED WITH A MASONRY SAW AND PROVIDE A CLEAN FINISHED TYPE CUT.
ALL MASONRY CELLS LOCATED AT OR BELOW FINISH GRADE SHALL BE GROUTED SOLID.
GROUT FILLED CORES SHALL CONFORM TO ASTM C 478 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI AFTER 28 DAYS.
MASONRY CONTRACTOR SHALL COORDINATE VERTICAL REINFORCING LOCATIONS WITH THE CONCRETE FOUNDATION CONTRACTOR. VERTICAL FOUNDATION REINFORCING DOWELS SHALL NOT BE BENT OVER MORE THAN 1" HORIZONTAL TO 6" VERTICAL.
ALL WALLS SHALL BE CONSIDERED TO BE UNSTABLE UNTIL ALL FLOOR AND ROOF STRUCTURE AND PERMANENT BRACING OR SHEAR WALLS ARE COMPLETED.
TEMPORARY BRACING SHALL BE INSTALLED TO PROVIDE STRUCTURAL STABILITY AND RESIST LATERAL LOADS ON THE STRUCTURE DURING ERECTION. BRACING SHALL REMAIN IN PLACE UNTIL ALL WELDING IS COMPLETE, ALL BOLTS ARE COMPLETELY TIGHTENED, FLOORS AND ROOFS ARE COMPLETE, AND ALL PERMANENT BRACING AND SHEAR WALLS ARE INSTALLED.
SPECIAL INSPECTION OF THE MASONRY IS REQUIRED. SEE THE SPECIFICATIONS AND THE SPECIAL INSPECTION SECTION OF THESE GENERAL NOTES FOR REQUIREMENTS.
HORIZONTAL REINFORCEMENT SHALL BE GALVANIZED AND SHALL HAVE 9 GAUGE SIDE AND CROSS RODS SPACED AT 16" CTS. HORIZONTAL REINFORCEMENT SHALL BE LAPPED A MINIMUM OF 8".
MORTAR SHALL MEET THE REQUIREMENTS OF ASTM C 270. ABOVE GRADE MASONRY: TYPE S MORTAR. BELOW GRADE MASONRY: TYPE M MORTAR.
MISCELLANEOUS
DIMENSION VERIFICATION DIMENSIONS ON DRAWINGS PRECEDED BY +/- ARE REQUIRED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION OR CONSTRUCTION.
DIMENSIONS OF OPENINGS IN FLOORS, ROOFS AND WALLS, AND ASSOCIATED SURROUNDING FRAMING, AND ANCHOR BOLT SIZES AND LOCATIONS ASSOCIATED WITH MECHANICAL EQUIPMENT, SHALL BE VERIFIED BY THE CONTRACTOR WITH ACTUAL EQUIPMENT FURNISHED FOR THE PROJECT.
ALL OPENINGS AND SLEEVES ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS. FOR REQUIRED OPENINGS, REFER TO THE ARCHITECTURAL DRAWINGS.
EXISTING CONDITIONS:
BECOME FAMILIAR WITH EXISTING CONDITIONS PRIOR TO BIDDING. PROVIDE NECESSARY MEANS AND METHODS TO ACCOMPLISH THE SPECIFIED WORK.
FIELD VERIFY ALL CONDITIONS, SIZES, SPACINGS AND DIMENSIONS OF EXISTING STRUCTURE PRIOR TO FABRICATION AND NEW CONSTRUCTION. CONTACT STRUCTURAL ENGINEER IF EXISTING CONDITIONS, ETC. VARY FROM THOSE SHOWN ON THESE DRAWINGS.
CONTRACTOR IS RESPONSIBLE FOR TEMPORARY REMOVAL AND REPLACEMENT/RELOCATION OF ANY NON-STRUCTURAL ELEMENTS NECESSARY TO COMPLETE THE STRUCTURAL WORK. FOLLOW ALL APPLICABLE CODES AND REQUIREMENTS OF AFFECTED TRADES. PROVIDE FOR THIS REQUIREMENT IN THE BID.
ABBREVIATIONS
BK. BACK MOD. MODIFICATION BM. BEAM OPP. HD. OPPOSITE HAND B.F. BOTTOM OF FOOTING P PLATE CTRS. CENTERS PSF. POUNDS PER SQ. FT. C CENTERLINE PSI. POUNDS PER SQ. IN. CL. CLEARANCE R RADIUS COL. COLUMN SECT. SECTION COND. CONDITION SEJ SEALED EDGE JOINT CONT. CONTINUOUS SIM. SIMILAR C.J. CONTROL JOINT SLV. SHORT LEG VERTICAL C.S.J. CONSTRUCTION JOINT SPA. SPACES E.F. EACH FACE STIF STIFFENER EL. ELEVATION T/S TOP OF SLAB E.W. EACH WAY T.O.F. TOP OF FOOTING FTG. FOOTING T.O.L. TOP OF LEDGE F.V. FIELD VERIFY T.O.P. TOP OF PIER K KIPS T.O.S. TOP OF STEEL LG. LONG T.O.W. TOP OF WALL LLBB LONG LEGS BACK TYP. TYPICAL TO BACK LLV LONG LEG VERTICAL UNO. UNLESS NOTED OTHERWISE MAS. MASONRY W.W.F. WELDED WIRE FABRIC MAX. MAXIMUM W.P. WORKING POINT MIN. MINIMUM
SPECIAL INSPECTION REQUIREMENTS PER IBC SECTION 1700
ITEM # DESCRIPTION CONTINUOUS PERIODIC STEEL (IBC 1705.2 AND TABLE 1705.2.2)
MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:
a. IDENTIFICATION OF MARKINGS TO CONFORM TO ASTM STDS. SPECIFIED IN CONST. DOCS.
b. MANUFACTURER'S CERTIFIED TEST REPORTS X
X1
a. ROOF DECK WELDS 2
VERIFICATION OF COMPLIANCE WITH APPROVED SUBMITTALS1 X
AS MASONRY CONST. BEGINS, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:
a. PROPORTIONS OF SITE-PREPARED MORTAR X
b. CONST. OF MORTAR JOINTS X
c. LOCATION OF REINFORCEMENT AND CONNECTORS
X
2
a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X
b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTION
X
c. WELDING OF REINF. BARS X d. PREPARATION,
CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER OR HOT WEATHER
X
4
X
c. SHEAR REINFORCEMENT X
d. OTHER REINFORCING STEEL
X
b. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR REINFORCEMENT
X
X
3
PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:
a. GROUT SPACE X
X
3
b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS
X
X
X
X5
A
B
C
D
E
F
G
JOIST(2) 5 8 HEADED RODS
BOND BEAM w/ (2) #5 BARS
PL.12x8x12"
PL.12x8x12" w/ (2) 5 8 HEADED RODS @ EA. JOIST BRG LOCATION., SEE TYP. JOIST BRG PLATE PLAN
BOND BEAM w/ (2) #5 BARS (TYP.)
STEEL JOIST PER PLAN
METAL DECK PER PLAN
PROVIDE LIGHT GAGE CLOSURE ANGLE WHERE BENT PLATE DOES NOT OCCUR
SP AC
IN G
BA R
AT CORNER AND END WALL REINFORCEMENT NOTES:
1. PROVIDE BOND BEAMS WITH 2-#5 BAR (CONT.) HOOKED AT EACH END AROUND THE VERTICAL BARS IN THE END CELLS. PROVIDE BOND BEAMS AT THE FOLLOWING LOCATIONS: A. AT THE TOP ALL WALLS. B. AT THE TOP AND BOTTOM OF WALL OPENINGS (EXTEND BEAM 24" PAST THE
FACE OF THE OPENINGS). C. AT 4'-0" VERTICAL INCREMENTS MAXIMUM.
2. PROVIDE CONTINUOUS HORIZ. TRUSS REINF. AS FOLLOWS: A. AT 16" VERT. CENTERS.
B. PROVIDE 2 TRUSS LAYERS AT 8" VERT. CENTERS ABOVE AND BELOW WALL OPENINGS (EXTEND 24" PAST THE FACE OF THE OPENINGS).
C. HORIZ. TRUSS REINF. SHALL NOT RUN THROUGH VERTICAL MASONRY CONTROL JOINTS.
3. PROVIDE VERT. REINF. IN GROUTED CELLS AS FOLLOWS: A. EXTERIOR WALLS: 10" CMU - (2) #5 @ 32" CTS.
4. CORNER BARS AND END BARS SHALL BE (2) #5 BARS.
5. LOCATE VERT. BARS IN SAME CELL AS FOUNDATION DOWEL BARS. COORDINATE INSTALLATION WITH CONCRETE CONTRACTOR(S).
(2) CORNER BARS FULL HEIGHT
BAR SPACING
OPENINGEND BAR FULL HEIGHT
TYP.5 8"
NOTES: 1. SIDELAP FASTENERS: 3 - #10 TEK SCREWS PER SPAN. 2. PERIMETER WELDS: 5 8
3'-0"
POURED NEOPRENE SEALANT (BLACK)
CUT EVERY OTHER BAR OR WIRE
1 4"
MAS. DWL. SPACING TYP. JAMB & OPENING DETAIL
MASONRY DOWEL NOTES:
2. SEE TYPICAL REINFORCED MASONRY WALL DETAILS SHEET S0.2 FOR BAR SPACING. 3. PROVIDE MASONRY DOWELS WHERE MASONRY WALL OCCURS. 4. VERIFY AND COORDINATE ALL DIMENSIONS WITH MASONRY CONTRACTOR(S).
4"
BA R
SP AC
IN G
BAR SPACING
8" 4"
TY PI
A
B
C
D
E
F
G
EXIST. CONCOURSE
EXIST. CONCOURSE
EXIST. HOME DUGOUT
.V .)
BACKSTOP PLAN NOTES 1. EXISTING CMU BACKSTOP WALL TO BE REMOVED DOWN TO CONTINUOUS CONCRETE FOOTING.
CONSTRUCT NEW CONCRETE BACKSTOP WALL ON EXISTING FOOTING PER DETAIL A1/S2.0. EXISTING BACKSTOP PADS AND ATTACHMENT STRIPS TO BE REMOVED AND REUSED ON NEW WALL. BACKSTOP WALL TO BE EXTENDED AND RETURNED TO THE HOME DUGOUT AS SHOWN IN D7/S1.0. APPROXIMATE LENGTH OF WALL = 115'.
2. DAMAGED BACKSTOP POLE TO BE REMOVED AND REPLACED. SEE ENLARGED PLAN C7/S1.1
SCALE:
1/4" = 1'-0" A2 S1.0
A
B
C
D
E
F
G
1/4" = 1'-0" D7 S1.0
REMOVE, STORE & REINSTALL EXIST. CHAINLINK FENCE & HANDRAIL
LOCATION OF BACK FACE OF NEW DUGOUT WALL TO MATCH EXIST. BACK FACE. VERIFY LOCATION PRIOR TO DEMOLITION.
1'-9" 1'-9"
EXIST. CONCOURSE
4" REINF. CONC. SLAB w/ W.W.F. 6x6 W2.9xW2.9 OVER 6" COMPACTED STONE BASE
C. J.
C. J.
C. J.
A2 S2.1
A6 S2.1
2 S PA
A9 S2.1
C5 S2.0
C9 S2.1
SE E
AR CH
1/4" = 1'-0" E3 S1.1
1/4" = 1'-0" A3 S1.1
FOUNDATION PLAN NOTES 1. EXISTING VISITOR DUGOUT STRUCTURE TO BE REMOVED IN ITS ENTIRETY INCLUDING ALL
FOUNDATIONS. SEE ARCHITECTURAL DRAWINGS FOR DEMOLITION PLAN.
2. ENGINEER TO BE NOTIFIED WHEN EXIST. FOOTINGS ARE EXPOSED. EXIST. CONCOURSE FOOTING COULD INTERFERE WITH NEW DUGOUT FOUNDATION.
3. TOP OF SLAB ELEVATION TO MATCH EXISTING DUGOUT. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS.
4. EXISTING ARTIFICIAL TURF TO BE PULLED BACK AND PROTECTED PER ARCHITECTURAL DRAWINGS.
5. REMOVE AND REPLACE EXIST. WATER SPIGOT, DRAIN ALONG NORTH SIDE OF DUGOUT, AND OTHER NON-STRUCTURAL FEATURES AS NEEDED TO CONSTRUCT NEW DUGOUT.
ROOF PLAN NOTES 1. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION. 2. INDICATES DIRECTION OF 11
2" WIDE RIB, 20 GAGE STEEL DECK. SEE TYPICAL DECK DETAIL ON S0.2 FOR FASTENING INFORMATION.
3. COORDINATE w/ ARCHITECTURAL DRAWINGS FOR JOIST PROFILE.
FO UN
DA TI
A
B
C
D
E
F
G
EXIST. CONCOURSE
SEE SECTION A2/S2.1 FOR FOOTING INFORMATION
48/24LH05
S2.1 E9
SEE TYP. JOIST BEARING DETAIL ON S0.2
PROVIDE DIAGONAL BRIDGING AND BRIDGING ATTACHMENTS TO WALL AS REQ'D BY JOIST MANUFACTURER. WALL ATTACHMENTS SHALL NOT BE VISIBLE BELOW BOTTOM CHORD
REMOVE & REUSE BACKSTOP PADS & ATTACHMENT STRIPS. PADS ARE NOT TO BLOCK WEEP HOLES.
EXIST. CONCOURSE SLAB
EXIST. WALL FTG
SCREENS @ 6' O.C.
(4) #4 CONT.
#5 @ 12" O.C.
DOWEL & SET INTO EXIST. WALL FOUNDATION w/ APPROVED ADHESIVE ANCHORING SYSTEM. SUBMIT PRODUCT DATA FOR REVIEW.
6"
8"
RETURN
6"
#4 ROUND TIES w/ CLASS B SPLICE
7" 2"
5 @ 3"
O .C
8" CONC. BACKSTOP WALL - SEE DETAIL A1/S2.0
ATTACHMENT), PROVIDE 14" SEAL PL. @ TOP - COORD. NET ANCHOR REQ'MENTS w/ OWNER
11 4"x141
4 200 ADHESIVE, 18" MIN. EMBED
4'- 0"
REMOVE EXIST. SLAB & BACKSTOP FTG AS REQ'D FOR CONC. OVER POUR
NOTE: ALL STEEL & ANCHORS TO BE HOT-DIPPED GALVANIZED.
#4 DOWEL @ 12" o.c. IN EPOXY w/ 6" EMBED
3" TYP.
5 16
EXIST. PIER
10"
40 "
SHOP CUT HOLE IN BASE PL. TO MATCH EXIST. PIPE TO ALLOW. PL. TO SLEEVE OVER EXIST.
COL. FOR FIELD WELD ATTACHMENT
PLACE #4 @ 12" o.c. EA. WAY @ T.O. CONC. OVERPOUR & FINISH TO MATCH ADJACENT SLAB
SCALE: BASEBALL DUGOUT - SECTION
1" = 1'-0" A7
A
B
C
D
E
F
G
(1) #5 CONT.
10" CMU WALL PER TYPICAL DETAIL ON S0.2, GROUT (2) BOTTOM COURSES SOLID
4" CONC. SLAB T/ DUGOUT SLAB MATCH EXIST. ELEV.
#5 @ 24" O.C. 30"
REINFORCING (TYP.)
EXIST. CONCOURSE STRUCTURE TO REMAIN IN PLACE
(2) #5 x 24" LONG @ 12" O.C., DOWEL & EPOXY INTO EXIST.
CONCOURSE FOUNDATION
(1) #5 CONT.
4" CONC. SLAB
REINFORCING (TYP.)
#5 @ 16" O.C. ALIGN w/ VERTICAL WALL
REINFORCING (TYP.)
3'- 4"
1'- 0"
10" CMU WALL PER TYPICAL DETAIL ON S0.2, GROUT (2) BOTTOM COURSES SOLID
14 GA x 18" WIDE CONT. RIDGE PLATE
5 8
JOIST TOP CHORD
TYP. @ TOP CHORD
PL. 14" BENT PL w/ 5 8 HEADED STUDS @ 16" O.C.
BOND BEAM w/ (2) #5 BARS (TYP.)
T/ WALL SEE ARCH. FOR ELEV.
METAL DECK PER PLAN
HEADED STUDS @ 24" O.C.METAL DECK PER PLAN
SLOPED BOND BEAM w/ (2) #5 BARS (TYP.)
T/ WALL VARIES, SEE ARCH. FOR ELEV.
SCALE: BASEBALL DUGOUT - SECTION
1" = 1'-0" A6
A
B
C
D
E
F
G
EXIST. PRESS BOX
B8 S3.0
A1 S2.0
A1 S2.0
EXIST. SLAB TO REMAIN IN PLACE
END OF EXIST. CMU WALL TO BE REPAIRED PER REPAIR NOTES
EXIST. BEAM & ROOF FRAMING TO REMAIN IN PLACE
EMSEAL DSM SYSTEM OR EQUAL. INSTALLED PER MFR'S REQUIREMENTS
EPOXY ADHESIVE BOTH SIDES
EXISTING SPLITFACE CMU TO REMAIN
1 1/2"
PE R
MF R
FIELD APPLIED 3/4" DEEP INJECTED SEALANT BAND AND CORNER BEAD
SCALE:
N.T.S. E3 S3.0
SOFTBALL PLAN NOTES 1. EXISTING CMU BACKSTOP WALL TO BE REMOVED DOWN TO
CONTINUOUS CONCRETE FOOTING. CONSTRUCT NEW CONCRETE BACKSTOP WALL ON EXISTING FOOTING PER DETAIL A1/S2.0. EXISTING BACKSTOP PADS AND ATTACHMENT STRIPS TO BE REMOVED AND REUSED ON NEW WALL. APPROXIMATE LENGTH OF WALL = 110'.
2. DAMAGED CMU WALLS AT HOME AND VISITOR DUGOUTS TO BE REPAIRED PER DETAIL D7/S3.0. TYPICAL 4 LOCATIONS.
REPAIR NOTES 1. SHORE EXISTING BEAM AT OPEN FACE OF DUGOUT
ADJACENT TO END OF WALL TO BE REPAIRED
2. REMOVE ARCHITECTURAL FINISHES AS REQUIRED
AFTER REPAIRS ARE COMPLETE.
3. AT ENDS OF ALL DUGOUT WALLS (4 PLACES) - REMOVE
SOUND WALL MATERIAL REMAINS (ASSUME A TOTAL
4. LEAVE EMBEDS AND DOWELS INTO FOUNDATION IN PLACE - DO NOT DISTURB
5. PROVIDE (1)-#5 BAR AT END CELL FULL HEIGHT WITH
EXISTING CONCRETE SET WITH AN ADHESIVE ANCHORING PRODUCT (HILTI HIT HY-200 OR BETTER).
6. DEGREE HOOKS AT TOP AND MID-HEIGHT EMBEDED
AROUND EMBED ANCHORS AT TOP AND FULL HEIGHT VERTICAL BAR AT MID-HEIGHT.
7. GROUT END OF WALL AND EXISTING OPEN CELLS
REMAINING EXISTING BLOCK.
8. NEW MORTAR SHALL BE TYPE S AND MATCH EXISITING COLOR.
9. NEW BLOCK UNITS SHALL BE INSTALLED TO MATCH
BLOCK THAT HAS BEEN REMOVED.
10. CAULK AND SEAL ALL JOINTS PER SPECIFICATIONS.
SCALE: SOFTBALL DUGOUT - WALL END REPAIRS
1" = 1'-0" D7
S3.0
A
B
C
D
E
F
G
14003.05 - General Dugout Plan-S1.0
14003.05 - General Dugout Plan-S1.1
14003.05 - General Dugout Plan-S2.0
14003.05 - General Dugout Plan-S2.1
14003.05 - General Dugout Plan-S3.0