contract documents for metal canopies … · electrodes: series e70. w sections astm- a992. all...
TRANSCRIPT
CONTRACT DOCUMENTS FOR METAL CANOPIES AT
DON JOSE GALLEGO ELEMENTARY SCHOOL520 CLARK BLVD., LAREDO TX. 78040
MARCH 21, 2016.
BOARD OF TRUSTEES
DR. CECILIA MAY MORENO, PRESIDENT
MR. HECTOR J. NOYOLA, VICE PRESIDENT
MR. JESUS MARTINEZ, SECRETARY
MR. JOSE A. VALDEZ, TRUSTEE
MR. RICARDO GARZA, TRUSTEE
MR. HECTOR J GARCIA, TRUSTEE
MR. JOSE R. PEREZ, TRUSTEE
ADMINISTRATION
DR. A. MARCUS NELSON, SUPERINTENDENT
DON JOSE GALLEGO ELEMENTARY SITE MAP
DRAWINGS INDEX
STRUCTURAL:
S-0.0: COVER SHEET
S-1.1: GENERAL NOTES AND TYPICAL FOUNDATION DETAILS
S-2.1: FOUNDATION PLAN
S-2.2: FOUNDATION DETAILS
S-3.1: ROOF FRAMING PLAN
S-3.2: FRAMING DETAILS
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. No.:
F-7
661
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These drawings and specifications are and shall remain the property of the Engineer. They may not be reused, reproduced or altered in any way without prior written approval from and with appropriate compensation to the Engineer.
A. GENERAL
F. WELDING:
G. STEEL ROOF DECK
D. REINFORCED CONCRETE
E. STRUCTURAL STEEL
B. ENGINEERING DESIGN CRITERIA
REINFORCEMENT TENSION LAPS AND EMBEDMENT(fy=60,000 PSI f'c=3,000 PSI)
C. CAST-IN-PLACE DRILLED PIERSSINGLE LAYER REINFORCING
DOUBLE LAYER REINFORCING
TYPICAL CORNER TYPICAL INTERIOR
PIPE PARALLEL TO FOOTING
PIPE PERPENDICULAR TO FOOTING
GE
NE
RA
L N
OT
ES
AN
D
S-1.1
FRA
MIN
G D
ET
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S
SSE
-15-
169
MA
RC
H 2
1, 2
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Dat
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Dra
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Job
No.
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Che
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y:D
raw
n B
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DA
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PEN
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HO
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DO
N J
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GA
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O E
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NT
AR
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AL
CA
NO
PIE
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REVISIONS
SYN
ER
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STRU
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AL EN
GINE
ERIN
G, IN
C.69
09 S
pring
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E 10
5La
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, TX.
7804
1(9
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TBPE
Reg
. No.:
F-7
661
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SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH THESE STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, THE STRICTEST PROVISION SHALL GOVERN.
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4.
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THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE DOWNS WHICH MIGHT BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S PROPERTY AFTER THE COMPLETION OF THE PROJECT.
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IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
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EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO HVAC, PLUMBING, OR ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE INVOLVED TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST RELATED TO VARIATION IN THESE REQUIREMENTS TO BE BORNE BY THE APPROPRIATE CONTRACTOR.
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3.
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2.
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1.
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1.
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REFERENCES:
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AWS D1.3-81 - "STRUCTURAL WELDING CODE - SHEET STEEL"
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ALL WELDING BY AWS QUALIFIED OPERATORS.
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AWS D1.1-86 - "STRUCTURAL WELDING CODE - STEEL"
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B.
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A.
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UNLESS NOTED OTHERWISE, ATTACH METAL DECK TO STRUCTURAL STEEL WITH #12 TEK SCREWS AT 6" O.C. AT PERIMETER AND 12" 0.C. AT INTERMEDIATE SUPPORTS. FASTEN SIDE LAPS WITH #12 TEK SCREWS AT 6" 0.C.
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4.
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3.
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2.
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1.
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DECK ENDS MAY BE EITHER BUTTED OR LAPPED OVER SUPPORTS. ON JOIST FRAMING, APPROPRIATE END LAP SHALL OCCUR OVER A TOP CHORD ANGLE FOR PROPER ANCHORAGES.
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DECK SHALL BE AS NOTED ON PLANS. DECK SHALL BE G60 GALVANIZED, COLOR
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REFERENCE: STEEL DECK INSTITUTE: "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS: LATEST EDITION."
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CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS, AND #11 BARS & SMALLER
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CONCRETE COVER: UNLESS NOTED OTHERWISE, DETAIL REINFORCING TO PROVIDE CONCRETE COVER AS FOLLOWS:
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CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER
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CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:
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CONSTRUCTION JOINTS PERMITTED ONLY WHERE SHOWN OR AS APPROVED BY THE STRUCTURAL ENGINEER. ALL CONSTRUCTION JOINTS ARE TO BE KEYED. KEYWAYS SHALL BE 1-1/2 INCHES DEEP X 1/3 MEMBER THICKNESS.
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CONSTRUCTION JOINTS:
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OTHERS
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C.
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7.
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OTHERS
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B.
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A.
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6.
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A.
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3/4 IN.
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1 1/2 IN.
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2 IN.
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1 1/2 IN.
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3 IN.
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FIELD MANUAL: PROVIDE AT LEAST ONE COPY OF THE ACI FIELD REFERENCE MANUAL, SP-15, IN THE FIELD OFFICE AT ALL TIMES.
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PROVIDE LEAN CONCRETE (CLASS IV) UNDER FOUNDATIONS FOR ACCIDENTAL
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OVER-EXCAVATION, SOFT SPOTS AND TRENCHES.
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PROVIDE SUPPORTS AS REQUIRED TO MAINTAIN ALIGNMENT OF SCHEDULED REINFORCING. SUCH SUPPORTS ARE TO BE REFLECTED IN THE BID.
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DOWELS IN FOOTINGS TO MATCH VERTICAL WALL REINFORCING.
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CONTINGENCIES:
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WELDED WIRE FABRIC SHALL CONFORM TO ASTM A165-85. (SHEET FORM, NOT ROLLED)
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ALL MIXES SHALL HAVE A MINIMUM OF 5 SACKS OF CEMENT
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PER CUBIC YARD REGARDLESS OF STRENGTH OBTAINED.
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ALL DEFORMED REINFORCING BARS (ASTM A 615): FY = 60,000
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SPECIFICATIONS: IN GENERAL, COMPLY WITH ACI 301-LATEST EDITION "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS."
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STRUCTURAL CONCRETE
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A.
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4.
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FOOTINGS:
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B.
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A.
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3.
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2.
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A.
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*
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D.
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C.
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B.
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1.
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MATERIALS:
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STRUCTURAL WELDING CODE, AWS D1.1-88 OF THE AMERICAN WELDING SOCIETY.
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STEEL BELOW GRADE TO BE PROTECTED BY A MINIMUM OF 3 INCHES OF CONCRETE.
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D.
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EMBEDMENT LENGTH OF EXPANSION BOLTS INTO SOLID MASONRY OR CONCRETE SHALL BE AS FOLLOWS:
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MINIMUM BEAM BEARING ON MASONRY = 8 INCHES UNLESS NOTED OTHERWISE.
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3/4 INCH DIAMETER BOLTS --- 5 INCHES EMBEDMENT
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1/2 INCH DIAMETER BOLTS --- 3 1/2 INCHES EMBEDMENT
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J.
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L.
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PROVIDE BOLT HOLES FOR JOISTS BOLTED TO BEAMS AND ATTACHMENT FOR JOINING EXTENDED JOIST BOTTOM CHORDS.
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FINISH ENDS OF ALL COLUMNS, STIFFENERS AND ALL OTHER MEMBERS IN DIRECT BEARING.
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I.
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PROVIDE HEAVY WASHER AT ALL ANCHOR BOLTS.
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H.
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G.
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PROVIDE SHOP WELDED ANCHORS FOR ATTACHMENTS OF MASONRY. SPACING TO BE 16 INCHES ON COLUMNS AND BEAMS.
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PROVIDE 1/4 INCH THICK SETTING PLATES FOR ALL BEAMS BEARING ON MASONRY WHICH DO NOT REQUIRE A BEARING PLATE.
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F.
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E.
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6.
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5.
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PROVIDE HOLES FOR OTHERS. IF OPENING IS NOT SHOWN ON THE STRUCTURAL DRAWINGS, OBTAIN PRIOR APPROVAL.
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A.
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GROUT UNDER BEARING PLATES, BASE PLATES, AND SETTING PLATES TO BE NON-SHRINKING TYPE.
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STEEL SUPPORTING OR CONNECTED TO HVAC AND OTHER EQUIPMENT AND ROOF OPENINGS AS SHOWN ON THE DRAWINGS IS SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL RECONCILE EXACT SIZE AND LOCATION BEFORE PROCEEDING WITH HIS WORK.
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C.
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B.
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GALVANIZING: ALL SHELF ANGLES, LINTELS IN EXTERIOR WALLS, AND ALL EXTERIOR STEEL EXPOSED TO THE ELEMENTS SHALL BE GALVANIZED.
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DO NOT PAINT ANY STEEL WHICH WILL BE CONCEALED FROM VIEW. PAINT ALL VISIBLE STEEL GRAY.
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MISCELLANEOUS:
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A.
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4.
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3.
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FULL PENETRATION AND PARTIAL PENETRATION FIELD WELDS IN MATERIAL OVER 5/16 INCH THICK SHALL BE SUBJECT TO NON-DESTRUCTIVE TESTING (OTHER THAN VISUAL INSPECTION) BY AN INDEPENDENT LABORATORY.
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B.
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ALL BOLTS IN BRACED FRAMES AND BOLTS IN SHEAR CONNECTIONS USED IN CONJUNCTION WITH FULL PENETRATION FLANGE WELDS SHALL BE SLIP CRITICAL (FRICTION) TYPE.
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PAINT:
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C.
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CONNECTIONS TO BE DESIGNED BY THE FABRICATOR TO DEVELOP FULL STRENGTH OF MEMBER. FOLLOW INSTRUCTIONS ON DRAWINGS FOR GENERAL ARRANGEMENT OR PARTICULAR DETAILS. FIELD CONNECTIONS TO BE BOLTED. SHOP CONNECTIONS TO BE WELDED OR BOLTED.
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SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS
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A.
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D.
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CONNECTIONS:
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A.
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STRUCTURAL STEEL:
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2.
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EXPANSION BOLTS: HILTI "KWIK BOLTS" OR APPROVED EQUAL.
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SPECIFICATIONS: WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS D1.1. UNLESS SPECIFICALLY SHOWN OTHERWISE, DESIGN, FABRICATION AND ERECTION TO BE GOVERNED BY
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AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS LATEST EDITION.
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AISC CODE OF STANDARD PRACTICE LATEST EDITION.
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A.
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B.
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C.
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STRUCTURAL PIPES: ASTM A53 OR A501, FY = 42 KSI
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HIGH STRENGTH BOLTS: ASTM A325 OR A490
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ANCHOR BOLTS: ASTM A307 OR A36:
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ELECTRODES: SERIES E70
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W SECTIONS ASTM- A992
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ALL OTHER SECTIONS ASTM- A36
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HSS SECTIONS ASTM- A500 GRADE B
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1.
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MATERIALS:
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SPLICES: UNLESS NOTED OTHERWISE, LAP SPLICES AND EMBEDMENTS SHALL BE AS SHOWN ON TABLE BELOW.
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5.
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#3
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3/8
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BAR SIZE
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BAR DIA. (IN)
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EMBEDMENT AND CLASS A LAP (IN)
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TOP BAR
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OTHER BARS
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CASE 1
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CASE 2
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CASE 1
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CASE 2
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CLASS B LAP (IN)
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TOP BAR
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OTHER BARS
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CASE 1
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CASE 2
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CASE 1
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CASE 2
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22
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32
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14
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25
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28
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42
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22
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32
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#4
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1/2
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29
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43
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22
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33
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37
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56
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29
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43
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#5
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5/8
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36
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54
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28
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41
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47
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74
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36
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54
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#6
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3/4
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43
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64
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33
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50
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56
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84
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43
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64
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#7
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63
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94
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48
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72
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81
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122
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63
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94
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7/8
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#8
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72
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107
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55
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82
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93
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134
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72
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107
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1
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#9
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81
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121
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62
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93
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105
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157
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81
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121
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1-1/8
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#10
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91
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136
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70
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105
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118
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177
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91
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136
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1-1/4
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#11
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101
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151
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78
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116
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131
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196
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101
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151
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1-3/8
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TABLE REPRESENTS LENGTHS OF TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICES LENGTHS BASED ON AC1 318-08 SECTION 12.2.2.
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1.
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NOTES:
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CLASS A LAP LENGTHS APPLY WHEN BARS LAPS ARE STAGGERED TO LAP HALF THE BARS AT THE SAME LOCATION OR WHEN BARS ARE LAPPED AT A LOCATION WHERE THE REINFORCEMENT AREA PROVIDED IS AT LEAST TWICE THAT REQUIRED.
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2.
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CLASS B LAP LENGTHS APPLY WHEN ALL BARS ARE SPLICED AT A LOCATION OF MAXIMUM STRESS IN THE BARS.
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3.
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CASE 1 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER EQUAL OR GREATER THAN THE BAR DIAMETER, CLEAR BAR SPACING EQUAL OR GREATER THAN THE BAR DIAMETER AND WITH STIRRUPS OR TIES NOT LESS THAN THE CODE MINIMUM THROUGHOUT THE LENGTH IN THE TABLE, AND FOR OTHER ELEMENTS WITH CONCRETE COVER EQUAL OR GREATER THAN THE BAR DIAMETER AND CLEAR SPACING EQUAL OR GREATER THAN TWO TIMES THE BAR DIAMETER.
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4.
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CASE 2 LENGTHS APPLY TO BEAMS AND COLUMNS WITH CONCRETE COVER LESS THAN THE BAR DIAMETER, AND CLEAR BAR SPACING LESS THAN THE BAR DIAMETER, AND FOR OTHER ELEMENTS WITH CONCRETE COVER LESS THAN THE BAR DIAMETER AND CLEAR BAR SPACING LESS THAN TWO TIMES THE BAR DIAMETER.
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5.
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TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12 INCHES OF CONCRETE IS CAST BELOW THE REINFORCEMENT.
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6.
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MULTIPLY LENGTHS SHOWN BY 0.87 FOR 4000 PSI CONCRETE.
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7.
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MULTIPLY LENGTHS SHOWN BY 1.3 FOR LIGHTWEIGHT AGGREGATE CONCRETE.
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8.
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MULTIPLY LENGTHS SHOWN BY 1.3 FOR EPOXY-COATED BARS.
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9.
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SLUMP
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MAXIMUM
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FOUNDATION
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5"
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3000 PSI
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CONCRETE TYPE
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STRENGTH
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DESIGN
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0.5
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1-1/2"
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0.6
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MAXIMUM W/C RATIO
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AIR ENTR.
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AGGREGATE
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MAXIMUM
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NO AIR ENTR.
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1603.1.2 ROOF LIVE LOAD:
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MINIMUM ROOF LIVE LOAD = 20 PSF
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A.
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1603.1.1 FLOOR LIVE LOAD:
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1603.1.3 ROOF SNOW LOAD:
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FLAT ROOF SNOW LOAD, Pf= 0 PSF
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A.
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SNOW EXPOSURE FACTOR, Ce= 0.9
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B.
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SNOW LOAD IMPORTANCE FACTOR, I= 1.0
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C.
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THERMAL FACTOR, Ct= 1.0
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D.
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BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC) 2012.
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SECTION 1603: CONSTRUCTION DOCUMENTS
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WIND EXPOSURE= B
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ULTIMATE WIND SPEED (3-SECOND GUST), Vult = 120 MPH
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B.
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D.
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A.
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1603.1.4 WIND DESIGN DATA:
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C.
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INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18
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E.
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1603.1.5 EARTHQUAKE DESIGN DATA:
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1603.1.7 FLOOD DESIGN DATA:
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NOT APPLICABLE.
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A.
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1603.1.8 SPECIAL LOADS:
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NOT APPLICABLE.
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A.
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1603.1.9 SYSTEMS AND COMPONENTS REQUIRING SPECIAL INSPECTIONS
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NOT APPLICABLE.
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A.
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FOR SEISMIC RESISTANCE:
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RISK CATEGORY = III
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A.
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MAPPED SPECTRAL RESPONSE ACCELERATION, Ss=0.071g AND S1=0.018g
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B.
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SITE CLASS= D
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C.
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SPECTRAL RESPONSE COEFFICIENTS, Sds=0.073g AND Sd1=0.029g
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D.
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SEISMIC DESIGN CATEGORY= A
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E.
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BASIC SEISMIC-FORCE-RESISTING SYSTEM(S)= STEEL ORDINARY MOMENT FRAMES
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F.
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DESIGN BASE SHEAR=
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G.
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SEISMIC RESPONSE COEFFICIENT(S), Cs= 0.026g
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H.
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RESPONSE MODIFICATION FACTOR(S), R= 3.5
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I.
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ANALYSIS PROCEDURE USED= EQUIVALENT LATERAL FORCE PROCEDURE
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J.
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COMPONENTS AND CLADDING NET DESIGN WIND PRESSURE (PSF):
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1603.1.6 GEOTECHNICAL INFORMATION:
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ALLOWABLE SOIL BEARING CAPACITY= 2,000 PSF TOTAL LOAD ON SELECT FILL
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A.
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NOMINAL DESIGN WIND SPEED (3-SECOND GUST), Vasd = 90 MPH
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RISK CATEGORY= III
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SEISMIC IMPORTANCE FACTOR, Ie = 1.25
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K.
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100 PSF
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100 PSF
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100 PSF
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50 PSF
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C.
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CORRIDORS
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LANDING & CORRIDORS
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STAIRS, STAIRS THREADS,
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D.
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RESTROOMS, OFFICES
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PUBLIC AREAS
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B.
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A.
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F.
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40 PSF
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CLASSROOMS
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150 PSF
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STACK ROOMS
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E.
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ZONE
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1
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2
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3
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+25.9
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-43.5
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+25.9
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4
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5
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-25.9
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-65.5
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+10.5
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+10.5
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+10.5
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-28.1
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-34.7
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PIERS
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5"
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3000 PSI
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0.5
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1-1/2"
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0.6
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OBSERVATION OF REINFORCEMENT PLACEMENT WILL NEED TO BE PROVIDED BY SYNERGY STRUCTURAL ENGINEERING, INC. BEFORE CONCRETE POUR. THE FOLLOWING ITEMS WILL NEED TO BE PROVIDED BY CONTRACTOR AND/OR OWNER BEFORE REBAR OBSERVATION: A. COMPACTION REPORTS OF SUBGRADE AND SUBSEQUENT LIFTS PERFORMED BY AN APPROVED TESTING LABORATORY. B. COMPACTION AND INSPECTION REPORTS BY AN APPROVED TESTING LABORATORY FOR THE BACKFILLING OF THE TRENCHES OF PLUMBING OR ELECTRICAL LINES. **FAILING TO PROVIDE COMPACTION REPORTS WILL VOID ANY WARRANTIES AND/OR LIABILITIES DESCRIBED IN THESE PLANS AND/OR PROPOSAL-AGREEMENT BETWEEN OWNER/CONTRACTOR AND SYNERGY STRUCTURAL ENGINEERING, INC.
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1.
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FOUNDATIONS ARE DESIGNED BASED UPON MINIMUM CODE VALUES IN THE ABSENCE OF A GEOTECHNICAL REPORT.
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2.
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DESIGN CAPACITIES FOR DRILLED AND UNDERREAMED PIERS ARE 3.0 KSF END BEARING AND 0.600 KSF SKIN FRICTION
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3.
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PIER ENDS TO BE FOUNDED AT VARIOUS DEPTH OF PROPOSED FINISH FLOOR ELEVATION. PROVIDE PIER DIAMETER AND REINFORCING AS SCHEDULED.
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4.
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POUR CONCRETE FOR PIER HOLES WITHIN 8 HOURS AFTER DRILLING.
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5.
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USE TEMPORARY CASING IF REQUIRED TO PREVENT CAVING OR SLOUGHING OF THE HOLE, OR PREVENT INFLUX OF GROUND WATER.
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6.
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THOROUGHLY CLEAN BOTTOM OF EACH PIER HOLE OF ALL LOOSE MATERIALS.
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7.
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PLACE CONCRETE USING A HOPPER & CHUTE PIPE. PROVIDE CONCRETE FREE FALL OF LESS THAN 10 FEET.
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8.
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REMOVE ALL LAITANCE MATERIAL FROM THE TOP OF EACH PIER PRIOR TO PLACING CONCRETE.
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9.
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ARRANGE FOR ALL PIER HOLES TO BE INSPECTED BY THE OWNER'S TESTING AGENCY PRIOR TO PLACING CONCRETE. ARRANGE FOR TESTING AGENCY TO VERIFY PIER SIZE, REINFORCING, DEPTH, BEARING STRATA, EMBEDMENT DEPTH AND REMOVAL OF CUT MATERIALS.
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12.
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10.
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HIGH TORQUE EQUIPMENT MAY BE REQUIRED DEPENDENT ON SITE, DEPTH OF PIERS AND GEOLOGICAL CONDITIONS.
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11.
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GENERAL CONTRACTOR TO VERIFY LOCATION OF ALL UNDERGROUND UTILITIES BEFORE DIGGING.
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AS SELECTED BY OWNER.
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CONTROL
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LONGITUDINAL
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TRANSVERSE
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TRANSVERSE
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1. "W" SHOULD NOT EXCEED 20 FEET.
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2. JOINT PATTERN SHOULD BE NEARLY SQUARE.
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(THIS DETAIL TO BE USED ONLY IN THE ABSENCE OF ARCH'L INFO. FOR CONTROL JOINTS)
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SAW CUT CRACK CONTROL JOINT. FILL JOINT WITH CAULKING AFTER CUTTING.
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ALTERNATE BEND
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NOTES: 1. THESE CONDITIONS TO APPLY TO PERIMETER AND INTERIOR GRADE BEAM.
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TO DAYLIGHT
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%%UHORIZONTAL CONFINEMENT FOR FTGS.
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INFLUENCE LINE
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%%UFOOTING SURCHARGE INFLUENCE LINE
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B.O.F.
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1
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* T/2
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SLAB ON GRADE 10 FEET
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OR GREATER IN WIDTH
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10'
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10'
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W
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10'
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NOTE:
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W
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FOOTING AS REQ'D
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DROP BOTTOM OF
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FOOTING AS REQ'D
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DROP BOTTOM OF
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1.5
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B.O.F.
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PLAN AND SOILS
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* T = THICKNESS PER
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7'-0" MIN.
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PER PLAN
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REINFORCING
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* T
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REPORT
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SLAB ON GRADE 10 FEET
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W/2
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OR SMALLER IN WIDTH
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JOINTS
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JOINTS
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W/2
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W/2
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TYP. REINFORCING AT INT. OF CONCRETE FOOTINGS
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FOOTINGS
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SLAB CONTROL JOINT DETAIL
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GENERAL NOTES
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DETAIL OF PIPING SLEEVE AT FOOTING
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TYPICAL STEPPED FOOTING
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GRADE BEAM AND SLAB CONSTRUCTION JOINT
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MINIMUM GRADING AT PERIMETER GRADE BEAMS
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HORIZ. REINF. CONTINUOUS THRU JOINT
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APPROVED PRIOR TO CONST.
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LOCATIONS NOT SHOWN SHALL BE
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JOINT SEALANT
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FORMED KEYED JOINT
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TIES @ 3" BOTH SIDES OF JOINT
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SLAB PER PLAN
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* T/2
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NOTE:
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KEYS FULL WIDTH OF BM. PROVIDE ADDITIONAL KEYS FOR EACH 12" OR LESS OF DEPTH OVER 18"
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* T = THICKNESS PER PLAN AND SOILS REPORT
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REINFORCING
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PER PLAN
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* T
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CONTINUE SLAB REINFORCING AT JOINT
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#3 THRU #8-
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6 db, 3" MIN.
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135 BEND
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(SEISMIC
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HOOKS)
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4 db FOR #3 THRU #5 BARS
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6 db FOR #6 THRU #8 BARS
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6 db FOR #3 THRU #8 BARS
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8 db FOR #9 THRU #11 BARS
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10 db FOR #14 THRU #18 BARS
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(OTHER BARS)
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90 BEND
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12 db
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DIAMETER OF BENDS
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OTHERS
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ALL
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STIRRUPS
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AND TIES
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90 BEND
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(STIRRUPS &
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TIE HOOKS)
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180 BEND
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(OTHER BARS)
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DIA.
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4 db #3 THRU #8
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2 1/2" MIN.
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BEND
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db
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#3 THRU #5-6 db
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#6 THRU #8-12 db
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90 & 135 BENDS
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(SEISMIC CROSS
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TIES)
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6 db
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6 db, 3" MIN.
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#3 THRU #8-
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5 db #9, #10, #11
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6 db #14 AND #18
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SLOPE GRADE AWAY FROM BLDG. 5% FOR FIRST 10 FT.
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MINIMUM GRADE BEAM PENETRATION BELOW FINAL GRADE SHALL BE 24"
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FOR GRADE BEAMS DEEPER THAN 36" PROVIDE EXTRA (2) #5 BARS HORIZONTAL @ 18" O.C.
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NOTES: 1. REINFORCING TO MATCH SIZE & SPACING OF FOOTING REINFORCING.
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(2) DIAGONAL BARS BOTTOM SAME SIZE AS GRADE BEAM REINFORCING. LAP 48db MIN.
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GRADE BEAM AND REINFORCING PER PLAN
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START FIRST STIRRUP 3" AWAY FROM DROP
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PROVIDE EXTRA #4 BARS HORIZONTAL EACH FACE OF GRADE BEAM AT 18" O.C. FOR GRADE BEAMS DEEPER THAN 36"
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1
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2
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EXISTING SUBGRADE
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PROVIDE 12" THICK CLAY CAP WITH LOW PERMEABILTIY MATERAIL COMPACTED TO 95% OF STANDARD PROCTOR. EXTEND CAP 5 FEET MIN. PAST BUIDLING EDGE
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SELECT STRUCTURAL FILL
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LOCATE PARALLEL PIPE TRENCH SO THAT FOOTING IS NOT UNDERMINED
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NO EXCAVATION BELOW THIS LINE
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WHEN PIPE IS BELOW GRADE BEAM AT 2'-0" OR LESS, WIDEN GRADE BEAM AS NOTED.
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PROVIDE METAL PIPE SLEEVE THRU FOOTING WITH 2" I.D. GREATER THAN PIPE O.D.
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2
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SECTION "X"
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1
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SECTION "X"
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PROVIDE BTM. REINF'G. SAME SIZE AND QUANTITY AS GRADE BEAM REINF'G.
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CUT BTM. STEEL AT PIPE
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16
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13
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20
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14
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18
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19
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15
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17
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BARS DIAMETER OF BENDS
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4
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SLAB
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4"
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3000 PSI
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0.5
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1"
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0.6
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These drawings and specifications are and shall remain the property of the Engineer. They may not be reused, reproduced or altered in any way without prior written approval from and with appropriate compensation to the Engineer.
14 15 16 17 18 19
B
A
20
C
D
E
F
G
H
FOUNDATION NOTES
PIER SCHEDULE
STEEL COLUMN SCHEDULE**
G
H
J
K
L
M
20
S-2.1
NORTH CANOPY FOUNDATION1
SITE PLAN JOSE GALLEGO ELEMENTARY SCHOOL4
CA
NO
PY F
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ERIN
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5La
redo
, TX.
7804
1(9
56) 7
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rgy-s
e.com
TBPE
Reg
. No.:
F-7
661
AN
D D
ET
AIL
S
NORTH-EAST CANOPY FOUNDATION2
SOUTH-EAST CANOPY FOUNDATION3
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P1
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SC1
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1/S2.2
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CLC
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MECHANICAL YARD
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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EXISTING CANOPY
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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EXISTING COLUMN CENTERLINE
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CLC
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EXISTING COLUMN CENTERLINE
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TO REMAIN
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MATCH LINE
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MATCH LINE
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P1
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SC1
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P1
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SC1
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P1
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SC1
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P1
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SC1
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EXISTING COLUMN TO REMAIN
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1/S2.2
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2/S2.2
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P2
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SC2
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1/S2.2
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1/S2.2
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1/S2.2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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NOTE:CUT EXISTING GUARDRAILS AS REQUIRED TO INSTALL NEW COLUMN. RE-WELD GUARDRAILS TO NEW COLUMN.
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REPORT ANY DISCREPANCIES TO ENGINEER OF RECORD
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FIELD VERIFY ALL DIMENSIONS BEFORE COMMENCING WORK AND
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2.
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SEE SHEET S-1.1 FOR GENERAL NOTES AND TYPICAL
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1.
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4.
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ABBREVIATIONS:
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CLC=CENTER LINE COLUMN
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CLP=CENTER LINE PIER
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FOC=FACE OF COLUMN
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FFE=FINISH FLOOR ELEVATION
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CONCRETE DETAILS.
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CHECK ALL UNDERGROUND UTILITIES BEFORE DIGGING.
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3.
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SPIRAL
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DIAMETER
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PIER DEPTH
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VERTICAL
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REINFORCEMENT
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SHAFT
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BELL
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DIAMETER
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PIER MARK
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P1
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**
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SC1
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MARK
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COLUMN SIZE
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ANCHOR BOLTS
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BASE PLATE
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SC2
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#4 @ 9"
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18"
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12'-0"
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(6) #6
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NOT USED
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(8) 7/8" DIA. NELSON STUDS x 16" LONG
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PL 1" x 16" x 1'-4"
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HSS 12x6x3/8
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SC3
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P3
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** DEPTH OF PIER FROM EXISTING GRADE
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** ALL WELDS FROM COLUMN TO BASE PLATE TO BE FULL MOMENT BEVELED WELD.
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HSS 8x6x3/8
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(6) 7/8" DIA. NELSON STUDS x 16" LONG
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PL 3/4" x 14" x 1'-2"
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P2
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#4 @ 9"
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18"
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10'-0"
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(6) #6
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NOT USED
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MECHANICAL YARD
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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MATCH LINE
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MATCH LINE
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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2/S2.2
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P2
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SC2
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SCALE: 1/8"=1'-0"
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SCALE: N.T.S.
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NORTH CANOPY
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These drawings and specifications are and shall remain the property of the Engineer. They may not be reused, reproduced or altered in any way without prior written approval from and with appropriate compensation to the Engineer.
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SCALE: 1/8"=1'-0"
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SCALE: 1/8"=1'-0"
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NORTH-EAST CANOPY
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SOUTH-EAST CANOPY
S-2.2
PIER DETAIL AT FRAMES RF-1 AND RF-21
SSE
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SUIT
E 10
5La
redo
, TX.
7804
1(9
56) 7
53-5
860 s
yner
gy@
syne
rgy-s
e.com
TBPE
Reg
. No.:
F-7
661
FOU
ND
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ION
DE
TA
ILS
PIER DETAIL AT FRAME RF-32
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BASE PLATE PER SCHEDULE WITH FULL MOMENT BEVELED WELD
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STEEL COLUMN PER SCHEDULE
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PIER REINFORCING PER SCHEDULE
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SECTION "X"
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SECTION "Y"
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MATCH EXISTING
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SIDEWAL F.F.E.
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EXISTING SIDEWALK TO REMAIN
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%%USECTION "X"
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%%USECTION "Y"
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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COLUMN AND BASE PLATE ABOVE
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NELSON STUDS TO BE INSIDE OF CLOSED TIES
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PEDESTAL 18"x18"x24" DEEP
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SAW CUT EXISTING SLAB TO INSTALL NEW PIERS.LOCATE ALL UNDERGROUND UTILITIES BEFORE DRILLING
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BASE PLATE PER SCHEDULE WITH FULL MOMENT BEVELED WELD
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STEEL COLUMN PER SCHEDULE
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PIER REINFORCING PER SCHEDULE
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SECTION "X"
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SECTION "Y"
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MATCH EXISTING
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SIDEWAL F.F.E.
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%%USECTION "X"
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%%USECTION "Y"
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EXISTING SIDEWALK TO REMAIN
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BASE PLATE
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EXISTING BUILDING
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F.F.E. = 0'-0"
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EXISTING BUILDING
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F.F.E. = 0'-0"
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PEDESTAL 18"x18"x24" DEEP
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SAW CUT EXISTING SLAB TO INSTALL NEW PIERS.LOCATE ALL UNDERGROUND UTILITIES BEFORE DRILLING
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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COLUMN AND BASE PLATE ABOVE
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NELSON STUDS TO BE INSIDE OF CLOSED TIES
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BASE PLATE
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SCALE: 1"=1'-0"
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These drawings and specifications are and shall remain the property of the Engineer. They may not be reused, reproduced or altered in any way without prior written approval from and with appropriate compensation to the Engineer.
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SCALE: 1"=1'-0"
14 15 16 17 18 19
B
A
20
C
D
E
F
G
H
RF-
2
SL1/
4:12
SL1/
4:12
RF-
1
RF-
1
RF-
1
RF-
1
RF-3
RF-3
RF-3
RF-3
RF-3
RF-3
SL1/4:12
SL1/4:12
FRAMING GENERAL NOTES
G
H
J
K
L
M
20
RF-3
RF-3
RF-3
RF-3
RF-3
RF-3
SL1/4:12
SL1/4:12
S-3.1
NORTH CANOPY ROOF FRAMING PLAN1
RO
OF
FRA
MIN
G P
LA
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SSE
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169
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REVISIONS
SYN
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ERIN
G, IN
C.69
09 S
pring
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Ave.
SUIT
E 10
5La
redo
, TX.
7804
1(9
56) 7
53-5
860 s
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gy@
syne
rgy-s
e.com
TBPE
Reg
. No.:
F-7
661
NORTH-EAST CANOPY ROOF FRAMING PLAN2
SOUTH-EAST CANOPY ROOF FRAMING PLAN3
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METAL DECK TO BE VULCRAFT 3 N 18 GA. ATTACHED TO BEAMS WITH #12 TEK SCREWS WITH NEOSPRENE WASHERS. PROVIDE (1) SCREW AT EVERY FLUTE TYPICAL AND #12 TEK SCREWS @ 12" O.C. AT SIDELAPS
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1/S3.2
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CLC
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MECHANICAL YARD
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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EXISTING CANOPY
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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EXISTING COLUMN CENTERLINE
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CLC
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EXISTING COLUMN CENTERLINE
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TO REMAIN
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MATCH LINE
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MATCH LINE
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HSS 12x2x3/16
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EXISTING BEAM
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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TO REMAIN
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TOP OF STEEL 111'-4" FROM EXISTING BUILDING FINISH FLOOR ELEV. MATCH EXISTING CANOPY
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4/S3.2
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COVERED AREA 863 SF APPROXIMATELY
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METAL DECK TO BE VULCRAFT 3 N 18 GA. ATTACHED TO BEAMS WITH #12 TEK SCREWS WITH NEOSPRENE WASHERS. PROVIDE (1) SCREW AT EVERY FLUTE TYPICAL AND #12 TEK SCREWS @ 12" O.C. AT SIDELAPS
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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COVERED AREA 640 SF APPROXIMATELY
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4/S3.2
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4/S3.2
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4/S3.2
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TOP OF STEEL 111'-1" FROM EXISTING BUILDING FINISH FLOOR ELEV.
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2/S3.2
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1/S3.2
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3/S3.2
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REPORT ANY DISCREPANCIES TO ENGINEER OF RECORD
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FIELD VERIFY ALL DIMENSIONS BEFORE COMMENCING WORK AND
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2.
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SEE SHEET S-1. FOR GENERAL NOTES AND TYPICAL
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1.
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4.
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ABBREVIATIONS:
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CLC=CENTER LINE COLUMN
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CLP=CENTER LINE PIER
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FOC=FACE OF COLUMN
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FFE=FINISH FLOOR ELEVATION
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CONCRETE DETAILS.
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CHECK ALL UNDERGROUND UTILITIES BEFORE DIGGING.
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3.
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MECHANICAL YARD
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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CLC
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MATCH LINE
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MATCH LINE
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METAL DECK TO BE VULCRAFT 3 N 18 GA. ATTACHED TO BEAMS WITH #12 TEK SCREWS WITH NEOSPRENE WASHERS. PROVIDE (1) SCREW AT EVERY FLUTE TYPICAL AND #12 TEK SCREWS @ 12" O.C. AT SIDELAPS
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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HSS 8x2x3/16
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COVERED AREA 640 SF APPROXIMATELY
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4/S3.2
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4/S3.2
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4/S3.2
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TOP OF STEEL 111'-1" FROM EXISTING BUILDING FINISH FLOOR ELEV.
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3/S3.2
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SCALE: 1/8"=1'-0"
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These drawings and specifications are and shall remain the property of the Engineer. They may not be reused, reproduced or altered in any way without prior written approval from and with appropriate compensation to the Engineer.
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SCALE: 1/8"=1'-0"
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SCALE: 1/8"=1'-0"
S-3.2
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SECTION AT CANOPY FRAME RF-22
SECTION AT CANOPY FRAME RF-33
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PIERS PER PLAN SCHEDULE
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METAL DECK PER PLAN
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FULL MOMENT BEVELED WELD ALL AROUND
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CONT. PRE-FINISH HIGH EAVE TRIM: COLOR TO COLOR TO BE SELECTED BY OWNER
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EXISTING BUILDING F.F.E.=100'-0"
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EXISTING SIDEWALK TO REMAIN. SAW CUT SIDEWALK FOR PIERS
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TOP OF STEEL 111'-4" MATCH EXISTING
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12
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1/4
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PEDESTAL 18"x18"x24" DEEP
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EXISTING BUILDING TO REMAIN
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BASE PLATE
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STEEL COLUMN AND BASE PLATE PER PLAN SCHEDULE
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FULL MOMENT BEVELED WELD ALL AROUND COLUMN TO BASE PLATE
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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CONT. GUTTER, METAL TRIM; PROVIDE SCUPPER AT EVERY COLUMN;COLOR TO BE SELECTED COLOR TO BE SELECTED BY OWNER
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PAINT ALL STRUCTURAL STEEL; COLOR TO BE SELECTED BY OWNER
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NOTE: PROVIDE 1/4" THICK END CAPS WELDED ALL AROUND AS REQUIRED
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STEEL BEAM PER PLAN WELDED ALL AROUND
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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SECTION AT PEDESTAL
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COLUMN AND BASE PLATE ABOVE
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NELSON STUDS TO BE INSIDE OF CLOSED TIES
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PIERS PER PLAN SCHEDULE
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METAL DECK PER PLAN
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FULL MOMENT BEVELED WELD ALL AROUND
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CONT. PRE-FINISH HIGH EAVE TRIM: COLOR TO COLOR TO BE SELECTED BY OWNER
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EXISTING BUILDING F.F.E.=100'-0"
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EXISTING SIDEWALK TO REMAIN. SAW CUT SIDEWALK FOR PIERS
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TOP OF STEEL 111'-4" MATCH EXISTING
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12
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1/4
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PEDESTAL 18"x18"x24" DEEP
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EXISTING BUILDING TO REMAIN
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BASE PLATE
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STEEL COLUMN AND BASE PLATE PER PLAN SCHEDULE
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FULL MOMENT BEVELED WELD ALL AROUND COLUMN TO BASE PLATE
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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CONT. GUTTER, METAL TRIM; PROVIDE SCUPPER AT EVERY COLUMN;COLOR TO BE SELECTED COLOR TO BE SELECTED BY OWNER
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PAINT ALL STRUCTURAL STEEL; COLOR TO BE SELECTED BY OWNER
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NOTE: PROVIDE 1/4" THICK END CAPS WELDED ALL AROUND AS REQUIRED
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STEEL BEAM PER PLAN WELDED ALL AROUND
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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SECTION AT PEDESTAL
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COLUMN AND BASE PLATE ABOVE
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NELSON STUDS TO BE INSIDE OF CLOSED TIES
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HSS 12x6x3/8
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HSS 12x6x3/8
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HSS 12x6x3/8
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HSS 12x6x3/8
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TYP.
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1/8"
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METAL DECK PER PLAN
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STEEL BEAM PER PLAN
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CONT. RAKE TRIM; COLOR TO MATCH EXISTING
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PIERS PER PLAN SCHEDULE
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METAL DECK PER PLAN
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FULL MOMENT BEVELED WELD ALL AROUND
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EXISTING BUILDING F.F.E.=100'-0"
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EXISTING SIDEWALK TO REMAIN. SAW CUT SIDEWALK FOR PIERS
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TOP OF STEEL 111'-1"
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12
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1/4
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PEDESTAL 18"x18"x24" DEEP
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EXISTING BUILDING TO REMAIN
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STEEL COLUMN AND BASE PLATE PER PLAN SCHEDULE
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FULL MOMENT BEVELED WELD ALL AROUND COLUMN TO BASE PLATE
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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CONT. GUTTER, METAL TRIM; PROVIDE SCUPPER AT EVERY COLUMN;COLOR TO BE SELECTED COLOR TO BE SELECTED BY OWNER
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PAINT ALL STRUCTURAL STEEL; COLOR TO BE SELECTED BY OWNER
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NOTE: PROVIDE 1/4" THICK END CAPS WELDED ALL AROUND AS REQUIRED
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STEEL BEAM PER PLAN WELDED ALL AROUND
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PROVIDE SQUARE CLOSED TIES AT 3" O.C. AT PEDESTAL
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SECTION AT PEDESTAL
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COLUMN AND BASE PLATE ABOVE
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NELSON STUDS TO BE INSIDE OF CLOSED TIES
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HSS 8x6x3/8
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HSS 8x6x3/8
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EXISTING BUILDING
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URETHANE SEALANT
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HIGH EAVE THRU-WALL FLASHING W/EXPANSION JOINT OVERLAP; TAPE SEAL ALL SCREWS.
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BASE PLATE
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SCALE: 1/2"=1'-0"
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SCALE: 1"=1'-0"
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These drawings and specifications are and shall remain the property of the Engineer. They may not be reused, reproduced or altered in any way without prior written approval from and with appropriate compensation to the Engineer.
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SCALE: 1/2"=1'-0"
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SCALE: 1/2"=1'-0"