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TRANSCRIPT
CONTRACT DOCUMENTS 2017 METAL CANOPIES
AT
BOARD OF TRUSTEES
MR. HECTOR J. GARCIA, PRESIDENT
MR. HECTOR J. NOYOLA, VICE PRESIDENT
MR. RICARDO GARZA, SECRETARY
MR. JOSE A. VALDEZ, TRUSTEE
MS. CINDY LIENDO, TRUSTEE
DR. CECILIA MAY MORENO, TRUSTEE
MR. JOSE R. PEREZ, TRUSTEE
ADMINISTRATION
DR. A. MARCUS NELSON, SUPERINTENDENT
RAYMOND & TIRZA MARTIN HIGH SCHOOL2002 SAN BERNARDO AVE., LAREDO TX. 78040
LOUIS J. CHRISTEN MIDDLE SCHOOL2001 SANTA MARIA AVE., LAREDO TX. 78040
LEON DAICHES ELEMENTARY SCHOOL1401 GREEN ST., LAREDO TX. 78040
MAY 22, 2017
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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.
RAYMOND & TIRZA MARTIN HIGH SCHOOL SITE MAP
DRAWINGS INDEX
STRUCTURAL:
S000: COVER SHEET
S001: SITE MAPS
S101: GENERAL NOTES AND TYPICAL FOUNDATION DETAILS
S201: FOUNDATION PLAN, ROOF FRAMING PLAN AND DETAILS MARTIN HIGH SCHOOL
S202: FOUNDATION PLAN, ROOF FRAMING PLAN AND DETAILS CHRISTEN MIDDLE SCHOOL
S203: DEMOLITION PLAN, FLOOR PLAN AND SPOT ELEVATIONS DAICHES ELEMENTARY SCHOOL
S204: FOUNDATION PLAN, ROOF FRAMING PLAN AND DETAILS DAICHES ELEMENTARY SCHOOL
S205: TYPICAL HANDRAIL AND GUARDRAILS DETAILS DAICHES ELEMENTARY SCHOOL
SD-101: FOUNDATION DETAILS DAICHES ELEMENTARY SCHOOL
LEON DAICHES ELEMENTARY SCHOOL SITE MAP LOUIS J. CHRISTEN MIDDLE SCHOOL SITE MAP
SIT
E M
APS
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661
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Sheet
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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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MARTIN HIGH SCHOOL
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CHRISTEN MIDDLE SCHOOL
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
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S101
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PRO
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SYN
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. 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) 2015.
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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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Xref .\XTB-15001.dwg
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Sheet
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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.
CBA
4
3
2
1
5
FOUNDATION NOTESSTEEL COLUMN SCHEDULE
SPREAD FOOTING SCHEDULE
SL1/4:12
SL1/4:12
CBA
4
3
2
1
5
21
MA
RT
IN H
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SC
HO
OL
S201
FOUNDATION PLAN1
SPREAD FOOTING3
SSE
-17-
045
MA
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2, 2
017.
Dat
e:
Dra
win
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ame:
Job
No.
:
Che
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y:D
raw
n B
y:V
DA
VD
A/L
P
LA
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DO
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DE
PEN
DE
NT
SC
HO
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DIS
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ICT
2017
MET
AL
CA
NO
PIES
PRO
JEC
T
REVISIONS
SYN
ER
GY
STRU
CTUR
AL EN
GINE
ERIN
G, IN
C.69
09 S
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field
Ave.
SUIT
E 10
5La
redo
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7804
1(9
56) 7
53-5
860 s
yner
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syne
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TBPE
Reg
. No.:
F-7
661
CANOPY ROOF FRAMING PLAN2
FOU
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AT
ION
AN
D C
AN
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RO
OF
FRA
MIN
G P
LA
N
TYPICAL FRAME SECTION5
SPREAD FOOTING4
SECTION AT RAKE6
SECTION AT JOINT7
AutoCAD SHX Text
SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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SC1
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F1
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EXISTING BUILDING
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EXISTING BUILDING
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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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CLC
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SC1
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F1
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4/S201
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4/S201
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4/S201
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3/S201
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3/S201
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3/S201
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3/S201
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3/S201
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3/S201
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3/S201
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3/S201
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BENCHMARK ELEV.
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100'-0"
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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 S101 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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SC1
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MARK
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COLUMN SIZE
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HSS 6x6x3/16
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ANCHOR BOLTS
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BASE PLATE
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(4) 3/4" DIA. NELSON STUDS x 12" LONG
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PL 3/4" x 12" x 1'-0"
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MARK
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REINFORCING
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SPREAD FOOTING SIZE
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#5 BARS @ 10" O.C.E.W AT TOP AND BOTTOM
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F1
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4'-0"x 4'-0"x 36"
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BASE PLATE PER SCHEDULE WITH FILLET WELD ALL AROUND
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STEEL COLUMN PER SCHEDULE
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FOOTING REINFORCING PER SCHEDULE
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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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#4 DOWELS x 36" LONG ALL AROUND EXISTING SIDEWALK WITH HILTI HY-200 EPOXY AND 6" MIN. EMBEDMENT
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TOP OF STEEL
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110'-4"
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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 12x2x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x4x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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HSS 12x6x3/16
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HSS 12x6x3/16
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HSS 12x6x3/16
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HSS 12x2x3/16
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HSS 12x2x3/16
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EXISTING BUILDING
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EXISTING BUILDING
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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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CLC
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1437 SF
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HSS 12x6x3/16
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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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5/S201
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5/S201
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6/S201
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7/S201
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6/S201
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6/S201
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RAKE THRU-WALL FLASHING W/EXPANSION JOINT OVERLAP; TAPE SEAL ALL SCREWS.
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CONT. GUTTER, METAL TRIM; PROVIDE SCUPPER AT EVERY COLUMN; COLOR TO BE SELECTED BY OWNER
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METAL DECK PER PLAN
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12
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1/4
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CLC
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PRIME AND PAINT ALL STRUCTURAL STEEL; COLOR TO BE SELECTED BY OWNER
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PROVIDE FILLET WELD ALL AROUND TYPICAL ALL MEMBERS
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STEEL COLUMN AND BASE PLATE PER PLAN SCHEDULE
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FILLET WELD ALL AROUND COLUMN TO BASE PLATE
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NOTE: PROVIDE 3/16" THICK END CAPS WELDED ALL AROUND AS REQUIRED
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CLC
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T.O.S.
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PER PLAN
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FULL MOMENT BEVELED WELD ALL AROUND COLUMN TO BEAM
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BASE PLATE PER SCHEDULE WITH FILLET WELD ALL AROUND
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STEEL COLUMN PER SCHEDULE
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FOOTING REINFORCING PER SCHEDULE
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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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#4 DOWELS x 36" LONG ALL AROUND EXISTING SIDEWALK WITH HILTI HY-200 EPOXY AND 6" MIN. EMBEDMENT
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EXISTING WALL TO REMAIN
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METAL DECK PER PLAN
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CONT. RAKE TRIM; COLOR TO MATCH EXISTING
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STEEL BEAM PER PLAN
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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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SCALE: 1/8"=1'-0"
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SCALE: 1"=1'-0"
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Sheet
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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: 1/2"=1'-0"
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SCALE: 1"=1'-0"
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SCALE: 3/4"=1'-0"
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SCALE: 1/2"=1'-0"
1 2 3
A
B
C
D
E
F
G
H
J
K
L
M
FOUNDATION NOTES
PIER SCHEDULE
STEEL COLUMN SCHEDULE
1 2 3
A
B
C
D
E
F
G
H
J
K
L
M
SL1/4:12
SL1/4:12
SL1/4:12
SL1/4:12
21
FOUNDATION PLAN1S202
CH
RIS
TE
N M
IDD
LE
SC
HO
OL
FOU
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AN
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SSE
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MA
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2, 2
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Dat
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Dra
win
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ame:
Job
No.
:
Che
ck b
y:D
raw
n B
y:V
DA
VD
A/L
P
LA
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DO
IN
DE
PEN
DE
NT
SC
HO
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DIS
TR
ICT
2017
MET
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CA
NO
PIES
PRO
JEC
T
REVISIONS
SYN
ER
GY
STRU
CTUR
AL EN
GINE
ERIN
G, IN
C.69
09 S
pring
field
Ave.
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
CANOPY ROOF FRAMING PLAN2
SECTION3
RO
OF
FRA
MIN
G P
LA
N
AutoCAD SHX Text
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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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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CLC
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CENTER LINE DOOR
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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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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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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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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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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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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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P1
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SC1
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P1
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SC1
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3/S202
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3/S202
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3/S202
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3/S202
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3/S202
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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 S101 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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#3 @ 6"
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12"
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5'-0"
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(4) #5
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NOT USED
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**
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** DEPTH OF PIER FROM EXISTING SLAB
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SC1
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MARK
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COLUMN SIZE
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HSS 4x4x3/16
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ANCHOR BOLTS
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BASE PLATE
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(4) 1/2" DIA. NELSON STUDS x 8" LONG
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PL 1/2" x 8" x 0'-8"
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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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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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CLC
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CENTER LINE DOOR
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3/S202
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3/S202
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3/S202
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3/S202
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3/S202
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3/S202
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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HSS 8x4x3/16
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METAL DECK TO BE VULCRAFT 1.5 B 20 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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SECTION "X"
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SECTION "Y"
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%%USECTION "X"
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HSS 4x4x3/16
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EXISTING SIDEWALK TO REMAIN
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PL 1/2x8"x0'-8" WITH (4) 1/2" x8" NELSON STUDS
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HSS 8x4x3/16
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CLC
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CLC
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12
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1/4
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VULCRAFT METAL DECK 1.5B 20 GA. WITH #12 TEK SCREWS WITH NEOPRENE WASHERS @ EACH FLUTE AND SIDELAPS @ 12" O.C.
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SECTION "X"
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SECTION "Y"
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(4)#5 VERTICAL WITH #3 TIES @ #5 VERTICAL WITH #3 TIES @ 6" O.C.
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%%USECTION "Y"
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SAW CUT SIDEWALK WHERE REQUIRED
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SCALE: 1/8"=1'-0"
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Sheet
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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"
AutoCAD SHX Text
SCALE: 1"=1'-0"
FOUNDATION NOTES
KEYED FOUNDATION NOTES
1 2
A
SLOPE 0.5% MAX
SLOPE 1:12SLOPE 0.5% MAX
SLOPE 0.5% MAXRAMP
LA
ND
ING
LA
ND
ING
EXISTING LANDING
1 2
A
SLOPE 0.5% MAX
SLOPE 1:12RAMP
DAICHES SPOT ELEVATION PLAN3 S203
DA
ICH
ES
DE
MO
LIT
ION
PL
AN
,FL
OO
R P
LA
N A
ND
SSE
-17-
045
MA
Y 2
2, 2
017.
Dat
e:
Dra
win
gN
ame:
Job
No.
:
Che
ck b
y:D
raw
n B
y:V
DA
VD
A/L
P
LA
RE
DO
IN
DE
PEN
DE
NT
SC
HO
OL
DIS
TR
ICT
2017
MET
AL
CA
NO
PIES
PRO
JEC
T
REVISIONS
SYN
ER
GY
STRU
CTUR
AL EN
GINE
ERIN
G, IN
C.69
09 S
pring
field
Ave.
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
DAICHES DEMOLITION PLAN1
DAICHES FLOOR PLAN2
SPO
T E
LE
VA
TIO
N P
LA
N
AutoCAD SHX Text
FIELD VERIFY ALL DIMENSIONS BEFORE COMMENCING WORK AND
AutoCAD SHX Text
2.
AutoCAD SHX Text
SEE SHEET S101 FOR GENERAL NOTES AND TYPICAL
AutoCAD SHX Text
1.
AutoCAD SHX Text
4.
AutoCAD SHX Text
ABBREVIATIONS:
AutoCAD SHX Text
CLC=CENTER LINE COLUMN
AutoCAD SHX Text
CLP=CENTER LINE PIER
AutoCAD SHX Text
FOC=FACE OF COLUMN
AutoCAD SHX Text
FFE=FINISH FLOOR ELEVATION
AutoCAD SHX Text
CONCRETE DETAILS.
AutoCAD SHX Text
CHECK ALL UNDERGROUND UTILITIES BEFORE DIGGING.
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3.
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1
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EXISTING GUARDRAIL TO REMAIN.
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2
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EXISTING HANDRAIL AND GUARDRAIL TO BE REMOVED AND RELOCATED
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3
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EXISTING HANDRAIL TO BE REMOVED AND RELOCATED
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4
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CUT AND MODIFY HANDRAIL FOR EXISTING STEPS.
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5
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CUT AND MODIFY HANDRAIL AND GUARDRAIL FOR EXISTING STEPS.
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6
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REMOVE AND REROUTE SPINNER SYSTEM.
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7
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SLAB CONTROL JOINTS, SEE DETAIL 13/S101
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8
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NEW HANDRAIL TO MATCH EXISTING.
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9
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NEW HANDRAIL AND GUARDRAIL TO MATCH EXISTING.
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EXISTING HANDRAIL TO BE RELOCATED TO THIS NEW
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10
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LOCATION AND ADJUSTED AS REQUIERED.
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EXISTING HANDRAIL AND GUARDRAIL TO BE RELOCATED
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11
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TO THIS NEW LOCATION AND ADJUSTED AS REQUIERED.
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NEW GUARDRAIL TO MATCH EXISTING.
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12
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CLC
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CLC
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CLC
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EXISTING BUILDING
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EXISTING SIDEWALK
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EXISTING SIDEWALK
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97.30'
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M.E.
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96.43'
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M.E.
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96.43'
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M.E.
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97.20'
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97.20'
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97.30'
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M.E.
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97.30'
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100.00'
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R.E.E
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99.96'
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M.E.
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99.71'
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99.71'
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99.61'
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95.11'
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95.02'
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M.E.
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95.00'
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M.E.
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94.94'
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M.E.
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94.94'
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94.59'
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M.E.
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94.50'
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99.98'
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M.E.
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ABBREVIATIONS:
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95.00'
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M.E.=MATCH EXISTING
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R.E.E.=REFERENCE EXISTING ELEVATION
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FIELD CONTRACTOR TO VERIFY ALL SPOT ELEVATIONS ON SITE WITH ENGINEER OF RECORD.
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99.61'
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SIDEWALK TO BE DEMOLISHED
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SIDEWALK TO BE DEMOLISHED
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MOVE CHAIN LINK GATE RE: 1/S204 FOR NEW LOCATION
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3
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2
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1
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5
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4
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5
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CLC
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CLC
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CLC
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EXISTING BUILDING
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EXISTING SIDEWALK
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EXISTING SIDEWALK
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10
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11
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9
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9
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9
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12
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8
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8
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8
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1
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4
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5
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NEW SIDEWALK
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NEW SIDEWALK
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NEW RAMP
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NEW SIDEWALK
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NEW LANDING
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NEW STEPS
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NEW LANDING
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NEW LANDING
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EXISTING RELOCATED GATE
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EXISTING LANDING TO REMAIN
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EXISTING STEPS TO REMAIN
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SCALE: 1/4"=1'-0"
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Sheet
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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.
AutoCAD SHX Text
SCALE: 1/4"=1'-0"
AutoCAD SHX Text
SCALE: 1/4"=1'-0"
FOUNDATION NOTES
KEYED FOUNDATION NOTES
STEEL COLUMN SCHEDULE
SPREAD FOOTING SCHEDULE
1 2
A
SLOPE 0.5% MAX
SLOPE 1:12 SLOPE 0.5% MAX
SLOPE
SLOPE 0.5% MAXRAMP
1 2
A
SL1/
4:12
HSS 8x2x3/16
HSS 8x6x3/8
HSS 8x2x3/16
HSS
8x2
x3/1
6
HSS
8x2
x3/1
6
HSS
8x6
x3/8
HSS
8x6
x3/8
A
DAICHES FOUNDATION PLAN1
S204
DA
ICH
ES
FOU
ND
AT
ION
&FR
AM
ING
PL
AN
SSE
-17-
045
MA
Y 2
2, 2
017.
Dat
e:
Dra
win
gN
ame:
Job
No.
:
Che
ck b
y:D
raw
n B
y:V
DA
VD
A/L
P
LA
RE
DO
IN
DE
PEN
DE
NT
SC
HO
OL
DIS
TR
ICT
2017
MET
AL
CA
NO
PIES
PRO
JEC
T
REVISIONS
SYN
ER
GY
STRU
CTUR
AL EN
GINE
ERIN
G, IN
C.69
09 S
pring
field
Ave.
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
DAICHES FRAMING PLAN2
DETAIL3
DETAIL4
AutoCAD SHX Text
FIELD VERIFY ALL DIMENSIONS BEFORE COMMENCING WORK AND
AutoCAD SHX Text
2.
AutoCAD SHX Text
SEE SHEET S101 FOR GENERAL NOTES AND TYPICAL
AutoCAD SHX Text
1.
AutoCAD SHX Text
4.
AutoCAD SHX Text
ABBREVIATIONS:
AutoCAD SHX Text
CLC=CENTER LINE COLUMN
AutoCAD SHX Text
CLP=CENTER LINE PIER
AutoCAD SHX Text
FOC=FACE OF COLUMN
AutoCAD SHX Text
FFE=FINISH FLOOR ELEVATION
AutoCAD SHX Text
CONCRETE DETAILS.
AutoCAD SHX Text
CHECK ALL UNDERGROUND UTILITIES BEFORE DIGGING.
AutoCAD SHX Text
3.
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1
AutoCAD SHX Text
EXISTING GUARDRAIL TO REMAIN.
AutoCAD SHX Text
2
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EXISTING HANDRAIL AND GUARDRAIL TO BE REMOVED AND RELOCATED
AutoCAD SHX Text
3
AutoCAD SHX Text
EXISTING HANDRAIL TO BE REMOVED AND RELOCATED
AutoCAD SHX Text
4
AutoCAD SHX Text
CUT AND MODIFY HANDRAIL FOR EXISTING STEPS.
AutoCAD SHX Text
5
AutoCAD SHX Text
CUT AND MODIFY HANDRAIL AND GUARDRAIL FOR EXISTING STEPS.
AutoCAD SHX Text
6
AutoCAD SHX Text
REMOVE AND REROUTE SPINNER SYSTEM.
AutoCAD SHX Text
7
AutoCAD SHX Text
SLAB CONTROL JOINTS, SEE DETAIL 13/S101
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8
AutoCAD SHX Text
NEW HANDRAIL TO MATCH EXISTING.
AutoCAD SHX Text
9
AutoCAD SHX Text
NEW HANDRAIL AND GUARDRAIL TO MATCH EXISTING.
AutoCAD SHX Text
EXISTING HANDRAIL TO BE RELOCATED TO THIS NEW
AutoCAD SHX Text
10
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LOCATION AND ADJUSTED AS REQUIERED.
AutoCAD SHX Text
SC1
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MARK
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COLUMN SIZE
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HSS 6x6x3/8
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ANCHOR BOLTS
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BASE PLATE
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(4) 3/4" DIA. NELSON STUDS x 16" LONG
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PL 3/4" x 12" x 1'-0"
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MARK
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REINFORCING
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SPREAD FOOTING SIZE
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#5 BARS @ 10" O.C.E.W AT BOTTOM
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F1
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4'-0"x 4'-0"x 36"
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CLC
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CLC
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CLC
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EXISTING BUILDING
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EXISTING SIDEWALK
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EXISTING SIDEWALK
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1/SD101
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2/SD101
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3/SD101
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6/SD101
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6/SD101
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6/SD101
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7/SD101
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7/SD101
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SC1
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SC1
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8/SD101
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10/SD101
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3/SD101
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3/SD101
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8/SD101
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2/SD101
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2/SD101
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2/SD101
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7
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4/SD101
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F1
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F1
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5" THICK SLAB ON GRADE WITH #4 BARS @ 12" O.C.E.W.
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5" THICK SLAB ON GRADE WITH #4 BARS @ 12" O.C.E.W.
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EXISTING LANDING TO REMAIN
AutoCAD SHX Text
CLC
AutoCAD SHX Text
CLC
AutoCAD SHX Text
CLC
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EXISTING BUILDING
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EXISTING SIDEWALK
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EXISTING SIDEWALK
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TOP OF STEEL
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109'-4"
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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
AutoCAD SHX Text
4/S204
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3/S204
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4/S204
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EXISTING BUILDING F.F.E.=100'-0"
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PROVIDE FULL MOMENT BEVELED WELD ALL AROUND
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CLC
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12
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1/4
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CONT. GUTTER, METAL TRIM; PROVIDE SCUPPER AT EVERY COLUMN; COLOR TO BE SELECTED BY OWNER.
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FULL MOMENT BEVELED WELD ALL AROUND COLUMN TO BEAM
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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.
AutoCAD SHX Text
PRIME AND PAINT ALL STRUCTURAL STEEL; COLOR TO BE SELECTED BY OWNER
AutoCAD SHX Text
NOTE: PROVIDE 1/4" THICK END CAPS WELDED ALL AROUND AS REQUIRED
AutoCAD SHX Text
TOP OF STEEL 109'-4"
AutoCAD SHX Text
COLUMN AND BASE PLATE PER PLAN
AutoCAD SHX Text
HSS 8x6x3/8
AutoCAD SHX Text
HSS 6x6x3/8
AutoCAD SHX Text
METAL DECK PER PLAN
AutoCAD SHX Text
METAL DECK PER PLAN
AutoCAD SHX Text
CONT. RAKE TRIM; COLOR TO MATCH EXISTING
AutoCAD SHX Text
STEEL BEAM PER PLAN
AutoCAD SHX Text
SCALE: 1/4"=1'-0"
AutoCAD SHX Text
Sheet
AutoCAD SHX Text
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.
AutoCAD SHX Text
SCALE: 1/4"=1'-0"
AutoCAD SHX Text
SCALE: 1"=1'-0"
AutoCAD SHX Text
SCALE: 1"=1'-0"
STL. 1
1
2
" Ø HANDRAIL; ALL
JOINTS MITERED &
GROUND SMOOTH. TURN
ENDS TO WALL (TYP).
S205
DA
ICH
ES
TY
PIC
AL
GU
AR
DR
AIL
AN
D H
AN
RA
ILS
DE
TA
ILS
SSE
-17-
045
MA
Y 2
2, 2
017.
Dat
e:
Dra
win
gN
ame:
Job
No.
:
Che
ck b
y:D
raw
n B
y:V
DA
VD
A/L
P
LA
RE
DO
IN
DE
PEN
DE
NT
SC
HO
OL
DIS
TR
ICT
2017
MET
AL
CA
NO
PIES
PRO
JEC
T
REVISIONS
SYN
ER
GY
STRU
CTUR
AL EN
GINE
ERIN
G, IN
C.69
09 S
pring
field
Ave.
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
PLAN VIEW1
ELEVATION2
RAIL END RETURN3
SECTION4
GUARDRAIL AND HANDRAIL DETAIL5
HANDRAIL DETAIL6
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HANDRAIL SUPPORT @ 48" O.C. MAX
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2 " x " STAINLESS STEEL 12" x 18" STAINLESS STEEL PLATE C/W 2 BOLTS AND CINCH ANCHORS PER PLATE FASTENED TO WALL, MAX. 4'-0" O.C. (TYP)
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STL. 1 " HANDRAIL; ALL 12" HANDRAIL; ALLJOINTS MITERED & GROUND SMOOTH. TURN ENDS TO WALL TURN ENDS TO WALL (TYP).
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MATCH EXISTING GUARDRAILS AND HANDRAILS
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STL. 1 " HANDRAIL; ALL 12" HANDRAIL; ALLJOINTS MITERED & GROUND SMOOTH. TURN ENDS TO WALL TURN ENDS TO WALL (TYP).
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HANDRAIL SUPPORT @ 48" O.C. MAX
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MATCH EXISTING HANDRAILS
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Sheet
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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"
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SCALE: 1"=1'-0"
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SCALE: 1"=1'-0"
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SCALE: 1"=1'-0"
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SCALE: 1/2"=1'-0"
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SCALE: 1"=1'-0"
SD101
DA
ICH
ES
FOU
ND
AT
ION
PL
AN
SSE
-17-
045
MA
Y 2
2, 2
017.
Dat
e:
Dra
win
gN
ame:
Job
No.
:
Che
ck b
y:D
raw
n B
y:V
DA
VD
A/L
P
LA
RE
DO
IN
DE
PEN
DE
NT
SC
HO
OL
DIS
TR
ICT
2017
MET
AL
CA
NO
PIES
PRO
JEC
T
REVISIONS
SYN
ER
GY
STRU
CTUR
AL EN
GINE
ERIN
G, IN
C.69
09 S
pring
field
Ave.
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
AutoCAD SHX Text
12
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11
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10
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7
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3
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2
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15
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20
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6
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16
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18
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DETAIL
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8
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4
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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DETAIL
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17
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19
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DETAIL
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1
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DETAIL
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SLAB THICKNESS AND REINFORCING PER PLAN
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#4 DOWELS x 36" LONG @ 12" O.C. WITH HILTI HY-200 EPOXY
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EXISTING STEPS TO REMAIN
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SLAB THICKNESS AND REINFORCING PER PLAN
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1/2 SMOOTH DOWELS x24" LONG @ 12" O.C.
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1/2" EXPANSION BOARD MATERIAL WITH ELASTOMERIC CAULKING ON TOP
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EXISTING BUILDING TO REMAIN
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SLAB THICKNESS AND REINFORCING PER PLAN
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#4 DOWELS x 36" LONG @ 12" O.C. WITH HILTI HY-200 EPOXY
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EXISTING SIDEWALK TO REMAIN
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SLAB THICKNESS AND REINFORCING PER PLAN
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PROVIDE ADDITIONAL (1) #5 EACH FACE @ 12" O.C. FOR GRADE BEAMS DEEPER THAN 36"
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#4 CORNER BARS 24"x24" @ 12" O.C.
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PL 3/8x4"x0'-6" WITH (2) 1/2" NELSON STUDS x 6" LONG
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SLAB THICKNESS AND REINFORCING PER PLAN
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1/2 SMOOTH DOWELS x24" LONG @ 12" O.C.
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EXISTING BUILDING TO REMAIN
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SLAB THICKNESS AND REINFORCING PER PLAN
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#4 DOWELS x 36" LONG @ 12" O.C. WITH HILTI HY-200 EPOXY
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STEEL COLUMN AND BASE PLATE PER PLAN
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PROVIDE ADDITIONAL (1) #5 EACH FACE @ 12" O.C. FOR GRADE BEAMS DEEPER THAN 36"
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VARIES PER SLOPE
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VARIES PER SLOPE
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MATCH EXISTING STEPS PROFILE AND FINISH
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#4 BARS @ 12" O.C.E.W.
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#4 CORNER BAR
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SLAB THICKNESS AND REINFORCING PER PLAN
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(1) #4 BAR AT STEP NOSING
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#4 DOWELS @ 12" O.C. WITH HILTI HY-200 EPOXY
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PROVIDE ADDITIONAL 1-1/2" DIA PIPE STD AT EXISTING AND NEW GUARDRAILS
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MATCH EXISTING GUARDRAILS AND HANDRAILS AT NEW CONSTRUCTION
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Sheet
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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.