ESBD_362177_1721428158159_Exhibit M Construction Documents.pdf
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- Attached to
- THC Palmito Ranch Platform Construction Services
- Solicitation number
- 808-24-242165
- Issued by
- Cameron County, Brownsville City, Texas
About this file
This document is a Request for Proposals (RFP) issued by the State of Texas, through the Texas Historical Commission (THC), to establish a contract for General Construction Services for a Viewing Platform at the Palmito Ranch Battlefield State Historic Site located in Cameron County, Texas. The RFP outlines the specifications and requirements for the construction of the viewing platform, including structural, architectural, and site work details. The RFP requires bidders to provide sealed proposals by a specified due date, and the contract will be awarded to the successful bidder. The contract term is not explicitly stated, but may include renewal options.
The RFP provides details on the required pricing, including any set-asides or preferences. It does not mention any incumbent contractors or the current environment. The funding source and amounts are not specified, but the RFP indicates the services are for the Texas Historical Commission and the Palmito Ranch Battlefield State Historic Site. Bidders must comply with all applicable state and local requirements for the project.
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V I C I N I T Y M A P N. T. S.
PALMITO RANCH BATTLEFIELD STATE
HISTORIC SITE VIEWING PLATFORM
Brownsville, TX
CS
STRUCTURAL ENGINEER
Brownsville, Texas
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
DRAWINGS
D R A W I N G I N D E X
CS-1 COVER SHEET
S1.0 GENERAL NOTES
S1.1 GENERAL NOTES
S1.2 ROOF UPLIFT PLAN
S1.3 OVERALL SITE PLAN
S2.0 PIER LAYOUT/RAMP FRAMING PLAN
S3.0 PIER BRACING/ROOF FRAMING PLAN
S4.0 FRAMING DETAILS
S4.1 SECTIONS
S5.0 ELEVATIONS
S5.1 ELEVATIONS
OWNER
THE PALMITO RANCH BATTLEFIELD HISTORIC SITE IS
OWNED, OPERATED, STAFFED AND MAINTAINED BY THE
TEXAS HISTORICAL COMMISSION, AN AGENCY OF THE
STATE OF TEXAS. THIS SITE FEATURES ARCHEOLOGICAL
FEATURES AND DRIVEWAYS FOR USE BY VISITORS AND
STAFF. THE SITE WILL REMAIN OPEN TO THE PUBLIC
DURING THE COURSE OF THE WORK.
N
PROJECT
SITE
LOCATION
MAP
BROWNSVILLE, TEXAS
PROJECT
SITE
1. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING FOR
CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, SHORING FOR THE EARTH
BANKS, FORMS, SCAFFOLDING, PLANNING, SAFETY NETS, SUPPORT AND BRACING FOR
CRANES, GIN POLES, ETC. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK,
AND HE SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE
ARCHITECT OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
2. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY
CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
3. EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO HVAC,
PLUMBING, OR ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES ONLY.
EXACT WEIGHTS AND LOCATIONS OF MECHANICAL EQUIPMENT SHALL BE COORDINATED BY
CONTRACTOR. IF THE FINAL LOCATION VARIES FROM THAT SHOWN ON THE PLANS,
CONTRACTOR TO NOTIFY ENGINEER FOR APPROVAL BEFORE INSTALLATION.
4. 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.
5. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB
SITE AND SHALL BE RESPONSIBLE FOR CONDITIONS OF ALL WORK AND MATERIALS.
6. THE CONTRACTOR SHALL REVIEW AND VERIFY ALL DIMENSIONS AND ELEVATIONS.
CONTRACTOR SHALL REPORT ANY DISCREPANCIES IN WRITING TO THE ENGINEER. ANY
CONFLICT BETWEEN THE DRAWING AND SPECIFICATIONS OF THE VARIOUS TRADES
INVOLVED SHALL BE REPORTED TO THE ENGINEER.
7. DETAILS SHOWN ON DRAWINGS APPLY AT SIMILAR CONDITIONS.
8. ALL WORK SHALL BE DONE IN ACCORDANCE WITH LOCAL STANDARDS AND TO ALL
APPLICABLE PROVISIONS OF THE GOVERNING BUILDING CODE.
9. THE ENGINEER SHALL BE NOTIFIED IN WRITING WHEN WORK COMMENCES.
10. CONTRACTOR SUBSTITUTIONS: ANY MATERIALS OR PRODUCTS THAT ARE SUBMITTED FOR
APPROVAL THAT ARE DIFFERENT FROM THE MATERIALS OR PRODUCTS SPECIFIED IN THE
CONTRACT DOCUMENTS WILL ONLY BE CONSIDERED IF THE FOLLOWING CRITERIA ARE
SATISFIED.
A) A COST SAVING TO THE OWNER IS DOCUMENTED AND SUBMITTED WITH THE
REQUEST
B) THE MATERIAL OR PRODUCT HAS BEEN APPROVED BY THE INTERNATIONAL
CONFERENCE OF BUILDING OFFICIALS (ICBO) AND THE ICBO REPORT IS
SUBMITTED WITH THE REQUEST.
GENERAL
STRUCTURAL OBSERVATION
SHOP DRAWINGS & SUBMITTALS
DESIGN CRITERIA
CONTRACTOR NOTE
© COPYRIGHT 2024 - ALL RIGHTS RESERVED
1. THE PROFESSIONAL ENGINEER OR HIS/HER AUTHORIZED REPRESENTATIVE SHALL
CONDUCT ALL STRUCTURAL OBSERVATIONS. STRUCTURAL OBSERVATIONS SHALL BE FOR
THE PURPOSE OF ASCERTAINING GENERAL COMPLIANCE WITH THE CONSTRUCTION
DOCUMENTS. HOWEVER, SUCH OBSERVATION VISITS SHALL NOT RELIEVE THE
CONTRACTOR FROM HIS OBLIGATIONS AND RESPONSIBILITIES TO THE CONSTRUCTION
DOCUMENTS.
2. ITEMS THAT REQUIRE A STRUCTURAL OBSERVATION ARE AS FOLLOWS:
A. STEEL REINFORCEMENT IN SLAB OR FOUNDATION
B. FRAMING OF SECOND FLOOR BEFORE DECKING IS INSTALLED
C. SECOND FLOOR DECKING
D. FRAMING OF ROOF STRUCTURE BEFORE METAL PANELS ARE INSTALLED
E. EXTERIOR METAL PANEL INSTALLATION
F. WINDSTORM BUILDING COMPONENTS
3. NOTIFY ENGINEER 24 HOURS IN ADVANCE WHEN A STRUCTURAL OBSERVATION IS
REQUIRED.
4. WORK SHALL NOT CONTINUE AT THESE AREAS UNTIL OBSERVATION AND APPROVAL BY
ENGINEER. FAILURE BY THE CONTRACTOR TO PROVIDE PROPER NOTICE FOR AN
OBSERVATION VISIT AT THE REQUIRED TIME OR ADDITIONAL WORK PERFORMED WITHOUT
AN OBSERVATION VISIT WILL BE DONE AT CONTRACTOR'S RISK AND MAY BE SUBJECT TO
COMPLETE OR PARTIAL REMOVAL TO VERIFY COMPLIANCE OF PREVIOUS WORK.
1. DESIGN LOADS, STRUCTURAL ANALYSIS AND PREPARATION OF STRUCTURAL MEMBERS ARE
BASED ON THE FOLLOWING CRITERIA:
2. CODE: ........................................................................................... IBC 2018
3. VERTICAL LOADS
A. ROOF DEAD LOAD (CANOPIES): .......................................... 15 PSF
B. ROOF LIVE LOAD( REDUCIBLE) : ........................................ 20 PSF
C. FLOOR DEAD LOAD: ........................................................... 15 PSF D. FLOOR LIVE LOAD: ............................................................. 100 PSF E. UPLIFT LOAD ...................................................................... SEE ROOF UPLIFT PLAN
K. MECHANICAL LOAD:
THE GENERAL CONTRACTOR SHALL SUBMIT ACTUAL WEIGHTS AND LOCATIONS OF
EQUIPMENT TO BE USED IN THE PROJECT TO THE STRUCTURAL ENGINEER FOR
VERIFICATION OF LOADS USED IN THE DESIGN AT LEAST TWO WEEKS PRIOR TO
FABRICATION AND CONSTRUCTION OF THE SUPPORTING STRUCTURE.
4. LATERAL LOADS
A. WIND SPEED (V-ULT): ............................................................ 152 MPH
WIND SPEED (V-ASD) ............................................................. 118 MPH B. EXPOSURE CATEGORY: ......................................................... C
C. IMPORTANCE FACTOR:
D. BUILDING CATEGORY: .......................................................... II
5. GEOTECHNICAL ENGINEERING REPORT:
PROVIDED BY: TERRACON
PROJECT NUMBER: 88215071
DATED: 09/02/21
FOUNDATION DESIGN BASED ON THE FOLLOWING PARAMETERS
A. MIN. EMBEDMENT BELOW EXISTING GRADE: .................... 15 FT.
B. MAX. EMBEDMENT BELOW EXISTING GRADE: .................... 25 FT.
C. NET ALLOWABLE BEARING PRESSURES (TOTAL LOAD):
a. BETWEEN 15 AND 25 FT. BELOW EXISTING GRADE: ... 7500 PSF
D. NET ALLOWABLE SIDE-SHEAR:
a. 5 TO 15 FT. BELOW EXISTING GRADE: ........................ 550 PSF
b. 15 TO 25 FT. BELOW EXISTING GRADE: ...................... 400 PSF
E. APPROXIMATE TOTAL SETTLEMENT: ................................... 1 IN.
F. ESTIMATED DIFFERENTIAL SETTLEMENT: .......................... 1/2
G. ALLOWABLE PASSIVE PRESSURE:
a. 5 TO 15 FT. BELOW EXISTING GRADE: ........................ 1000 PSF
b. 15 TO 25 FT. BELOW EXISTING GRADE: ...................... 750 PSF
H. ESTIMATED UPLIFT PRESSURE (KIPS): ................................ 16 D
These drawings, as instruments of professional service, are the property of Chanin Engineering LLC for use solely with respect to this Project and shall not be reproduced for other purposes.
The Professional Engineer whose seal appears on the structural construction documents is the project Structural Engineer-of-Record (SER) who bears legal responsibility for the performance of the structural framing relating to the public health, safety and welfare. No other party, whether or not a Professional Engineer, may complete, correct, revise, delete or add to these construction documents or perform inspections of the work without the written permission of the SER.
IT IS INTENDED THAT CONSTRUCTION PROCEED BY
UTILIZING ALL OF THE INFORMATION CONTAINED IN THE ENTIRE SET OF CONSTRUCTION
DOCUMENTS TAKEN AS A WHOLE; FAILURE TO DO SO WILL RESULT IN ERRORS WHICH SHALL
BE CORRECTED AT THE CONTRACTOR'S EXPENSE.
1. SUBMITTAL THAT WILL BE REQUIRED FOR APPROVAL INCLUDE:
A. CONCRETE MIX DESIGN
B. CURING COMPOUND FOR CONCRETE
C. REINFORCING STEEL
D. STRUCTURAL STEEL
2. DEFERRED SUBMITTALS THAT WILL REQUIRE APPROVAL INCLUDE:
A. LIGHTNING PROTECTION
B. PARKING DETAILS (INCLUDING BUT NOT LIMITED TO PAVEMENT DESIGN,
VAN ACCESSIBILITY, SIGNAGE, PARKING STRIPPING, HANDICAP RAMP, AND DIMENSIONS)
3. DEFERRED SUBMITTALS SHALL BE DESIGNED BY A TEXAS REGISTERED PROFESSIONAL
ENGINEER ACCORDING TO THE DESIGN CRITERIA STATED IN THE PLANS AND
SPECIFICATIONS, AND AS REQUIRED BY THE RESPECTIVE BUILDING CODE, WHICHEVER IS
GREATER. THE SUBMITTAL SHALL INCLUDE SIGNED AND SEALED CALCULATIONS.
4. ALLOW (2) WEEKS MINIMUM FOR REVIEW OF SHOP DRAWINGS.
5. PRIOR TO ISSUING THE SUBMITTALS TO THE ENGINEER, THE CONTRACTOR SHALL REVIEW
THE SHOP DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSION WITH STRUCTURAL
PLANS.
6. REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS FOR GENERAL CONFORMANCE TO THE
STRUCTURAL DRAWINGS. APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER DOES NOT
RELIEVE THE CONTRACTOR FOR ANY ERRORS IN DIMENSIONS OR MATERIAL INDICATED ON
THE SHOP DRAWINGS.
GENERAL NOTES
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE TO
AISC SPECIFICATIONS.
2. MATERIALS USED SHALL BE AS FOLLOWS=
A. STRUCTURAL W-SHAPES - ASTM A992 GRADE 50
B. STRUCTURAL M-SHAPES AND S-SHAPES - ASTM A36
C. STRUCTURAL T-SHAPES - CUT FROM W-SHAPES
D. CHANNELS AND ANGLES - ASTM A36
E. ROUND HOLLOW STRUCTURAL SECTIONS - ASTM A500 GRADE B
F. SQUARE AND RECTANGULAR HOLLOW
STRUCTURAL SECTIONS - ASTM A500 GRADE B
G. STRUCTURAL PLATES - ASTM A36
H. STRUCTURAL BARS - ASTM A36
I. HIGH STRENGTH BOLTS - ASTM A325
J. ELECTRODES - SERIES E70
3. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS IN ACCORDANCE WITH THE LATEST
EDITION OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS.
4. CONNECTIONS NOT DETAILED AND/OR SCHEDULED ON STRUCTURAL DRAWINGS SHALL BE
DETAILED BY FABRICATOR AND MARKED FOR ENGINEERS APPROVAL. CONNECTIONS TO BE
DESIGNED TO AISC SPECIFICATIONS AND SHALL BE CAPABLE OF SUPPORTING 55% OF THE
MAXIMUM UNIFORM LOAD CAPACITY FOR THE SPAN SPECIFIED, SHOWN IN THE TABLES OF
UNIFORM CONSTANTS OF THE AISC MANUAL OF STEEL CONSTRUCTION.
5. REFER TO ARCHITECTURAL PLANS FOR ANY MISCELLANEOUS STEEL NOT SHOWN ON
STRUCTURE DRAWING. MISCELLANEOUS STEEL AND CONNECTIONS SHALL BE DESIGNED
BY STEEL FABRICATOR.
6. HOT DIP GALVANIZE, IN ACCORDANCE WITH ASTM A123 AND ASTM A153, STRUCTURAL
STEEL AND FASTENERS PERMANENTLY EXPOSED TO THE WEATHER. REPAIR DAMAGED
AREAS AND WELDS MADE AFTER GALVANIZING IN ACCORDANCE WITH ASTM A780 WITH
ORGANIC ZINC RICH PAINT COMPLYING WITH DOD-P-21035 OR MIL-P-26915, MULTIPLE
COATS TO DRY FILM THICKNESS OF 4 MILS.
7. STEEL SUPPORTING OR CONNECTED TO HVAC AND OTHER EQUIPMENT AS SHOWN ON THE
DRAWINGS IS SHOWN FOR BIDDING PURPOSES ONLY CONTRACTOR SHALL COORDINATE
EXACT LOCATION AND SIZE BEFORE COMMENCING WORK.
8. STRUCTURAL DRAWINGS SHALL NOT BE REPRODUCED IN WHOLE OR IN PART FOR SHOP
DRAWING SUBMITTALS.
9. PROVIDE 2 TONS OF RED IRON ALLOWANCE TO BE USED AS DIRECTED BY STRUCTURAL
ENGINEER. INCLUDE LABOR COSTS IN THE ALLOWANCE. ANY UNUSED ALLOWANCE SHALL
BE CREDITED BACK TO OWNER AT A COST OF $6,000 PER TON.
10. ALL WELDED CONNECTION SHALL BE MADE WITH A 1/4" FILLET WELD U.N.O.
11. PROVIDE 1/2" GAP AT ALL PENETRATIONS THROUGH CMU WALL AND INFILL WITH
ELASTOMERIC MATERIAL.
12. STEEL FABRICATOR SHALL BE CERTIFIED BY ONE OF THE FOLLOWING: AISC/ IBC/ IAS-ICC
CONCRETE
STEEL REINFORCING
1. ALL CONCRETE WORK SHALL BE EXECUTED IN ACCORDANCE WITH ACI 318 AND ACI 301
LATEST EDITION.
2. CEMENT SHALL CONFORM TO ASTM CI50 TYPE I AGGREGATE SHALL CONFORM TO ASTM C33.
3. CONCRETE SHALL HAVE A MINIMUM 28 DAYS COMPRESSIVE STRENGTH AS FOLLOWS:
MEMBER TYPE STRENGTH SLUMP MAX AGG.
FOUNDATION 3000 PSI 4"-6" 1.25 IN.
AND SLAB
PIERS 4000 PSI 4"-6" 1.25 IN.
COLUMNS 4000 PSI 4"-6" I.25 IN.
4. INSTALL 10 MIL VAPOR RETARDER UNDER SLABS ON GRADE AND ALONG SIDE OF TRENCHES
IN ACCORDANCE WITH ASTM E1643. LAP JOINTS MINIMUM OF 12 INCHES.
5. PLACE CONCRETE CONTINUOUSLY BETWEEN PRE-DETERMINED EXPANSION AND
CONSTRUCTION JOINTS.
6. ALL CONSTRUCTION JOINT LOCATIONS TO BE APPROVED BY ARCHITECT AND STRUCTURAL
ENGINEER.
7. HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE PERMITTED.
8. CURE CONCRETE IN ACCORDANCE WITH ACI 308.1
9. REFER TO ARCHITECTURAL AND MECHANICAL PLANS FOR LOCATIONS OF ALL DEPRESSIONS,
OPENINGS, ACCESSORIES, ETC.
10. CONDUIT AND PLUMBING LINES SHALL BE PLACED BELOW SLAB REINFORCING AND SHALL
BE NO BIGGER THAN 1 INCH.
11. FLYASH MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT. THE RATIO OF
FLYASH TO THE TOTAL OF THE FLYASH AND CEMENT IN A MIX SHALL NOT EXCEED 20%.
FLYASH SHALL CONFORM TO ASTM C618, TYPE C OR F.
12. ALL FLOORS SHALL BE CONSTRUCTED WITH A MINIMUM FLATNESS FF = 35 AND A MINIMUM
LEVELNESS OF FL = 25
13. CONTRACTION JOINTS TO BE INSTALLED WITHIN 12 HOURS OF POURING FOUNDATION.
14. TESTING OF CONCRETE SHALL BE DONE AS FOLLOWS:
1) SETS SHALL CONSIST OF 3 CYLINDERS
ONE TESTED AT 7 DAYS
TWO TESTED AT 28 DAYS
2) ONE SET SHALL BE TAKEN FOR EACH 150 CY AND FOR EVERY 5000 SF OF SURFACE
AREA AND AT LEAST ONCE PER DAY OF POURING
3) A MINIMUM OF 3 SETS SHALL BE TAKEN FOR EACH CLASS OF CONCRETE
15. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE CONCRETE SUPPLIER TO
ENSURE A PUMPABLE AND WORKABLE MIX WITHOUT THE ADDITION OF WATER AT THE
JOBSITE. THE USE OF PLASTICIZERS, RETARDANTS AND OTHER ADDITIVES SHALL BE AT THE
OPTION OF THE CONTRACTOR SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER.
FOLLOW THE RECOMMENDATIONS OF THE MANUFACTURER FOR THE PROPER USE OF
ADDITIVES. THE USE OF CALCIUM CHLORIDE OR OTHER CHLORIDE BEARING SALTS SHALL
NOT BE PERMITTED.
16. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY
FLOATING AND TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE WATER
SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.
FINISHING OF SLAB SURFACES SHALL COMPLY WITH THE RECOMMENDATIONS OF AC1 302.1
AND 304.
17. UNLESS SPECIFIED, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28-DAY COMPRESSIVE STRENGTH (F'c), BEFORE FORMS MAY BE REMOVED.
WALL, COLUMNS, & BEAM SIDES..............................................................40% JOIST PANS & BEAM BOTTOMS (IF RESHORED)........................................70%
SHORING FOR FLOOR SYSTEMS (IF NOT RESHORED)...............................85%
18. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SPECIFICATIONS WITHOUT THE
OWNER'S PRIOR APPROVAL. ANY ITEMS NOT IN COMPLIANCE WITH THE OUTLINED
SPECIFICATION SHALL BE REPORTED TO THE OWNER AND STRUCTURAL ENGINEER WITHIN
24 HOURS.
19. CONSTRUCTION VEHICLE LOADS SHALL NOT BE PERMITTED ON ELEVATED SLABS AT ANY
TIME.
20. ALL RETAINING WALLS TO BE SHORED UNTIL UPPER SLAB IS IN PLACE AND HAS REACHED
70% OF ITS DESIGN STRENGTH OR THE RETAINING WALL HAS REACHED 100% OF ITS
DESIGN STRENGTH. PROVIDE GRANULAR BACKFILL AND PERFORATED DRAIN PIPE
CONNECTED TO SITE DRAINAGE, RE: CIVIL PLAN.
1. ALL REINFORCEMENT SHALL BE NEW BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60.
2. REINFORCING STEEL SHALL BE DESIGNED, DETAILED, FABRICATED AND PLACED IN
ACCORDANCE WITH THE LATEST ACI DETAILING MANUAL (SP-66) AND CSRI MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE, (ACI #315) LATEST EDITIONS.
3. BARS SCHEDULED OR DETAILED "CONT" SHALL BE SPLICED ONLY WHEN UNAVOIDABLE AT
POINTS OF MINIMUM STRESS AND WITH A MINIMUM LAP AS FOLLOWS:
A. HORIZONTAL BARS w/ MORE THAN 12" OF FRESH CONCRETE CAST BELOW LAPS.
#6 BARS AND SMALLER - 57 BAR DIAMETERS
#7 BARS AND BIGGER - 72 BAR DIAMETERS
B. OTHER BARS
#6 BARS AND SMALLER - 44 BAR DIAMETERS
#7 BARS AND BIGGER - 55 BAR DIAMETERS
C. ALL SPLICES TO BE STAGGERED A MINIMUM OF 4'-0". TOP BAR AND BOTTOM BAR SPLICES
TO BE LOCATED AT MID-SPAN AND WITHIN 1/3 SPAN RESPECTIVELY.
4. CORNER REINFORCING BARS SHALL BE USED AT ALL CORNERS AND INTERSECTIONS.
5. EXTEND THE SLAB REINFORCING STEEL PERPENDICULAR TO EXTERIOR GRADE BEAM TO
THE TOP OUT SIDE REINFORCING BAR OF BEAM.
6. SPACE REINFORCING BARS WITH MINIMUM CLEAR SPACING IN ACCORDANCE WITH ACI 318
OF ONE BAR DIAMETER, BUT NOT LESS THAN 1 INCH. FOR COMPRESSION MEMBERS, SPACE
AT A MINIMUM OF 1.5 INCHES OR 1.5 BAR DIAMETERS, WHICHEVER IS GREATER.
7. WHERE REINFORCING BARS ARE PLACED IN MULTIPLE LAYERS, PLACE UPPER BARS
DIRECTLY ABOVE LOWER BARS.
8. MAINTAIN CONCRETE COVER AROUND REINFORCEMENT IN ACCORDANCE WITH ACI 318 AND
AS FOLLOWS:
A. FOOTING AND CONCRETE CAST AGAINST EARTH - 3 INCHES
B. EXPOSED TO EARTH OR WEATHER
#6 BARS AND BIGGER - 2 INCHES
#5 BARS AND SMALLER - 1.5 INCHES
C. BEAMS AND COLUMNS - 1.5 INCHES
D. SLABS AND WALLS - 1 INCH
9. REPAIR ANY DAMAGE TO VAPOR RETARDER PER MANUFACTURER SPECIFICATIONS.
10. ADDITIONAL REINFORCING TO BE PROVIDED ON SITE FOR USE AS DIRECTED BY
STRUCTURAL ENGINEER.
#4 BARS - 100 FT.
#5 BARS - 100 FT.
#6 BARS - 100 FT.
EXCAVATION NOTES
1. CONSTRUCTION AREAS REMOVE AT LEAST 6 INCHES OF TOP SOIL, VEGETATION, DEBRIS,
ETC., FROM THE PROPOSED BUILDING AREA TO A DISTANCE OF 5'-0" OUTSIDE THE
BUILDING LINE FROM THE PROPOSED.
2. EXPOSED SUBGRADE SHOULD BE THOROUGHLY PROOF ROLLED IN ORDER TO LOCATE AND
DENSITY ANY WEAK, COMPRESSIBLE ZONE. WEAK OR SOFT AREAS IDENTIFIED DURING
PROOF ROLLING SHOULD BE REMOVED AND REPLACED WITH A SUITABLE, COMPACTED
SELECT FILL IN ACCORDANCE WITH THE REQUIREMENTS BELOW. PRIOR TO FILL
PLACEMENT, THE EXPOSED SUBGRADE SHOULD BE MOISTURE CONDITIONED BY
SCARIFYING TO A MINIMUM DEPTH OF 8" AND RECOMPACTING TO A MINIMUM OF 98% OF
THE MAXIMUM DRY DENSITY AS DETERMINED FROM THE ASTM D698 COMPACTION TEST.
THE MOISTURE CONTENT SHOULD BE MAINTAINED WITHIN THE OPTIMUM TO 3% ABOVE.
3. FILL BACK TO REQUIRED GRADE (A MINIMUM OF 12" OF SELECT FILL IS REQUIRED. REFER
TO CIVIL PLANS FOR FINISHED FLOOR ELEVATION TO DETERMINE ADDITIONAL AMOUNT OF
SELECT FILL NEEDED) WITH MATERIAL SELECTED AND COMPACTED IN ACCORDANCE WITH
THE REQUIREMENTS BELOW.
4. SELECT FILL, WHEN PROPERLY SLAKED AND TESTED BY STANDARD LABORATORY
METHODS, SHALL MEET THE FOLLOWING REQUIREMENTS:
A. LIQUID LIMIT SHALL BE LESS THAN OR EQUAL TO 40%.
B. PLASTICITY INDEX SHALL BE LESS THAN 20 AND GREATER THAN 7.
C. SHALL CONTAIN NO ORGANIC MATERIAL.
D. SHALL CONTAIN NO STONES LARGER THAN 2 INCHES.
5. SAMPLES OF PROPOSED SELECT FILL SHALL BE FURNISHED TO THE TESTING LABORATORY
7 DAYS PRIOR TO INSTALLATION TO PERMIT TIME FOR SPECIFICATION COMPLIANCE
INSPECTION AND APPROVAL.
6. SELECT FILL UNDER ALL FLOORS AND WALKS SHALL BE COMPACTED IN THE FIELD IN LIFTS
NOT TO EXCEED 8" TO 95% OF THE MAXIMUM DENSITY, OR ABOVE OF THE OPTIMUM
MOISTURE CONTENT, AS DETERMINED BY TEST METHOD ASTM D-698
7. SITE PREPARATION TESTING SHALL BE AS FOLLOWS:
A. ATTERBERG LIMITS OF SELECT FILL MATERIAL:
(1) ONE TEST PER 5,000 CY
B. COMPACTION TEST:
TO BE PERFORMED PER LIFT ON TEST PER 3,000 SF MINIMUM
OF (4) FOUR TEST PER LIFT
8. GEOTECHNICAL REPORT SHALL BE CONSIDERED A PART OF THE CONSTRUCTION
DOCUMENTS. CONTRACTOR TO REVIEW AND COMPLY WITH ALL EARTHWORK AND GRADING
REQUIREMENT IN GEOTECHNICAL REPORT.
9. FINAL SITE GRADING TO SLOPE AWAY FROM THE STRUCTURE AND SHALL PREVENT WATER
FROM PONDING IN THE AREAS ADJACENT TO THE STRUCTURE FOR A MINIMUM DISTANCE
OF 10'-0". ANY PONDING CLOSE TO THE STRUCTURE MAY CREATE VOLUMETRIC CHANGES IN
THE SOIL AND MAY LEAD TO LESS THAN OPTIMUM PERFORMANCE OF THE BUILDING
FOUNDATION.
10. IT IS ALSO IMPORTANT TO MINIMIZE CHANGES IN MOISTURE CONTENT CREATED BY ROOF
DRAINAGE, PLUMBING LEAKS, LANDSCAPING / IRRIGATION, AND DOWNSPOUT OUTFALLS.
ANY PLUMBING LEAKS SHALL BE REPAIRED AS SOON AS POSSIBLE AND PROPER DRAINAGE
PROVIDED AWAY FROM THE BUILDING. LARGE BUSHES AND TREES SHALL NOT BE PLACED
IN AREAS DIRECTLY ADJACENT TO THE FOUNDATION AS THEIR ROOT SYSTEM MAY CREATE
SUBSTANTIAL MOISTURE DIFFERENTIALS THAT MAY LEAD TO VOLUME CHANGES IN THE
SOIL. LARGE BUSHES AND TREES SHOULD BE LOCATED AT A REASONABLE DISTANCE FROM
THE FOUNDATION.
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
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EC
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Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
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400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
S1.0
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COPYRIGHT 2024 - ALL RIGHTS RESERVED
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REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
TYPE CONTINUOUS PERIODIC REFERENCED
STANDARD IBC REFERENCEa
TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING
SECTIONS
1705.5, 2205, 2206, 2207, 2208, 2210, AISC SECT. N5
INSPECTION TASKS PRIOR TO WELDING QC QA
WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE P P
MANUFACTURER CERTIFICATIONS FOR WELDING
CONSUMABLES AVAILABLE P P
MATERIAL IDENTIFICATION (TYPE/GRADE) P P
WELDING IDENTIFICATION SYSTEM P P1
FIT-UP GROOVE WELDS (INCLUDING JOINT GEOMETRY)
· JOINT PREPARATION
· DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL
· CLEANLINESS (CONDITION OF STEEL SURFACES)
· TACKING (TACK WELD QUALITY AND LOCATION)
· BACKING TYPE AND FIT (IF APPLICABLE)
O O
FIT-UP OF FILLET WELDS
· DIMENSIONS (ALIGNMENT, GAPS OF ROOT
· CLEANLINESS (CONDITION OF STEEL SURFACES)
· TACKING (TACK WELD QUALITY AND LOCATION)
O O
CONFIGURATION AND FINISH OF ACCESS HOLES O O
CHECK WELDING EQUIPMENT O
TABLE N5.4-2 INSPECTION TASKS DURING WELDING
INSPECTION TASKS DURING WELDING QC QA
USE OF QUALIFIED WELDERS O O
CONTROL AND HANDLING OF WELDING CONSUMABLES
· PACKAGING
· EXPOSURE CONTROL
O O
NO WELDING OVER CRACKED TACK WELDS O O
CONTROL AND HANDLING OF WELDING CONSUMABLES
· WIND SPEED WITHIN LIMITS
· PRECIPITATION AND TEMPERATURE
O O
WPS FOLLOWED
· SETTING ON WELDING EQUIPMENT
· TRAVEL SPEED
· SELECTED WELDING MATERIALS
· PREHEAT APPLIED
· INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)
· PROPER POSITION (F,V,H,OH.)
O O
WELDING TECHNIQUES
· INTERPASS AND FINAL CLEANING
· EACH PASS WITHIN PROFILE LIMITATIONS
· EACH PASS MEETS QUALITY REQUIREMENTS
O O
TABLE N5.4-3 INSPECTION TASKS AFTER WELDING
SECTIONS
1705.5, 2205, 2206, 2207, 2208, 2210, AISC SECT. N5
INSPECTION TASKS AFTER WELDING QC QA
WELDS CLEANED O O
SIZE, LENGTH ANA LOCATION OF WELDS P P
WELDS MEET VISUAL ACCEPTANCE CRITERIA
· CRACK PROHIBITION
· WELD/BASE-METAL FUSION
· CRATER CROSS SECTION
· WELD PROFILES
· WELD SIZE
· UNDERCUT
· POROSITY
P P
ARC STRIKES P P
K-AREA P P1
BACKING REMOVAL AND WELD TABS REMOVED (IF REQUIRED) P P
REPAIR ACTIVITIES P P
DOCUMENT ACCEPTANCE OR REJECTION OF WELDED
JOINT OR MEMBER P P
SECTIONS
1705.5, 2205, 2206, 2207, 2208, 2210, AISC SECT. N5
TABLE N5.6-1 INSPECTION TASKS PRIOR TO BOLTING
INSPECTION TASKS PRIOR TO BOLTING QC QA
MANUFACTURER'S CERTIFICATION AVAILABLE FOR
FASTENER MATERIALS O P
FASTENER MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE,
TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM
SHEAR PLANE)
O O
PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O
CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING
SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED,
MEET APPLICABLE REQUIREMENTS
O O
PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION
PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER
ASSEMBLIES AND METHODS USED
P O
PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND
OTHER FASTENER COMPONENTS O O
SECTIONS
1705.5, 2205, 2206, 2207, 2208, 2210, AISC SECT. N5
TABLE N5.6-2 INSPECTION TASKS DURING BOLTING
INSPECTION TASKS DURING BOLTING QC QA
FASTENER ASSEMBLES, OF SUITABLE CONDITION, PLACED IN
ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED
AS REQUIRED
O O
JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE
PRETENSIONING OPERATION O O
FASTENER COMPONENT NOT TURNED BY THE WRENCH
PREVENTED FROM ROTATING O O
FASTENER ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC
SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST
RIGID POINT TOWARD THE FREE EDGES
O O
TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING
INSPECTION TASKS AFTER BOLTING QC QA
DOCUMENT ACCEPTANCE OR REJECTION OF
BOLTED CONNECTIONS
P P
TABLE N6.1 INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT
INSPECTION OF STEEL ELEMENTS OF COMPOSITE
CONSTRUCTION PRIOR TO CONCRETE PLACEMENT QC QA
PLACEMENT AND INSTALLATION OF STEEL DECK P P
SECTIONS
1705.5, 2205, 2206, 2207, 2208, 2210, AISC SECT. N5
SECTIONS
1705.2, 2205, 2206, 2207,2208, 2210, 2211
AISC SECT. N5
PLACEMENT AND INSTALLATION OF STEEL
HEADED STUD ANCHORS P P
DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS P P
SECTIONS
1705.5, 2205, 2206, 2207, 2208, 2210, AISC SECT. N5
1. THE FABRICATOR OR ERECTOR AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT
OR MEMBER CAN BE IDENTIFIED. STAMPS IF USED, SHALL BE THE LOW-STRESS TYPE.
2. WHEN WELDING OF DOUBLE PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PREFORMED IN THE K-AREA , VISUALLY INSPECT THE WEB K-AREA FOR WITHIN 3 IN. (75m) OF THE WELD.
3. QC = QUALITY CONTROL
4. QA = QUALITY ASSURANCE
5. O = OBSERVE THESE ON A RANDOM BASIS. OPERATIONS NEED NOT TO DELAYED PENDING THESE INSPECTIONS.
6. P = PREFORM THESE TASKS FOR EACH WELD JOINT OR MEMBER.
GENERAL NOTES
1. THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR TO PROVIDE
INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED
IN THIS SECTION.
2. THE FOLLOWING TERMS AND PHRASES SHALL HAVE THE MEANINGS
SHOWN BELOW AS IT PERTAINS TO THIS SECTION,
A. APPROVED AGENCY - AN ESTABLISHED AND RECOGNIZED AGENCY
REGULARLY ENGAGED IN CONDUCTING AND FURNISHING SPECIAL
INSPECTION SERVICES.
B. APPROVED FABRICATOR - AN ESTABLISHED AND QUALIFIED FIRM
APPROVED BY BUILDING OFFICIAL. SPECIAL INSPECTIONS ARE NOT
REQUIRED WHEN WORK IS PERFORMED ON THE PREMISES OF AN
APPROVED FABRICATOR.
C. SPECIAL INSPECTION, CONTINUOUS - THE FULL TIME OBSERVATION
OF WORK REQUIRING SPECIAL INSPECTION.
D. SPECIAL INSPECTION, PERIODIC - THE PART TIME OR INTERMITTENT
OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION.
3. SPECIAL INSPECTORS SHALL KEEP RECORDS OF ALL INSPECTIONS AND
SHALL FURNISH REPORTS TO THE BUILDING OFFICIAL AND TO THE
REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION
OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE
NOT CORRECTED THEY SHALL BE BROUGHT TO THE ATTENTION OF THE
REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.
4. THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION.
5. SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE
WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360.
STRUCTURAL TESTS AND SPECIAL INSPECTION
TABLE 1705.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
1. INSPECTION OF REINFORCING STEEL, INCLUDING
PRESTRESSING TENDONS, AND PLACEMENT.
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
X
2. INSPECTION OF REINFORCING STEEL WELDING IN
ACCORDANCE WITH TABLE 1705.2.2, ITEM 2b.
3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE
ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE
STRENGTH DESIGN IS USED.
5. VERIFYING USE OF REQUIRED DESIGN MIX. X
7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT
FOR PROPER APPLICATION TECHNIQUES.
8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES.
9. INSPECTION OF PRESTRESSED CONCRETE:
a. APPLICATION OF PRESTRESSING FORCES.
b. GROUTING OF BONDED PRESTRESSING TENDONS IN
THE SEISMIC-FORCE-RESISTING SYSTEM.
REFERENCED
STANDARD IBC REFERENCEa
ACI 318: 3.5,
7.1-7.7 1910.4
AWS D1.4
ACI 318: 3.5.2
1908.5, 1909.1
ACI 318: Ch. 4, 5.2-5.4
1904.2, 1910.2, 1910.3
6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE
SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND
AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE
OF THE CONCRETE.
X
ASTM C 172
ASTM C 31
ACI 318: 5.6, 5.8
1910.10
X ACI 318: 5.9, 5.10 1910.6, 1910.7,
1910.8
X ACI 318: 5.11-5.13 1910.9
X X
ACI 318: 18.20
ACI 318: 18.18.4
10. ERECTION OF PRECAST CONCRETE MEMBERS. X ACI 318: Ch.16
11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO
STRESSING OF TENDONS IN POSTTENSIONED CONCRETE AND
PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS
AND STRUCTURAL SLABS.
X ACI 318: 6.2
12. INSPECT FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X ACI 318: 6.1.1
TABLE 1705.6
REQUIRED VERIFICATION AND INSPECTION OF SOILS
1. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE
DESIGN BEARING CAPACITY.
VERIFICATION AND INSPECTION TASK CONTINUOUS DURING
TASK LISTED
PERIODICALLY DURING
TASK LISTED
X
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
REACHED PROPER MATERIAL. X
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED
FILL MATERIALS.
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND
VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.
X
X
X
X
ACI 318:
8.1.3, 21.2.8
4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED
CONCRETE MEMBERS.
ACI 318.
3.86, 8.1.3, 21.2.8X 1909.1
TABLE 1705.8
REQUIRED VERIFICATION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS
1. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND
ACCURATE RECORDS FOR EACH ELEMENT.
VERIFICATION AND INSPECTION TASK CONTINUOUS DURING
TASK LISTED
PERIODICALLY DURING
TASK LISTED
2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS CONFIRM ELEMENT
DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT
INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END-BEARING STRATA
CAPACITY. RECORD CONCRETE OR GROUT VOLUMES.
3. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.
X
X
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
S1.1
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ROOF UPLIFT PLAN
SCALE: NTSPLAN NORTH
N
WINDSTORM NOTES
1. THIS PROJECT IS LOCATED IN A STATE OF TEXAS COASTAL COUNTY, AS SUCH, IT MUST MEET
TEXAS DEPARTMENT OF INSURANCE (TDI) WINDSTORM REQUIREMENTS.
2. CONTRACTOR SHALL PROVIDE SUBMITTALS FOR ALL EXTERIOR CLADDING COMPONENTS.
THE SUBMITTALS SHALL INCLUDE:
A. MANUFACTURER SPECIFICATIONS
B. TEXAS DEPARTMENT OF INSURANCE APPROVAL CERTIFICATE
C. PRODUCT TEST DATA
D. PLAN DRAWING OF PROJECT INDICATING THE LOCATION OF PRODUCT USE
3. CONTRACTOR SHALL NOTIFY ENGINEER OF THE INTENDED SCHEDULE OF INSTALLATION FOR
SITE OBSERVATION VISITS.
TDI WINDSTORM COMPLIANCE
CONTRACTOR RESPONSIBILITY
1. CONTRACTOR TO PROVIDE REQUIRED SUBMITTALS WITH REQUESTED DOCUMENTATION TO
ENGINEER FOR APPROVAL.
2. CONTRACTOR TO HOLD WINDSTORM PRE-CONSTRUCTION MEETING WITH ENGINEER AND
SPECIAL INSPECTOR.
3. CONTRACTOR TO PROVIDE ENGINEER AND SPECIAL INSPECTOR WITH 48 HR. NOTICE OF
INSTALLATION SCHEDULING.
4. INSTALLATION OF APPROVED WINDSTORM COMPNENTS SHALL BE DOCUMENTED BY SPECIAL
INSPECTOR AS SHOWN IN WINDSTORM SPECIAL INSPECTION REQUIREMENTS.
5. INSTALLATION OF WINDSTORM COMPONENTS SHALL BE APPROVED BY ENGINEER BEFORE
WORK CONTINUES IN THAT AREA.
ROOFING
1. ROOF SYSTEMS SHALL COMPLY WITH IBC SECTION 1504 REQUIREMENTS.
2. UPLIFT DESIGN PRESSURES SHALL BE AS INDICATED ON STRUCTURAL ROOF UPLIFT PLAN.
3. CONTRACTOR TO PROVIDE TEXAS DEPARTMENT OF INSURANCE APPROVAL CERTIFICATE OR
MIAMI DADE COUNTY NOTICE OF ACCEPTANCE.
4. CONTRACTOR TO PROVIDE PRODUCT TEST DATA SUPPORTING WIND LOAD RATING OF
ASSEMBLY.
5. PROPOSED ASSEMBLY SHALL MATCH ASSEMBLY INSTRUCTIONS SHOWN ON APPROVAL
CERTIFICATES, TESTING DATA, AND MANUFACTURER SPECIFICATIONS. NO SUBSTITUTIONS
SHALL BE ALLOWED.
6. SUBMITTALS SHALL INCLUDE REQUIRED ATTACHMENT PATTERNS FOR CORNER, END ZONES
AND INTERIOR ROOF ZONES SHOWN ON THE WIND UPLIFT DRAWINGS.
7. SUBMITTAL SHALL ALSO INCLUDE REQUIRED ANCHOR TYPE AND LENGTH REQUIRED TO
ACHIEVE PROPER SUBSTRATE PENETRATION.
WINDSTORM SPECIAL INSPECTION REQUIREMENTS
1. THE FOLLOWING COMPONENTS SHALL BE A PART OF THE SPECIAL INSPECTION PROGRAM OF
THIS PROJECT.
2. CONTRACTOR TO PROVIDE A COPY OF THE REQUIRED PRODUCT SUBMITTALS, INCLUDING
INSTALLATION INSTRUCTIONS TO SPECIAL INSPECTOR.
3. SPECIAL INSPECTOR SHALL VERIFY ON SITE PRODUCTS ARE AS SHOWN ON SUBMITTALS AND
LABELED AS REQUIRED.
4. SPECIAL INSPECTOR SHALL VERIFY INSTALLATION IS AS REQUIRED BY MANUFACTURER AND
APPROVAL CERTIFICATES.
1. ROOFING
A. VERIFICATION OF ROOFING ASSEMBLY
B. VERIFICATION OF ATTACHMENT PATTERN
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
X
X
TYP.
3'-0"
TY
P.
3' -0
3 3
3 3
2 2
2 2
2 2
1 1
ALLOWABLE STRESS DESIGN
-26.1 psf
EFFECTIVE WIND AREA GROSSZONE
NET
-20.1 psf
-26.1 psf -20.1 psf
-26.1 psf -20.1 psf
-39.2 psf -33.2 psf
-39.2 psf -33.2 psf
-26.1 psf -20.1 psf
-78.4 psf -72.4 psf
-39.2 psf -33.2 psf
-26.1 psf -20.1 psf
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
S1.2
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HECTOR RAMIREZ
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EXISTING CALICHE
PARKING LOT
WEST PROPERTY LINE
FOR MORE INFORMATION REFER
TO SHEETS S2.0, S3.0, S4.0
32'-0"
'-0
5' -0
PROPOSED
PLATFORM
UP
U P
UP
UP
3'-1"
DELEGATED PARKING LOT DESIGN:
DESIGN TO INCLUDE BUT NOT LIMITED TO
PAVEMENT DESIGN, VAN ACCESSIBILITY,
SIGNAGE, PARKING STRIPPING, HANDICAP
RAMP, AND DIMENSIONS.
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
OVERALL SITE PLAN
SCALE: 3/32"=1'-0" S1.3PLAN NORTH
N
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103'-6"
103'-6"
'-4
'-4
52'-2" 51'-4"
'-2
'-2
5' -0
5" 5'-3" 19'-0" 27'-6"
5" 5'-3" 9'-6" 10'-4" 16'-6" 16'-6" 16'-6" 16'-6" 2'-6"
5'-8" 9'-6" 9'-6"
5" 5'
-3
9' -6
9'
-6
5' -3
5"
OVERALL
BUILDING BREAKS
O
VE
R
AL
L
OVERALL
COLUMNS
O
VE
R
AL
L
BU
IL
D
IN
G B
R
EA
KS
1 3 4 62
1 7 9
A
B
D
H
K
A
E
F
G J
K
5 8 10
5' -0
'-4
5' -0
R
AM
P
BR
EA
KS
C O
LU
M
N S
RAMP BREAKS
COLUMNS
COLUMNS
4" 4'
-8
5" 5'
-2
5' -2
5"
6' -2
4'
-2
C O
LU
M
N S
C O
LU
M
N S
5'-0" 27'-0" 6'-0" 27'-0" 6'-0" 27'-6" 5'-0" RAMP BREAKS
24'-6"6'-0"16'-8"5'-0"
9'-6"
3 42
P12
S4.0
TYP.
5" THK. SLAB ON GRADE
WITH #4 AT 14" O.C.
EACH WAY AT MID-DEPTH
OF SLAB
SLOPE
P12
P12
P12
P12
P12
P18
P12
P12
P12 P12 P12
P12
P12
P12 P12
P12
P12 P12
P12
P12
P12
P12
P12
P12
P18
P18
P18 P18 P18
P18 P18 P18 P12
P12 S4.0
CONTRACTION
JOINT, TYP.
2'-6"
2' -6
TYP.
TY
P.
103'-6"
103'-6"
'-4
'-4
52'-2" 51'-4"
'-2
'-2
5' -0
5" 5'-3" 19'-0" 27'-6"
5" 5'-3" 9'-6" 10'-4" 16'-6" 16'-6" 16'-6" 16'-6" 2'-6"
5'-8" 9'-6" 9'-6"
5" 5'
-3
9' -6
9'
-6
5' -3
5"
OVERALL
BUILDING BREAKS
O
VE
R
AL
L
OVERALL
COLUMNS
O
VE
R
AL
L
BU
IL
D
IN
G B
R
EA
KS
1 3 4 62
1 7 9
A
B
D
H
K
A
E
F
G J
K
5 8 10
5' -0
'-4
5' -0
R
AM
P
BR
EA
KS
C O
LU
M
N S
RAMP BREAKS
COLUMNS
COLUMNS
4" 4'
-8
5" 5'
-2
5' -2
5"
6' -2
4'
-2
C O
LU
M
N S
C O
LU
M
N S
5'-0" 27'-0" 6'-0" 27'-0" 6'-0" 27'-6" 5'-0" RAMP BREAKS
24'-6"6'-0"16'-8"5'-0"
9'-6"
3 42
C10 C10 C10 C10
C10
C10
C10
C10 C10 C10 C10 C10
C10
C10
C10
C10
C10
C10
C10
C10
C10
C10
C10
C10
C10
C10
C12 C12C12
C12 C12 C12
C12C12C12 SLO
PESLOPE
SLOPESLO
PE
DOWNSPOUT
SLOPE TYP.
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
S2.0
PIER LAYOUT PLAN
SCALE: 1/8"=1'-0"
PIER NOTES:
PX
1. CONTRACTOR TO VERIFY ALL DIMENSIONS BEFORE
COMMENCING WORK
2. CONTRACTOR TO SLOPE SITE AWAY FROM STRUCTURE.
3. INDICATES CONCRETE PIER, SEE DETAIL 9/S4.0
COLUMN LAYOUT PLAN
SCALE: 1/8"=1'-0"
FRAMING NOTES:
1. CONTRACTOR TO VERIFY ALL DIMENSIONS BEFORE
COMMENCING WORK.
2. ALL STEEL MEMBERS AND CONNECTIONS TO BE HOT
DIPPED GALVANIZED.
3. INDICATES COLUMN, SEE DETAIL 12/S4.0 FOR SCHEDULECX
PLAN NORTH
N
PLAN NORTH
N
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5'-8" 9'-6" 9'-6"
C8x11.5
AT 2'-0" O.C., MAX.
W8x22
AT 2'-0" O.C., MAX.
T.
O
.B R
G
7'
-0
T.
O
.B R
G
7'
-0
T.
O
.B R
G
7'
-0
T.O.BRG. = 17'-0"
T.O.BRG. = 17'-0"
T.O.BRG. = 17'-0"
INDICATES FLOOR
FRAMED WITH TREX
COMPOSITE DECKING
B
H
2 43
D
C8x11.5
C8x11.5
C8x11.5
C 8x
.5S4.1
C8x11.5
C8x11.5
S4.0
C 8x
.5
C 8x
.5
C 8x
.5
SIM.
5'-8" 9'-6" 9'-6"
MBCI "PB2"26 GA.
GALVALUME PLUS
ROOF PANEL w/
FASTENERS PER
DETAIL S/5.01, COLOR
SHALL BE MBCI
"BROWNSTONE" OR
EQUAL APPROVED BY
OWNER IF OTHER
MFR IS SELECTED.
HSS6x4x-1/4
S4.1
B
H
2 43
D
5' -8
9'
-6
9' -6
5'
-8
AT 2'-0" O.C., MAX.
HSS6x4x-1/4
AT 2'-0" O.C., MAX.
H
SS
6x 4x
-1 /4
AT
'-0 " O
.C
M
AX
H
SS
6x 4x
-1 /4
AT
'-0 " O
.C
M
AX
HSS6x 6x
-1/ 4 HSS6x6x-1/4
HSS6x6x-1/4 HSS6x 6x
-1/
S4.0
HSS6x6x-1/4
HSS6x6x-1/4
H
SS
6x 6x
-1 /4
H
SS
6x 6x
-1 /4
103'-6"
103'-6"
'-4
'-4
52'-2" 51'-4"
'-2
'-2
5' -0
5" 5'-3" 19'-0" 27'-6"
5" 5'-3" 9'-6" 10'-4" 16'-6" 16'-6" 16'-6" 16'-6" 2'-6"
5" 5'
-3
9' -6
9'
-6
5' -3
5"
OVERALL
BUILDING BREAKS
O
VE
R
AL
L
OVERALL
COLUMNS
O
VE
R
AL
L
BU
IL
D
IN
G B
R
EA
KS
1 7 9
A
D
K
A
F
G J
K
5 8 10
5' -0
'-4
5' -0
R
AM
P
BR
EA
KS
C O
LU
M
N S
RAMP BREAKS
COLUMNS
COLUMNS
4" 4'
-8
5" 5'
-2
5' -2
5"
6' -2
4'
-2
C O
LU
M
N S
C O
LU
M
N S
5'-0" 27'-0" 6'-0" 27'-0" 6'-0" 27'-6" 5'-0" RAMP BREAKS
24'-6"6'-0"16'-8"5'-0"
9'-6"
T.
O
.B R
G
'-1
1"
T.
O
.B R
G
'-3
T.O.BRG. = 3'-3"
T.O.BRG. = 4'-11 7/8"
T.
O
.B R
G
'-1
7/
8"
T.
O
.B R
G
'-2
/8
T.
O
.B R
G
'-5
/8
T.
O
.B R
G
1'
-1
/8
T.
O
.B R
G
1'
-1
/8
T.
O
.B R
G
4'
-1
/8
INDICATES FLOOR
FRAMED WITH TREX
COMPOSITE DECKING
S4.1
S4.1
S4.1
SIM.
T.
O
.B R
G
6'
-4
/8
C8x11.5
C8x11.5
C8x11.5 BENT BEAM
C8x11.5
C8x11.5
C8x11.5
C8x11.5
W8x15
C8x11.5
C 8x
.5
C 8x
.5
C 8x
.5
C 8x
.5
W 8x
W
8x
W 8x
W 8x
C 8x
.5
W 8x
W
8x
C 8x
.5
C 8x
.5
W 8x
W
8x
W 8x
W
8x
W 8x
W
8x
S4.0
SLOPE
SLOPE SLOPE
SLOPESLOPESLOPE
SL
O
PE
W 8x
W
8x
T.O.BRG. = 4'-11 7/8"
T.
O
.B R
G
'-1
7/
8"
T.
O
.B R
G
'-2
/8
T.
O
.B R
G
'-2
/8
T.
O
.B R
G
'-5
/8
T.
O
.B R
G
'-5
/8
T.
O
.B R
G
'-3
T.O.BRG. = 3'-3"
T.
O
.B R
G
'-1
1"
T.
O
.B R
G
'-1
1"
T.
O
.B R
G
1'
-9
/8
T.
O
.B R
G
1'
-9
/8
T.
O
.B R
G
1'
-9
/8
T.
O
.B R
G
1'
-9
/8
T.
O
.B R
G
4'
-1
/8
T.
O
.B R
G
4'
-1
/8
T.
O
.B R
G
6'
-4
/8
T.
O
.B R
G
6'
-4
/8
C8x11.5
C8x11.5 BENT BEAM
S4.1
S4.1
S4.0
C8x11.5 BENT BEAM
C8x11.5
C8x11.5
C8x11.5
C8x11.5
C8x11.5
C 8x
.5
C8x11.5
BENT
BEAM
C8x11.5 BENT BEAM
C8x11.5 BENT BEAM
C8x11.5 BENT BEAM
C8x11.5 BENT BEAM
C8x11.5
BENT BEAM
C8x11.5 C8x11.5
C 8x
.5
C 8x
.5 C8x11.5
C8x11.5
C 8x
.5C 8x
.5
C 8x
.5
C8x11.5 BENT BEAMC8x11.5 BENT BEAM
C8x11.5 BENT BEAMC8x11.5 BENT BEAM
C8x11.5 C8x11.5
C 8x
.5
C 8x
.5
C8x11.5C8x11.5
C8x11.5 BENT BEAM
C8x11.5 BENT BEAM
C8x11.5
BENT
BEAM
C 8x
.5
C 8x
.5
C 8x
.5
W8x15
W8x15C 8x
.5
S5.0
C8x11.5
TYP.
S5.0
C8x11.5
SIM.
W 8x
C 8x
.5
C8x11.5 BENT BEAM
C8x11.5 BENT BEAM
C8x11.5
C8x11.5
C8x11.5 BRACE TYP.
C8x11.5 BRACE TYP.
TYP.
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
ROOF FRAMING PLAN
SCALE: 1/8"=1'-0" S3.0PLATFORM/STAIRS LAYOUT PLAN
SCALE: 1/8"=1'-0"
RAMP FRAMING PLAN
SCALE: 1/8"=1'-0"
FRAMING NOTES:
1. CONTRACTOR TO VERIFY ALL DIMENSIONS BEFORE
COMMENCING WORK.
2. ALL STEEL MEMBERS AND CONNECTIONS TO BE HOT
DIPPED GALVANIZED.
FRAMING NOTES:
1. CONTRACTOR TO VERIFY ALL DIMENSIONS BEFORE
COMMENCING WORK.
2. ALL STEEL MEMBERS AND CONNECTIONS TO BE HOT
DIPPED GALVANIZED.
PLAN NORTH
N
PLAN NORTH
N
PLAN NORTH
N
FRAMING NOTES:
1. CONTRACTOR TO VERIFY ALL DIMENSIONS BEFORE
COMMENCING WORK.
2. ALL STEEL MEMBERS AND CONNECTIONS TO BE HOT
DIPPED GALVANIZED.
AutoCAD SHX Text
HECTOR RAMIREZ
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CONTRACTION JOINT DETAIL
T/
T
CONTRACTION JOINT
(GROOVE OR SAW CUT)
1. JOINT PATTERN SHALL BE NEARLY SQUARE
2. JOINT SPACING SHALL NOT EXCEED 15'-0"
TYPE "P" FOOTING
D E
PT
H
A
DIA.
PIER SCHEDULE
NOTE: FOR MORE
INFORMATION SEE DETAILS
4/S4.0
BOTTOM OF PIER
FROM
NOTE: BOTTOM OF PIER
ELEVATION TAKEN FROM
EXISTING NATURAL GRADE
PIER SCHEDULE AT STEEL COLUMNS
TYPE A REBAR REINFORCEMENTDEPTH
OF PIER
P18 18" (6) #6's (V) #3 SPIRAL WITH A 6" PITCH15'-0"
EXISTING
NATURAL
GRADE
P12 12" 15'-0"
3' -0
6"
PE
R
S C
H E
D U
LE
2"
6"
REINFORCING PER
SCHEDULE
C
LR
CONCRETE COLUMN
PER PLAN
S4.0
AA
#6 "U" BARS AT 12"
O.C. EACH WAY
TOP AND BOTTOM
(3) #6 CONT. TOP
AND BOTTOM
PIER PER
SCHEDULE
FOOTING AT CONCRETE COLUMN
2STEEL CHANNEL TO CONCRETE COLUMN
AT RAMP
9 1/2" 1'-0" 1'-0" 2 1/2"
1/
4"
3'-0"3'-0" 1'-0" 1'-0" 1'-0"
2 1/2" 7" 5" 7" 7"5" 2 1/2"
1/
4"
PBR FASTENER SPACING
AT INTERMEDIATE SUPPORT
PBR FASTENER SPACING
AT PANEL ENDS
ROOF PANEL FASTER SPACING
LAP SECTION
LONG LIFE
FASTENER #9 w/
WASHER TYP.
1/4-14x 7/8" LONG- LIFE LAPTEK w/
WASHER AT
20" O.C. TYP.
TAPE SEALER
PBR ROOF PANEL
STEEL BEAM TO STEEL BEAM CONNECTION
SIZE OF BOLTS
NUMBER OF ROWS/
(2) 3/4" DIA. A325C8x11.5
SIZE
BEAM
ANGLE
CLIP
∠∠4x3 1/2 x1/4
1/
2" 3"
1/
2"
1 1/2" 3 1/2"
T.O.S.
PER PLAN
STEEL BEAM
PER PLAN
STEEL BEAM
PER PLAN
DOUBLE CLIP ANGLE
PER SCHEDULE
STEEL CHANNEL TO CONCRETE COLUMN
AT RAMP
EXTERIOR FOOTING
GRID
STEEL BEAM PER PLAN
CONCRETE COLUMN
PER PLAN
4"
H E
IG
H
T G
U A
R D
R A
IL
T
YP
H E
IG
H
T H
A N
D R
A
IL
T
YP
TY
P.
GRID
STEEL BEAM PER PLAN
CONCRETE COLUMN
PER PLAN
3/4" THK. PLATE w/
(2) 1/2" DIA. x 1'-0" LONG
J-BOLTS PLUG WELDED TO
STEEL BEAM
4"
H E
IG
H
T G
U A
R D
R A
IL
T
YP
H E
IG
H
T H
A N
D R
A
IL
T
YP
TY
P.
5/16" THK. BENT PLATE w/
5/16" STIFFENER PLATE AT
EACH VERTICAL
WOOD TREAD TO STEEL CHANNELS
6x2 COMPOSITE
DECKING
STEEL CHANNEL
PER PLAN
A
DIA.
CONCRETE COLUMN SCHEDULE
CONCRETE COLUMN SCHEDULE
TYPE A REBAR REINFORCEMENT
C12 12" (6) #6's w/ #3 CLOSED STIRRUPS AT 12" O.C.
C10 10" (6) #5's w/ #3 CLOSED STIRRUPS AT 10" O.C.
2' -0
1'-0"
SLOPE AS OCCURS
2' -0
V
A R
IE
S
1'-0"
EXTERIOR FOOTING
3" SQ. 3" SQ.
7/8" SQ. PIPE
1/4" BENT PLATE
AT EACH STEP
STEEL CHANNEL w/
1/4" BENT PLATE
AT EACH STEP
STEEL CHANNEL w/
FASTENING TO
STRUCTURE PER
SUPPLIER
RECOMMENDATIONS
7/8" SQ. PIPE
15 HSS BEAM TO HSS BEAM
CONNECTION PER
DETAIL 8/S4.0
(2) #6 CONT.
TOP AND BOTTOM
MID DEPTH
#3 STIRRUPS AT
18" O.C.
SLAB AND REINFORCEMENT
PER PLAN
SLAB AND REINFORCEMENT
PER PLAN
(2) #6 CONT.
TOP AND BOTTOM
MID DEPTH
#3 STIRRUPS AT
12" O.C.
ADDITIONAL (2) #6 CONT.
BARS IF GRADE BEAM DEPTH
EXCEEDS 4 FEET DEPTH
3/16 TYP.
SLAB AND REINFORCEMENT
PER PLAN
1'-0"
2' -0
/2
STEEL CHANNEL TO FOUNDATION
STEEL CHANNEL TO CONCRETE COLUMN
AT RAMP
NOTE:
ALL STEEL MEMBERS AND
COMPONENTS TO BE HOT-DIPPED
GALVANIZED
SECTION A-A
STEEL BEAM PER PLAN
DOUBLE CLIP ANGLE
PER SCHEDULE
STEEL BEAM PER PLAN
PER PLAN
C8x11.5 CONT. w/ 1/2" DIA.
THREADED ANCHORS
STAGGERED w/ HILTI
HY200 ADHESIVE AT
12" O.C. MAX.
2' -0
PE
R
S C
H E
D U
LE
2"
REINFORCING PER
SCHEDULE
C
LR
1/4" END CAP
(6) #5's w/ #3 CLOSED STIRRUPS AT 4" O.C.
CONNECTION PER
DETAIL 8/S4.0
5/16" THK. BENT PLATE
w/ 5/16" STIFFENER
PLATE AT EACH VERTICAL
SHIM PLATE
AS NEEDED
SECTION A-A
2" C
LR
S5.0
(4) #3 CLOSED
STIRRUPS AT
ANCHORS w/ A MAX
SPACING OF 3" O.C.
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
S4.0
AutoCAD SHX Text
HECTOR RAMIREZ
AutoCAD SHX Text F
AutoCAD SHX Text T
AutoCAD SHX Text E
AutoCAD SHX Text R
AutoCAD SHX Text P
AutoCAD SHX Text O
AutoCAD SHX Text S
AutoCAD SHX Text 103720
AutoCAD SHX Text G
AutoCAD SHX Text O
AutoCAD SHX Text I
AutoCAD SHX Text E
AutoCAD SHX Text L
AutoCAD SHX Text N
AutoCAD SHX Text A
AutoCAD SHX Text E
AutoCAD SHX Text C
AutoCAD SHX Text I
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CONCRETE POST PILE
PER PLAN
RAMP WALKWAY SECTION
WALKWAY ELEVATION
5'-10" MAX.
6x2 COMPOSITE
DECKING
CONCRETE COLUMN
PER PLAN
SECTION AT GAZEBO
NOTE:
ALL STEEL MEMBERS AND
CONNECTIONS TO BE HOT-DIPPED
GALVANIZED, ALL SIMPSON
CONNECTORS AND FASTENERS TO BE
GALVANIZED
H E
IG
H
T
G
U A
R D
R A
IL
GUARDRAIL
42" MIN. HEIGHT
GRID
GRID
GRID
CONCRETE POST
COLUMN PER PLAN
NOTE:
ALL STEEL MEMBERS AND CONNECTIONS
TO BE HOT-DIPPED GALVANIZED
NOTE:
ALL SIMPSON CONNECTORS TO BE
GALVANIZED
STEEL BEAM PER PLAN
GRID GRID
NOTE: ALL HAND RAILS NOT SHOWN
FOR CLARITY
6x2 COMPOSITE
DECKING
S4.0
TYP.
GRID
0'-0"
T.O.BRG. = 17'-0"
T.O.BRG. = 25'-0"
17STEEL BEAM TO CONCRETE COLUMN
CONCRETE POST PILE
PER PLAN
T.O.BRG.
PER PLAN
NOTE:
ALL STEEL MEMBERS AND CONNECTIONS
TO BE HOT-DIPPED GALVANIZED, ALL
SIMPSON CONNECTORS TO BE
GALVANIZED
H E
IG
H
T
G
U A
R D
R A
IL
GRID
6x2 COMPOSITE
DECKING
S4.0
TYP.
GRID
1'-2"
S4.1
TYP.
RAMP WALKWAY SECTION
T.O.BRG.
PER PLAN
HANDRAIL
33" MIN. HEIGHT
4" M
A X
4"
O.C. MAX. TYP.
T.O.BRG.
PER PLAN
6" GALVANIZED HALF-ROUND
GUTTERS w/ 4" DIA. ROUND
DOWNSPOUTS TO EACH
GRADE. ONE AT EACH CORNER
SPLASH BLOCKS AT EACH
DOWNSPOUT
STEEL BEAM PER PLAN
1/4" THK. BENT
PLATE
METAL ROOF
PANEL PER PLAN
COMPOSITE DECKING
PER PLAN
7/8" SQ. BAR
TYP.
RAMP
RAMP
1"
1" ROOF PANEL
EXTENSION BEYOND
FACE OF STEEL BEAM
PER ROOF PANEL AND
GUTTER SUPPLIER
6" HALF-ROUND
GUTTER
RAMP
4" ROUND
DOWNSPOUT
ALTERNATE #1- DELETE ROOF
STRUCTURE
ALTERNATE #2- REPLACE
COMPOSITE WOOD DECKING
WITH TREATED WOOD PLANKS
4x4x1/4 BENT PLATE w/ (2) 3/4" DIA. BOLTS & (2)
1/2" DIA. THREADED
ANCHORS w/ HILTI HY270
ADHESIVE
STEEL BEAM
PER PLAN
STEEL BEAM
PER PLAN
3/4" THK. PLATE
w/ (4) 1/2" DIA. x
1'-0" LONG
J-BOLT
3/16
3/16
GUTTER
HANGER
PER GUTTER
SUPPLIER
S5.0
S5.0
STEEL BEAM PER PLAN
DOUBLE CLIP ANGLE
PER SCHEDULE
STEEL BEAM PER PLAN
S5.0
3/16
CONTRACTOR TO
ULTRASONICALLY TEST
WELD CONNECTION
DATE: 4/19/24
DRAWING NO:
JOB NO. 21178
SEAL:
DRAWN BY: EC,VDV
CHECKED BY:HR
REVISION:
PR
OJ
EC
T:
Pa lm ito R an ch
B at tle fie ld S ta te
H is to ric
S ite
400 Nolana, Suite H2
FAX: (956) 687-3211
www.chaninengineering.com
TBPE FIRM REG. NUMBER F-9369
PH: (956) 687-9421
McAllen, Texas 78504
Vi ew in g
Pl at fo rm
Br ow ns vi lle , T ex as
S4.1
AutoCAD SHX Text
HECTOR RAMIREZ
AutoCAD SHX Text F
AutoCAD SHX Text T
AutoCAD SHX Text E
AutoCAD SHX Text R
AutoCAD SHX Text P
AutoCAD SHX Text O
AutoCAD SHX Text S
AutoCAD SHX Text 103720
AutoCAD SHX Text G
AutoCAD SHX Text O
AutoCAD SHX Text I
AutoCAD SHX Text E
AutoCAD SHX Text L
AutoCAD SHX Text N
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2EAST ELEVATION 10 WEST ELEVATION
STEEL BEAM TO STEEL BEAM 18
STEEL BEAM TO CONCRETE COLUMN
GUARDRAIL ELEVATION
IZENE RAIL INSTALLATION DETAIL ENLARGED DOWNSPOUT DETAIL
T.O.BRG. = 25'-0"
T.O.BRG. = 17'-0"
T.O.BRG. = 25'-0"
T.O.BRG.
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