HomeMy WebLinkAbout18-840.01 S301 SPECIFICATIONS-S501STRUCTURAL SPECIFICATIONS:
1.CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-11, "BUILDING CODE REQUIREMENTS FOR
STRUCTURAL CONCRETE", EXCEPT AS MODIFIED BY SUPPLEMENTAL REQUIREMENTS.
2.CONCRETE SHALL HAVE A MINIMUM OF 3000 PSI, 28 DAY COMPRESSIVE STRENGTH, UNLESS NOTED OTHERWISE
(U.N.O.), (517 LBS. OF CEMENT PER CUBIC YARD MINIMUM (5.5 SACKS) & A WATERICEMENT RATIO NOT TO EXCEED 6
GALLONS PER SACK). EXTERIOR CONCRETE SLABS SHALL HAVE A MINIMUM OF 4500 PSI, 28 DAY COMPRESSIVE
STRENGTH, MAXIMUM AGGREGATE SIZE OF'/<", AND 6% AIR ENTRAINMENT.
37HE USE OF ADDITIVES SUCH AS FLY ASH OR CALCIUM CHLORIDE IS NOT ALLOWED WITHOUT PRIOR REVIEW FROM
THE ENGINEER.
4.THE CONCRETE CONTRACTOR SHALL SUBMIT THE DESIGN MIX OF EACH TYPE FOR REVIEW BY THE ENGINEER AND
ARCHITECT PRIOR TO PLACEMENT.
REINFORCING STEEL SPECIFICATIONS:
1.REINFORCING BARS, DOWELS, AND TIES SHALL CONFORM TO ASTMEI5 GRADE 60 REQUIREMENTS AND SHALL BE
FREE OF RUST, DIRT AND MUD.
2.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-1064 AND BE POSITIONED AT THE MID HEIGHT OF SLABS, U.N.O.
3.REINFORCING SHALL BE PLACED AND SECURELY TIED IN PLACE SUFFICIENTLY AHEAD OF PLACING OF CONCRETE
TO ALLOW INSPECTION AND CORRECTION, IF NECESSARY, WITHOUT DELAYING THE CONCRETE PLACEMENT.
4.EXTEND REINFORCING BARS A MINIMUM OF 36" AROUND CORNERS AND LAP BARS AT SPLICES A MINIMUM OF 241t
,
U.N.O.
&WELDING OF REINFORCING STEEL IS NOT ALLOWED.
STEEL JOIST AND DECK SPECIFICATIONS:
1.STEEL JOISTS, JOIST GIRDERS, BRIDGING ANCHORAGE, ETC. SHALL BE DESIGNED AND ERECTED IN COMPLIANCE
WITH THE THIRD EDITION (MARCH 2O08) OF THE STEEL JOIST INSTITUTE (S.J.1.) TECHNICAL DIGEST NO. 9, "HANDLING
AND ERECTION OF STEEL JOISTS AND JOIST GIRDERS". THE ERECTOR SHALL PERFORM ALL WORK IN ACCORDANCE
WITH OSHA REQUIREMENTS.
2.STEEL DECKING SHALL BE PAINTED 20 GA.,1-1/2" TYPE-B, UNLESS NOTED OTHERWISE, MANUFACTURED AND
INSTALLED TO CONFORM WITH THE LATEST STEEL DECK INSTITUTE STANDARDS AND SPECIFICATIONS.
&EACH STEEL DECK SECTION SHALL BE ANCHORED AT EACH STEEL SUPPORT WITH (4) 5/8" DIAMETER PUDDLE
WELDS AND SHALL HAVE (-I_) #10 TEK SCREW SIDE LAP FASTENERS BETWEEN EACH SUPPORT AT EACH
OVERLAPPING SHEET. FASTEN DECK TO PERIMETER ANGLE WITH 5/8" DIAMETER PUDDLE WELD AT 12" O.C.
4.STEEL JOISTS BEARING ON MASONRY SHALL HAVE A BEARING PLATE ANCHORED TO MASONRY WHICH IS GROUTED
3 COURSES BELOW EACH PLATE, UNLESS NOTED OTHERWISE.
STRUCTURAL STEEL SPECIFICATIONS:
1.STRUCTURAL STEEL SHAPES, PLATES, BARS, ETC. ARE TO BE ASTM A-36, EXCEPT WIDE FLANGE SHAPES SHALL BE
ASTM A-992, GRADE 50 (UNLESS NOTED OTHERWISE) DESIGNED AND CONSTRUCTED PER THE ANSI/AISC 360-10
"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AND THE 14TH EDITION OF THE AISC "STEEL CONSTRUCTION
MANUAL".
2.WELDED CONNECTIONS SHALL CONFORM TO THE AWS D1.1-10 "STRUCTURAL WELDING CODE - STEEL", AND SHALL
UTILIZE E70XX ELECTRODES UNLESS NOTED OTHERWISE.
&BOLTED CONNECTIONS SHALL UTILIZE ASTM A-325 BOLTS TIGHTENED TO A "SNUG TIGHT" CONDITION (UNLESS
NOTED OTHERWISE). EMBEDDED ANCHOR BOLTS SHALL BE F1554, GRADE 36, UNLESS NOTED OTHERWISE.
4.THE STEEL FABRICATOR SHALL SUBMIT THREE PAPER COPIES OF SHOP DRAWINGS FOR REVIEW BY THE ENGINEER
AND ARCHITECT PRIOR TO FABRICATION. ALLOW 10 WORKING DAYS MINIMUM FOR EACH STAGE OF THE REVIEW
PROCESS.
5.THE STEEL ERECTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF TEMPORARY GUYS,
BRACES, FALSEWORK, CRIBBING AND OTHER ELEMENTS REQUIRED FOR THE SAFE AND PROPER INSTALLATION OF ALL
BUILDING ELEMENTS UNTIL THE STRUCTURE IS PERMANENTLY BRACED. THE FABRICATOR AND ERECTOR SHALL
PERFORM ALL WORK IN ACCORDANCE WITH OSHA REQUIREMENTS.
63HE DESIGN ENGINEER IS NOT RESPONSIBLE FOR JOB SITE SAFETY OR OTHER JOB SITE CONDITIONS.
7.VERIFY THE EXACT SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS WITH MECHANICAL CONTRACTOR, IF
REQUIRED.
&VERIFY EXISTING DIMENSIONS AND CONDITIONS IN FIELD PRIOR TO CONSTRUCTION.
1.MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530-11, "BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES", AND ACI 530.1-11, "SPECIFICATIONS FOR MASONRY STRUCTURES." CONCRETE MASONRY UNITS SHALL
CONFORM TO ASTM C-90, GRADE N, TYPE I FOR HOLLOW CONCRETE MASONRY UNITS, AND ASTM C-145, GRADE N,
TYPE I FOR SOLID CONCRETE MASONRY UNITS. BRICK SHALL MEET THE LATEST REVISIONS OF ASTM C-216, GRADE
SIN.
2.CONCRETE MASONRY UNITS SHALL HAVE AN AVERAGE MINIMUM NET AREA COMPRESSIVE STRENGTH OF 2000 PSI.
3.MORTAR SHALL CONFORM TO ASTM C-270, TYPE M OR S, MINIMUM COMPRESSIVE STRENGTH F'C=1800 PSI AT 28
DAYS.
4.GROUT SHALL CONFORM TO ASTM C-476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI.
5.CONTROL JOINTS FOR CONCRETE MASONRY SHALL BE PLACED AT 24' O.C. MAXIMUM, UNLESS NOTED OTHERWISE
(U.N.O.).
6.REINFORCED CONCRETE BLOCK WALLS SHALL HAVE 220 LOX -ALL, OR EQUIVALENT, STANDARD LADDER -TYPE
HORIZONTAL REINFORCING INSTALLED AT EVERY OTHER COURSE. HORIZONTAL WIRE REINFORCEMENT SHALL BE # 9
GA WIRE WITH ASTM A-641 GALVANIZED COATING UNLESS NOTED OTHERWISE. DO NOT EXTEND HORIZONTAL JOINT
REINFORCING THROUGH CONTROL JOINTS.
7.INSTALL VERTICAL REINFORCING (AS NOTED ON PLANS) IN THE CENTER OF BLOCK CORES, UNLESS NOTED
OTHERWISE, AND GROUT IN MAXIMUM OF FOUR FOOT HEIGHTS. REINFORCING STEEL SHALL BE ASTM A-615 GRADE 60.
REINFORCEMENT SPLICES SHALL BE PLACED IN ACCORDANCE WITH ACI 530-11, SECTION 3.3.3.4.
RELEASED FOR CONSTRUCTION FLASHING, WEEPHOLES, ETC., IN ACCORDANCE WITH THE ARCHITECT'S
Subject to compliance with all regulations
of State and Local Codes
City of Camel -Y RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF TEMPORARY
) WITHSTAND WIND LOADS AND TEMPORARY CONSTRUCTION LOADS. WORK
VITH OSHA REQUIREMENTS.
DATE: 08i27/19
SOIL BEARING REQUIREMENTS:
1.INFORMATION AND SOIL PROPERTIES USED FOR FOUNDATION AND SLAB DESIGNS WERE BASED ON THE
MINIMUM SOIL BEARING OF 2000 PSI. CONTRACTOR TO VERIFY SOIL BEARING PRESSURE DOESN'T MEET MINIMUM
SPECIFIED PRESSURE TO NOTIFY STRUCTURAL ENGINEERIARCHITECT PRIOR TO PROCEEDING.
2.ALL TOP SOIL, ORGANIC AND VEGETATIVE MATERIAL SHOULD BE REMOVED PRIOR TO CONSTRUCTION. ANY
REQUIRED FILL SHALL BE CLEAN, GRANULAR MATERIAL COMPACTED TO AT LEAST 95% OF MAXIMUM DRY DENSITY
AS DETERMINED BY ASTM D-1557.
&FOUNDATIONS BEARING ON NATURAL SOILS ARE DESIGNED FOR A MINIMUM ALLOWABLE SOIL BEARING
CAPACITY OF 2000 PSF, U.N.O. THE ALLOWABLE SOIL BEARING CAPACITY MUST BE VERIFIED BY A
REPRESENTATIVE OF CONTRACTOR PRIOR TO THE START OF CONSTRUCTION AND IS THE RESPONSIBILITY OF THE
OWNER OR CONTRACTOR.
4.NOTIFY THE ENGINEER/ARCHITECT IF THE ALLOWABLE SOIL BEARING CAPACITY IS LESS THAN 2000 PSF SO THAT
THE FOUNDATIONS CAN BE REDESIGNED FOR THE NEW ALLOWABLE BEARING CAPACITY.
51LOOR SLAB - THE FLOOR SLAB IS DESIGNED TO BE SUPPORTED BY THE SOIL. THERE IS A RISK OF MORE THAN
NORMAL DIFFERENTIAL SETTLEMENT OF THE FLOOR SLAB IN THE SOUTH END OF THE BUILDING DUE TO EXISTING
FILL MATERIAL. IF THE RISK OF MORE THAN NORMAL DIFFERENTIAL SETTLEMENT CANNOT BE TOLERATED, THEN
THE SLAB WILL HAVE TO BE SUPPORTED BY ENGINEERED FILL (BY REMOVING EXISTING FILL) OR BY HELICAL PIERS
AND GRADE BEAMS. THE CONTRACTOR SHALL MAKE THE OWNER AWARE OF THIS RISK. THE OWNER HAS THE
SOLE AUTHORITY AS TO WHICH OF THE THREE OPTIONS WILL BE USED. IF A DEEP FOUNDATION (HELICAL PIERS) IS
CHOSEN, CONTACT TDG ARCHITECTS FOR FURTHER DIRECTION.
TEMPORARY CONSTRUCTION SHORING:
1.ENGINEER/ARCHITECT ASSUMES NO RESPONSIBILITY FOR THE DESIGN OR PROPER INSTALLATION OF
TEMPORARY BUILDING BRACING AND SHORING OR THE MEANS AND METHODS REQUIRED TO COMPLETE THIS
PROJECT. THE CONTRACTOR AND HIS ENGINEER ARE RESPONSIBLE FOR THE DESIGN AND PROPER INSTALLATION
OF BOTH TEMPORARY SHORING AND BRACING REQUIRED FOR A SAFE AND STRUCTURALLY SOUND PROJECT. THE
STRUCTURAL MEMBERS INDICATED ON THESE DRAWINGS ARE NOT SELF -BRACING AND SHALL BE CONSIDERED
UNSTABLE UNTIL ATTACHED TO THE COMPLETED STRUCTURE AS INDICATED BY THESE DRAWINGS AND
SPECIFICATIONS. THE CONTRACTOR IS RESPONSIBLE FOR ALL DAMAGES INCURRED DUE TO IMPROPER SHORING
OR BRACING DURING THE CONSTRUCTION PROJECT. ACCEPTANCE OF THE CONSTRUCTION PROJECT BY THE
CONTRACTOR IS PROOF OF ACCEPTANCE OF THE ABOVE MENTIONED ITEMS.
SPECIAL INSPECTIONS:
1.SPECIAL INSPECTIONS SHALL BE PERFORMED BY LICENSED ENGINER IN PROJECT LOCALITY. ALL INSPECTIONS
SHALL BE PERFORMED IN ACCORDANCE WITH THE 2012 MBC.
2.SOIL INSPECTIONS
&FOLLOW TABLE 1705.6 OF THE 2012 MBC
5.MASONRY INSPECTIONS
&FOLLOW SECTION 1705.4 OF THE 2012 MBC
6.CONCRETE INSPECTIONS
&FOLLOW TABLE 1705.3 OF THE 2012 MBC
7.STEEL INSPECTIONS
&FOLLOW SECTION 1705.2 OF THE 2012 MBC
STRUCTURAL DESIGN LOADS
BASED ON THE 2012 INDIANA BUILDING CODE
FLOOR:
SLAB -ON -GRADE CONSTRUCTION
250 PSF LIVE LOAD
ROOF:
25 PSF GROUND SNOW LOAD
CE=1.0
CT=1.0
1=1.0
PF=17.5 PSF
PM=20 PSF
PDESIGN=30 PSF (DESIGN SNOW LOAD)
20 PSF DEAD LOAD
WIND LOAD:
• DIRECTIONAL PROCEDURE FOR MAIN WIND -FORCE RESISTING SYSTEM (RIGID BUILDINGS OF
ALL HEIGHTS)
115 MPH BASIC WIND SPEED
RISK CATEGORY II
EXPOSILl
THE FOLLOWING WIND LOADS INCLUDE THE 0.6 ASD LOAD FACTOR:
+8.1 PSF = (0.6) X MWFRS WALL PRESSURE (WITHOUT INTERNAL PRESSURE)
-5.0 PSF = (0.6) X MWFRS WALL PRESSURE (WITHOUT INTERNAL PRESSURE)
-12.0 PSF = (0.6) X COMPONENTS AND CLADDING WALL PRESSURE, ZONE 5
+10.34 PSF = (0.6) X COMPONENTS AND CLADDING WALL PRESSURE, ZONE 5
-17.3 PSF = (0.6) X COMPONENTS AND CLADDING PRESSURE, PARAPET, ZONE 4
+26.3 PSF = (0.6) X COMPONENTS AND CLADDING PRESSURE, PARAPET, ZONE 4
SEISMIC:
SS=0.18
S1=0.09
FA=1.6
FV=2.4
SDS=0.192
SD1=0.144
CT=0.020 ORDINARY PLAIN MASONRY SHEAR WALLS
R=1.5 ORDINARY PLAIN MASONRY SHEAR WALLS
RISK CATEGORY II
SEISMIC DESIGN CATEGORY'B'
SITE CLASS D
EQUIVALENT LATER FORCE DESIGN PROCEDURE
DEFLECTION LIMITS:
ROOF -
U240 TOTAL LOAD DEFLECTION
U360 SNOW LOAD DEFLECTION
LINTELS -
U600 TOTAL LOAD DEFLECTION
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RENSION SCHEDULE
DATE
DESCRIPTION
12/4118
CLEINT RENEW
12/28/18
HONDA RENEW
4/5115
REVEIW FOR PERMT
6/26/15
PERMTS
STATE OF
DRAWN 5Y: MEH
CHECKED BY: 1581
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Project Number
18=840w01
Drawing Number
S 301