Windstorm_Design_Plans.pdf

EXISTING

BUILDING

PROPOSED

ADDITION

FRAMING PLAN

SCALE 3/8"=1'

ATLAS ENGINEERING

TPBE FIRM NO. 17057

500 SOUTH 11TH STREET, McALLEN, TEXAS 78501 956-379-3857 lcastillo.atlas@gmail.com

S1.0

FRAMING PLAN

REVISION:

DATE: DRAWN BY:

PROJECT NO.:

THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY

LUCAS CASTILLO JR. P.E. NO. 119990.

PROJECT:

LUCAS CASTILLO JR.

119990

SAXETFOETATS

PRO F E S S I O N A L E NG I NE ER

L I C E N S E D

X.G.

HANGER SCHEDULE

MEMBER HANGER REACTION

(LBS.)

(1) 2x HU SERIES 500 MAX

(2) 2x10 HUS210-2 2,010

(2) 2x12 HUS212-2 2,510

(3) 2x10 HU210-3 2,187

(3) 2x12 HU212-3 2,145

LVL, LSL & PSL (2) PLY

3-1/2" x 9-1/4" HUS410 2,010

3-1/2" x 11-7/8" HUS412 2,510

3-1/2" x 14" HU416 2,680

3-1/2" x 16" HGUS410 8,780

3-1/2" x 18" HGUS412 9,155

LVL, LSL & PSL (2) PLY

5-1/4" x 9-1/4" HU610 1,875

5-1/4" x 11-7/8" HHUS5.5/10 5,190

5-1/4" x 14" HHUS5.5/10 5,190

5-1/4" x 16" HHUS5.5/10 5,190

5-1/4" x 18" HGUS5.5/14 11160

1. HANGERS SPECIFIED TO BE USED IN CONSTRUCTION

UNO.

2. HANGERS SHALL BE SIMPSON STRONG-TIE, OR

EQUAL.

NOTES

1. VERTICAL REINFORCING AT CONTROL JOINTS, REFER TO DETAIL

ON SHEET SD1.

2. LINTELS SHALL BE PER LINTEL SCHEDULE.

3. ADDITIONAL VERTICAL REINFORCING AT JAMBS OF ALL OPENINGS.

4. CORNER OF REINFORCING PER DETAIL ON SHEET SD1

5. REFER TO ROOF BRACING SCHEDULE FOR SIZE OF BRACING

MEMBERS

6. MIN. 3-2x6 w/ PLY BEAMS UNDER ALL ROOF BRACE LOCATIONS

UNO.

INDICATES ROOF BRACE POINTS

INDICATES 8" CMU WALL WITH # 5(V) AT 32" O.C. AND

HORIZONTAL TRUSSES AT 2'-0" O.C.

INDICATES LINTEL. SEE SHEET SD3

12/15/2025

12/15/2025

WS25-975

1227 E MCINTYRE STREET

EDINBURG, TEXAS

FRAMING AROUND OPENINGS

1. HEADERS SHALL BE PROVIDED OVER EACH OPENING IN WALLS CARRYING

VERTICAL LOADS. HEADERS SHALL BE NAILED TO ADJACENT STUDS. HEADER

SIZES PER TABLE UNO.

2. PROVIDE CRIPPLE STUDS FOR HEADERS THAT DO NOT EXTEND TO THE DOUBLE

TOP PLATE. CRIPPLE STUDS SHALL BE SPACED 16 INCHES O.C. WITH APPROVED

FRAMING ANCHORS OR STRAPS FASTENING EVERY OTHER STUD TO THE TOP

PLATES AND THE HEADER.

3. HEADERS EXTENDING COMPLETELY TO THE DOUBLE TOP PLATE SHALL BE

FASTENED TO THE TOP PLATES EVERY 32 INCHES WITH FRAMING ANCHOR OR

STRAP.

WINDOWS

1. WINDOWS SHALL BE FASTENED USING A MINIMUM OF 4D BOX OR COMMON NAILS

OR A MINIMUM OF 16 GAUGE STAPLE HAVING A MINIMUM 1-1/2 INCH LEG LENGTH

AND MINIMUM 7/16 INCH CROWN WIDTH.

2. FASTENERS SHALL BE SPACED 6 INCH O.C. ON ALL FOUR SIDES OF THE WINDOW.

3. FASTENERS SHALL BE GALVANIZED STEEL OR ALUMINUM. ALUMINUM FASTENERS

SHOULD BE USED WITH ALUMINUM WINDOW FRAMES.

ROOF FRAMING

1. 2x RAFTERS IN ACCORDANCE WITH THE RAFTER SPAN TABLES. RIDGE, VALLEY

AND HIP RAFTERS ARE 2x8 OR ONE SIZE LARGER THAN ADJOINING RAFTERS.

2. PROVIDE HURRICANE TIES ON EVERY OTHER RAFTER.

3. PROVIDE 2 x 4 PURLIN BRACING @ 4'-0'' O.C.ALL ROOF BRACES SHALL BE

SUPPORTED ON TOP OF INTERIOR WALL.

4. PROVIDE NAILING BLOCKING THROUGHOUT ROOF BETWEEN RAFTERS.

5. CRICKETS TO BE APPLIED TO ROOF DECK AND CONNECTED TO FRAMING WITH

3/8"x4" GALVANIZED LAG SCREWS WITH WASHER.

6. DOUBLE FRAMING AROUND CHIMNEYS, DORMERS, SKYLIGHTS, AND OTHER

MAJOR ROOF OPENINGS.

7. OUTLOOKERS TO BE 2x4 @ 16" O.C.

8. 2x CEILING JOIST TABLES FOR SPANS AND SPACING. ATTACH CEILING JOISTS TO

FLUSH BEAMS WITH SIMPSON FACE MOUNT HANGERS, LU/HU SERIES OR EQUAL.

9. CEILING JOIST SHALL BE CONTINUOUS OR SECURELY JOINED WHERE THEY MEET

OVER INTERIOR PARTITIONS AND NAILED TO ADJACENT RAFTERS TO PROVIDE A

CONTINUOUS TIE ACROSS THE BUILDING.

10. ALL BRACES ARE SUPPORTED ON LOAD BEARING WALLS OR LOAD BEARING BEAM.

DO NOT BRACE SUPPORTS ON STUB JOIST OR BOX CEILING JOIST.

11. INSTALL DOUBLE FRAMING AT ATTIC ACCESS.

12. NOTCH PORCH BEAMS INTO WALL FRAMING OR ATTACH USING CONCEALED

FLANGE FACE MOUNT HANGERS (SIMPSON HUC SERIES OR EQUAL). PROVIDE

STUD PACK IN WALL AT ATTACHMENT LOCATION. MAINTAIN DOUBLE TOP PLATE IN

WALL AT BEAM LOCATION.

13. PROVIDE MIN. (4) STUDS IN WALL FRAMING UNDER ENDS OF BEAM.

ROOF SHEATHING

1. USE 7/16'' PLYWOOD DECKING ON ROOF STAGGER 4 X 8 SHEETS, USE ''H'' CLIPS

BETWEEN SHEETS. ATTACH WITH 8D CORROSION RESISTANT NAILS PER NAILING

PATTERN OF 6" O.C. EDGES AND 12" O.C. FIELD U.N.O.

2. ROOF SHEATHING PANELS SHALL BE ORIENTED WITH THEIR LONG DIMENSION

ACROSS THE RAFTERS.

3. END JOINTS BETWEEN BOARDS SHALL BE LOCATED OVER THE CENTERS OF

RAFTERS. END JOINTS OF ADJACENT COURSES SHALL BE STAGGERED.

COMPOSITION SHINGLES

1. MINIMUM ONE LAYER OF 15 POUND FELT FOR SLOPES OF 4:12 OR GREATER.

2. MINIMUM OF TWO LAYERS OF 15 POUND FELT FOR SLOPES LESS THAN 4:12.

3. FELT LAPPED 2 INCHES ALONG TOP AND BOTTOM AND 4 INCHES ALONG THE ENDS

WHEN APPLIED IN A SINGLE LAYER.

4. FELT LAPPED 18-19 INCHES ALONG TOP AND BOTTOM AND 4 INCHES ALONG THE

ENDS WHEN TWO LAYERS ARE APPLIED.

5. COMPOSITION SHINGLES SHALL BE APPLIED AS PER MANUFACTURERS

SPECIFICATIONS.

6. ROOFING NAILS SHALL BE 11 OR 12 GAUGE NAILS WITH LARGE HEADS (3/8 INCH

TO 7/16 INCH IN DIAMETER). NAILS SHALL BE LONG ENOUGH TO PENETRATE

THROUGH THE SHINGLE AND FELT AND AT LEAST 3/4 INCH INTO THE ROOF DECK

LUMBER OR COMPLETELY THROUGH THE PLYWOOD ROOF DECK. MINIMUM 1-1/4

INCH LONG.

7. FASTENERS SHALL BE ROOFING NAILS OR STAPLES AND SHALL BE GALVANIZED

STEEL OR OTHER CORROSION RESISTANT MATERIAL.

8. FASTENERS SHALL BE DRIVEN STRAIGHT, HAVE ADEQUATE PENETRATION INTO

THE ROOF DECK BUT MUST NOT BE OVER DRIVEN.

9. IF NO SPECIFICATION FOR HIGH WIND AREAS, EACH SHINGLE SHALL BE FASTENED

USING SIX NAILS INSTALLED ON THE ORIGINAL NAILING LINE.

10. APPLY A SINGLE LAYER OF SELF-ADHERING MODIFIED BITUMEN COMPLYING WITH

ASTM D 1970 THROUGHOUT THE ROOF AREA.

11. SEAL THE SELF ADHERING SHEET TO THE DECK PENETRATIONS WITH ROOF TAPE

OR ASPHALT ROOF CEMENT.

12. IF METAL DRIP EDGE IS PLACED AROUND THE PERIMETER OF THE ROOF, IT SHALL

BE SECURELY FASTENED TO THE DECK WITH GALVANIZED NAILS SPACED 10

INCHES O.C., OR GALVANIZED 16 GAUGE STAPLES WITH MINIMUM 1-1/2 INCH LEG

LENGTH, SPACED 6 INCHES. O.C.

LAMINATED VENEER LUMBER

1. LAMINATED VENEER LUMBER (LVL) SHALL BE MANUFACTURED TO THE

STANDARDS SET FORTH IN THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION

(AITC) 402 STANDARD SPECIFICATION FOR STRUCTURAL COMPOSITE LUMBER FOR

USE IN STRUCTURAL GLUED LAMINATED TIMBER.

2. PROVIDE ALLOWABLE DESIGN VALUES (CORRECTED FOR WET USE) OF Fb - 2,900 PSI IN BENDING, Fv = 285 PSI IN HORIZONTAL SHEAR AND E = 2,000,000 PSI IN

MODULUS OF ELASTICITY.

DESIGN CRITERIA

1. CODE: 2018 IRC

2. WIND DESIGN: ASCE07-16

3. EXPOSURE FACTOR: C

4. RISK CATEGORY: II

5. WIND SPEED 135 MPH

DESIGN LOADS

DEAD LOADS:

· ROOF: 10 PSF

· CEILING: 5 PSF, 10 PSF STORAGE

LIVE LOADS:

· ROOF: 20 PSF

· CEILING JOIST: 10 PSF 20 PSF STORAGE

RESIDENTIAL FRAMING NOTES & SPECIFICATIONS

1. THE FOLLOWING SPECIFICATIONS ARE AN OUTLINE OF MINIMUM MATERIAL

REQUIREMENTS AND THEIR APPLICATION. MANUFACTURER SPECIFICATION AND

LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM SPECIFICATION,

SHALL CONTROL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW AND

SUBMIT ALL SHOP DRAWINGS AND REPORT ALL DOCUMENT DISCREPANCIES TO

THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR ERECTION.

2. AT CONSTRUCTION ISSUE, THESE DRAWINGS REPRESENT STRUCTURAL

COMPONENTS IN THEIR FINAL AND FINISHED STATE. CONSTRUCTION

PROCEDURES, BRACING, METHODS, SAFETY PRECAUTIONS OR MECHANICAL

REQUIREMENTS USED TO ERECT THEM ARE THE SOLE RESPONSIBILITY OF THE

GENERAL CONTRACTOR OR SUBCONTRACTOR DOING THE WORK.

3. CONTRACTOR RESPONSIBLE FOR ALL SAFETY AND PPE DURING CONSTRUCTION

AS PER OSHA REQUIREMENTS. CONTRACTOR SHOULD PROVIDE ADEQUATE

SAFETY MEASURES THROUGHOUT THE LIFE OF THE CONSTRUCTION PROJECT IN

COMPLIANCE WITH ANY APPLICABLE CITY, STATE OR FEDERAL MANDATES OR

REQUIREMENTS.

ROUGH CARPENTRY NOTES

2. ROUGH CARPENTRY SHALL COMPLY WITH THE PROVISIONS OF THE

INTERNATIONAL RESIDENTIAL CODE AND THE NATIONAL DESIGN STANDARD.

3. ALL WOOD FRAMING MATERIAL SHALL BE SURFACE DRY AND USED AT 19%

MAXIMUM MOISTURE CONTENT. ALL FRAMING LUMBER SHALL BE SOUTHERN

YELLOW PINE, NO. 2 OR BETTER.

4. ALL LOAD BEARING PARTITIONS SHALL RECEIVE A DOUBLE 2x TOP PLATE AND

SHALL BE LAPPED AN NAILED AT CORNERS.

5. ALL PARTITIONS SHALL BE LATERALLY BRACED ON THE TOP AT INTERVALS NOT

EXCEEDING 6'-0" O.C.

6. ALL MULTIPLE GIRDERS, BEAMS AND JOISTS SHALL BE GANG NAILED IN

ACCORDANCE WITH THE IRC WALL FRAMING SPECIFICATIONS.

7. ALL FRAMING EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR

MASONRY SHALL BE PRESSURE TREATED.

8. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN

ANCHORS, AND OTHER ACCESSORIES SHALL BE MANUFACTURED BY "SIMPSON

STRONG-TIE", OR APPROVED EQUAL.

9. ALL PLATES, ANCHORS NAILS, BOLTS, NUTS, WASHERS AND OTHER HARDWARE

EXPOSED TO WEATHER OR IN CONTACT WITH PRESSURE TREATED LUMBER SHALL

BE HOT DIP GALVANIZED.

10. INSTALL ALL BLOCKING NECESSARY FOR ATTACHING ALL FINISHES, GYPSUM

WALLBOARD, CABINETRY, ETC.

11. ATTACH EXTERIOR WOOD PLATES TO FOUNDATIONS WITH 5/8" DIAMETER ANCHOR

BOLTS AT 4'-0" O.C. MAXIMUM SPACING WITH AT LEAST 2 BOLTS PER PLATE

LENGTH. BEGINNING WITH 12" MAX FROM ALL CORNERS.

12. INSTALL COLUMNS AT ALL LINTELS, BEAMS, HEADERS EQUAL TO THE WIDTH OF

THE BEAM. ALL MEMBERS WITH SPANS LESS THAN 5'-O" SHALL HAVE SINGLE JACK

STUDS, UNO.

13. ALL SHEATHING SHALL BE A.P.A. RATED SHEATHING AND SHALL CONFORM TO

N.E.R.-108. OSB SHALL BE OF THE FOLLOWING THICKNESS AND RATING SHOWN

BELOW. ALL SHEATHING SHALL BE ATTACHED TO SUPPORTS AT PANEL EDGES

WITH 8D NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD.

14. THE CONTRACTOR SHALL INSURE THAT ALL LOADS AND REACTIONS FROM BEAMS,

BEARING WALLS, COLUMNS, ETC., ARE CONTINUOUSLY SUPPORTED TO THE

FOUNDATION.

15. TAPERED END CUTS OF PREFABRICATED JOISTS AND LAMINATED WOOD

PRODUCTS SHALL MEET MANUFACTURERS REQUIREMENTS.

16. ALL REQUIRED NAILING AND ATTACHMENT OF STRUCTURAL MEMBERS SHALL BE IN

ACCORDANCE WITH IRC TABLE R602.3(1) FASTENING SCHEDULE, UNO.

REINFORCED CONCRETE MASONRY UNIT WALLS

1. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO AST C90.

2. REINFORCING BARS SHALL BE NEW BILLET STEEL AND CONFORM TO ASTM A615

GRADE 60. BARS #3 AND SMALLER MAY BE GRADE 40.

3. UNLESS NOTED OTHERWISE (UNO), VERTICAL REINFORCEMENT SHALL BE #5 AT 48"

ON CENTER, AT EACH ROOF STEEL JOIST BEARING, AND TWO (2) #5 AT JAMBS OF

ALL OPENINGS AND THREE (3) AT CORNERS.

4. ALL VERTICAL REINFORCEMENT TO BE IN CONCRETE OR GROUT FILLED CELLS.

PROVIDE DOWELS FROM FOUNDATION, SAME SIZE AS VERTICAL REINFORCEMENT

AND SPACING.

5. LAP SPLICES OF #6 AND SMALLER SHALL BE MINIMUM 40 BAR DIAMETERS, UNO.

6. LAP SPLICES OF #7 AND GREATER SHALL BE MINIMUM 50 BAR DIAMETERS, UNO.

7. ALL CELLS CONTAINING VERTICAL REINFORCEMENT SHALL BE FILLED SOLIDLY

WITH PEA GRAVEL CONCRETE (3/8" MAX AGGREGATE SIZE) OR GROUT. EACH WITH

A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. GROUT OR

CONCRETE SHALL BE PLACED BY PUMPING OR AN APPROVED ALTERNATE

METHOD.

8. WHERE CONCRETE OR GROUT POUR EXCEEDS 5 FEET IN HEIGHT, CLEANOUTS

SHALL BE PROVIDED BY SUITABLE OPENING IN THE FACE SHELLS IN THE BOTTOM

COURSE OF ACH CELL TO BE FILLED. THE CLEANOUTS SHALL BE SEALED AFTER

INSPECTION AND BEFORE BEING FILLED.

9. HORIZONTAL REINFORCEMENT SHALL BE TWO (2) #5 CONTINUOUS BARS IN 8" X 16"

DEEP CONTINUOUS CONCRETE FILLED BOND BEAM BELOW EACH FLOOR AND

ROOF LEVEL, UNO.

10. PROVIDE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 24'-0" (10'-0"

FROM CORNERS). DO NOT CONTINUE TYPICAL TRUSS TYPE JOINT

REINFORCEMENT THROUGH THE JOINT. BOND BEAM REINFORCEMENT SHALL BE

CONTINUOUS THROUGH THE JOINT.

11. DURING ERECTION, COVER TOP OF WALLS, PROJECTIONS AND SILLS WITH

WATERPROOF SHEATHING AT THE END OF EACH DAYS WORK.

8-4 11-0 12-9 14-1 18-6

16-2 13-11 10-6

23-8 18-11 16-6 12-9

10-2 13-6 15-6 16-1 21-2

19-10 17-1 12-10

26-0 23-2 20-3 15-7

9-2 12-0 14-0 14-7 19-3

17-6 15-3 11-6

24-7 20-9 18-1

14-0SOUTHERN PINE #3

SOUTHERN PINE #2

SOUTHERN PINE #1

SOUTHER PINE SS

7-5 9-10 11-5 12-9 16-10

14-6 12-6 9-5

21-6 16-11 14-9

11-5SOUTHERN PINE #3

SOUTHERN PINE #2

SOUTHERN PINE #1

SOUTHER PINE SS

@ 24" O.C.

@ 24" O.C.

@ 24" O.C.

@ 24" O.C.

@ 16" O.C.

@ 16" O.C.

@ 16" O.C.

@ 16" O.C.

CEILING JOIST SPACING SPECIES AND GRADE

2 X 6

( FT - IN )

2 X 8

( FT - IN )

2 X 10

( FT - INS )

RAFTER SPANS FOR COMMON LUMBER SPECIES

DEAD LOAD: 10 PSF

ROOF LIVE LOAD: 20 PSF

CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

UNINHABITABLE ATTICS WITH LIMITED STORAGE

DEAD LOAD: 10 PSF

LIVE LOAD: 20 PSF

RAFTER SPACING SPECIES AND GRADE

SOUTHERN PINE #3

SOUTHERN PINE #2

SOUTHERN PINE #1

SOUTHER PINE SS

SOUTHERN PINE #3

SOUTHERN PINE #2

SOUTHERN PINE #1

SOUTHER PINE SS

@ 24" O.C.

@ 24" O.C.

@ 24" O.C.

@ 24" O.C.

@ 16" O.C.

@ 16" O.C.

@ 16" O.C.

@ 16" O.C.

2 X 6

( FT - IN )

2 X 8

( FT - IN )

2 X 10

( FT - INS )

ROOF BRACING SCHEDULE

BRACE LENGTH COMPONENTS

SHORT/LONG

< 10' 2x4/2x4

10' < 20' 2x4/2x6

20' < 30' 2x6/2x8

LONG

BRACE

DETAIL

BRACE SUPPORT

JOSIT DETAIL

3-2x6 w/ PLY

4" THICK CONCRETE SLAB ON 6 MIL

POLY WITH #3 BARS @ 12" O.C. MINIMUM

3000 PSI CONCRETE @ 28 DAYS.

EXISTING

FOUNDATION

22'-0" 11'-6" 12'-6"

12'-6"11'-6"22'-0"

'-0

'-0

46'-0"

46'-0"

2/S1.1

1/S1.1

1/S1.1

1/S 1.1

3/S1.1

EXISTING MANHOLE

" M

IN

12"

3"

3"3"

COMPACTED FILL PER

GENERAL NOTES

SLAB PER PLAN

6 MIL. POLYETHYLENE VAPOR

BARRIER PER SPECIFICATIONS

F.F.E. PER PLAN

(2) #5 BARS (T) & (B) WITH #3

TIES @24" O.C.

12"

REINFORCEMENT PER

DETAIL 1/S1.1

SLAB PER PLAN

" M

IN

1. EXTERIOR GRADE BEAM 2. INTERIOR GRADE BEAM

CMU WALL AND REINFORCING PER

PLAN & SCHEDULE, LAP 48db MIN.

" M

IN

CEDAR ISOLATION/EXPANSION

JOINT

EXISTING EXTERIOR

GRADE BEAM

SLAB PER PLAN

MATCH EXISTING GRADE BEAM DEPTH

2- #4 CONT. ADJOINING TO

EXTERIOR GRADE BEAM

#5 x 16 @ 24" O.C. SMOOTH DOWEL w/

EPOXY

3. SLAB AT EXISTING FOUNDATION

S1.1

FOUNDATION PLAN

REVISION:

DATE: DRAWN BY:

PROJECT NO.:

THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY

LUCAS CASTILLO JR. P.E. NO. 119990.

PROJECT:

LUCAS CASTILLO JR.

119990

SAXETFOETATS

PRO F E S S I O N A L E NG I NE ER

L I C E N S E D

X.G.

SITE PREPARATION AND BACKFILL REQUIREMENTS

1. THESE PLANS AND GENERAL NOTES HAVE BEEN PREPARED WITHOUT A GEOTECHNICAL

ENGINEERING REPORT. SOIL BEARING CAPACITY USED IS BASED ON THE FOLLOWING:

ALLOWABLE SOIL BEARING PRESSURE: 1,500 PSF

2. REMOVE AT LEAST 6 INCHES OF THE EXISTING SITE SOILS TO EXPOSE THE NATURAL

SUB-GRADE. MOISTURE AND COMPACT THE EXPOSED SUB-GRADE SOILS.

3. BACKFILL THE EXCAVATION AREA WITH SELECT FILL TO ACHIEVE THE DESIRED FINISHED

FLOOR ELEVATION.

4. THE BACKFILL SOILS SHOULD BE PLACED IN MAXIMUM LIFTS OF EIGHT INCHES OF LOOSE

MATERIALS AND SHOULD BE COMPACTED DOWN TO SIX INCHES.

5. SELECT FILL SHOULD CONSIST OF SANDY CLAY OR CLAYEY SAND MATERIAL WITH A

PLASTICITY INDEX IN THE RANGE BETWEEN 7 AND 17 AND LIQUID LIMIT LESS THAN 35

PERCENT.

6. GROUNDWATER SHOULD NOT BE ALLOWED TO COLLECT IN THE EXCAVATION OR

PREPARED SUB-GRADES OF THE CONSTRUCTION AREAS EITHER DURING OR AFTER

CONSTRUCTION.

CAST-IN-PLACE CONCRETE

1. VERIFY ALL DIMENSIONS. COORDINATE WITH ARCHITECTURAL PLANS PRIOR TO

CONSTRUCTION AND NOTIFY ARCHITECT AND OR ENGINEER OF ANY DISCREPANCIES.

2. ALL CONCRETE SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTED

SPECIFICATION, ACI #301 AND ACI #318, LATEST EDITION.

3. CONCRETE SHALL BE 3000 PSI @ 28 DAYS WITH A MAX 6" SLUMP UPON DELIVERY

4. ALL CONDUIT OR PLUMBING LINES IN SLAB SHALL BE PLACED BELOW SLAB REINFORCING.

ALL CONDUIT TO BE NO GREATER THAN 1" DIAMETER AND TO BE PLACED IN CENTER OF

SLAB. NO PLUMING LINES GRATER THAN 1" ALLOWED IN THE SLAB.

5. ALL OPENINGS IN SLAB (FOR PIPING, DRAINS, ETC.) SHALL BE SEALED WITH 1/2 SEALANT

'2A'(SELF-LEVELING 2-PART POLYURETHANE).

6. THE VAPOR RETARDANT BELOW ALL SLAB AREAS SHALL BE 6 MIL POLYETHYLENE WITH

ALL JOINTS LAPPED 12" CONTINUOUS AND SEALED. DROP VAPOR BARRIER DOWN THE

SIDES OF ALL BEAM TRENCHES. DO NOT PLACE VAPOR BARRIER ACROSS TRENCH

BOTTOM.

7. CURING COMPOUND SHALL BE PLACED WITHIN FOUR (4) HOURS AFTER CONCRETE HAS

BEEN PLACED. CONCRETE SHALL BE MAINTAINED ABOVE 50 DEGREES F AND IN A MOIST

CONDITION FOR AT LEAST THE FIRST SEVEN (7) DAYS AFTER PLACEMENT.

8. CONCRETE COVER FOR REINFORCING AS NOTED ON DETAILS.

9. ANCHOR BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE DURING

PLACEMENT OF CONCRETE.

10. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR

ALL MOLDS. GROOVES, REGLETS, ORNAMENTAL CLIPS, PIPES, CONDUITS, INSERTS, ETC.

TO BE CAST IN CONCRETE. PROVIDE OVERSIZED SLEEVES FOR PLUMBING AND

ELECTRICAL CONDUITS AND PIPES. NO PIPES OR DUCTS SHALL BE PLACED IN CONCRETE,

FOOTINGS, OR SLAB UNLESS SPECIFICALLY DETAILED IN THESE PLANS, OR AS DIRECTED

BY THE ENGINEER.

11. UTILITIES THAT PROJECT THROUGH SLAB FLOORS SHOULD BE DESIGNED WITH EITHER

SOME DEGREE OF FLEXIBILITY OR WITH SLEEVES IN ORDER TO PREVENT DAMAGE TO THE

LINES SHOULD VERTICAL MOVEMENT OCCUR.

12. CONCRETE TO BE CURED IN ACCORDANCE WITH ACI RECOMMENDATIONS. PROPOSED

METHOD OF CURING TO BE COORDINATED WITH ENGINEER PRIOR TO CONCRETE

PLACEMENT.

REINFORCING STEEL

1. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS, AND ALL

ACCESSORIES UNLESS OTHERWISE NOTED, SHALL BE IN ACCORDANCE WITH THE ACI

"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE". ACI #315

LATEST EDITION.

2. ALL REINFORCING BARS SHALL BE NEW BILLET STEEL AND SHALL CONFORM TO ASTM A615

GRADE 60 SPECIFICATIONS.

3. PROVIDE CORNER BARS TOP AND BOTTOM AT ALL BEAM CORNERS AND DEAD END BEAM

INTERSECTIONS. BARS TO EQUAL SIZE AND QUANTITY OF THE NOTED BEAM STEEL. BARS

SHALL LAP BEAM REINFORCEMENT 40 BAR DIAMETERS.

4. BARS DETAILED AS CONTINUOUS SHALL BE LAPPED 40 BAR DIAMETERS AT SPLICES.

5. EXTEND THE SLAB REINFORCING STEEL, PERPENDICULAR TO THE BEAM, TO THE TOP

OUTSIDE REINFORCING BAR OF PERIMETER BEAMS. START THE SLAB REINFORCING

STEEL, PARALLEL TO THE BEAM, NOT MORE THAN 6" FROM THE TOP INSIDE REINFORCING

BAR OF PERIMETER BEAMS.

6. PROVIDE #4 "Z" BARS AT 12" ON CENTER WHERE THE SLAB STEPS DOWN MORE THAN 3".

THE "Z" BARS AT 12" ON CENTER WHERE THE SLAB STEPS DOWN MORE THAN 3". THE "Z"

BARS SHALL LAP THE MAIN SLAB REINFORCING STEEL 40 BAR DIAMETERS.

FOUNDATION PLAN

SCALE 3/8"=1'

PLAN NOTES

1. MIN. 4" THICK CONCRETE SLAB w/ #3 BARS @ 12" O.C. MID-DEPTH OF SLAB.

2. MAX 6" SLUMP UPON DELIVERY.

3. MIN. 3000 PSI CONCRETE @ 28 DAYS.

4. CONCRETE SHALL BE CURED FOR AT LEAST 7 DAYS PRIOR TO

CONSTRUCTION. NO WALLS SHALL BE ERECTED DURING THAT SPAN.

5. CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL PLANS

PRIOR TO FORMING.

ATLAS ENGINEERING

TPBE FIRM NO. 17057

500 SOUTH 11TH STREET, McALLEN, TEXAS 78501 956-379-3857 lcastillo.atlas@gmail.com

12/15/2025

12/15/2025

WS25-975

1227 E MCINTYRE STREET

EDINBURG, TEXAS

6. CMU LINTEL SCHEDULE

ALL HORIZONTAL REINFORCING IN BOND

BEAM BLOCKS AS REQUIRED BY PLAN

SCHEDULE

PROVIDE HORIZONTAL WIRE MESH

AT 16" O.C. IF NO (H) REINFORCING

IS CALLED OUT IN PLANS

PROVIDE SHORING AT LINTEL

FOR 14 DAYS MIN. UNTIL

ABOVE WALL IS CURED

PROVIDE CORNER BARS 24" x 24"

16" MIN.

GROUT LINTEL 16" MIN. PAST FACE OF

OPENING TYP. GROUT LINTEL 24" MIN.

PAST FACE OF OPENING FOR LINTELS

GREATER THAN 10'-0"

TYPICAL VERTICAL WALL

REINFORCING PER SCHEDULE

LINE OF LINTEL ABOVE

PROVIDE VERTICAL REINFORCING, SAME SIZE

AS ADJACENT AND SOLID GROUT IF OPENING

IS GREATER THAN 10'-0"

1. LINTEL JAMB

1 2

2. LINTEL SECTION

VERTICAL REINFORCING PER

SCHEDULE, LAP 40 db MIN.

REINFORCING PER SCHEDULE

SO

LID

G

RO

UT

LIN

TE

L D

EP

TH

BOND BEAM WITH 2 #5 CONT. UNO.

HO

RI

ZO

NT

AL

JO

IN

T

RE

IN

FO

RC

EM

EN

T

AT

EV

ER

Y 2N

D

BL

OC

K

CO

UR

SE

REFERENCE SECTIONS

FOR SIZE & SPACING

OF VERTICAL DOWEL

REINFORCEMENT

PROVIDE (3) #5 VERTICAL @

EACH CORNER & FILL CELL

WITH GROUT

PROVIDE (2) #5 VERTICAL @ EACH

JAMB & FILL CELL WITH GROUT

FULLY GROUT ALL CELLS WHERE

DISTANCE BETWEEN OPENING IS

2'-0" OR LESS. EXTEND GROUT &

REINFORCEMENT FULL WALL

HEIGHT

PROVIDE " BOND BEAM w/

(2) #5 @ BOTTOM OF

OPENINGS. EXTEND BOND

BEAM 24" PAST OPENING

24" 24"

24"24"

MASONRY

OPENING

RE: ARCH

(SPAN) MASONRY

OPENING

RE: ARCH

(SPAN)

BOTTOM OF CONCRETE

SLAB OR FOOTING

B

AR

D

IA

MI

N.

LA

P

REFERENCE TYP.

BOND BEAM

CORNER BAR

DETAIL

CMU LINTEL SCHEDULE

TYPICAL CMU LINTELS AT NON BEARING WALLS

MARK MAX CLEAR

SPAN

BLOCK

WIDTH (IN)

LINTEL

DEPTH (IN)

HORIZONTAL

REINFORCING

SHEAR

STIRRUPS REMARKS

LN1 3' - 4" 6 8 (1) #5

LN2 6' - 8" 6 16 (1) #5 T&B

LN3 3' - 4" 8 8 (1) #5

LN4 6' - 8" 8 16 (2) #5 T&B

LN5 8' - 0" 8 24 (2) #5 T&B

LN6 10' - 0" 8 24 (2) #6 T&B

LN7 3' - 4" 12 8 (2) #5

LN8 6' - 8" 12 16 (2) #5 T&B

LN9 8' - 0" 12 24 (2) #5 T&B

LN10 10' - 0" 12 24 (2) #6 T&B

TYPICAL CMU LINTELS AT BEARING WALLS

MARK MAX CLEAR

SPAN

BLOCK

WIDTH (IN)

LINTEL

DEPTH (IN)

HORIZONTAL

REINFORCING

SHEAR

STIRRUPS REMARKS

LN11 3' - 4" 8 16 (2) #5 T&B #3 @ 8" O.C.

LN12 6' - 8" 8 16 (2) #5 T&B #3 @ 8" O.C.

LN13 8' - 0" 8 24 (2) #5 T&B #3 @ 8" O.C.

LN14 10' - 0" 8 32 (2) #5 EA. #3 @ 8" O.C.

LN15 14' - 0" 8 48 (2) #5 EA. #3 @ 8" O.C. SI

LN16 18' - 0" 8 56 (2) #5 EA. #4 @ 8" O.C. SI

LN17 3' - 4" 12 8 (2) #5 EA.

LN18 6' - 8" 12 16 (2) #5 T&B

LN19 8' - 0" 12 24 (2) #5 T&B

LN20 10' - 0" 12 32 (2) #5 T&B 2 BARS IN 2 COURSES

LN21 12' - 0" 12 40 (2) #5 T&B 2 BARS IN 2 COURSES

LN22 20' - 0" 12 48 (2) #5 T&B 2 BARS IN 2 COURSES

9. TYPICAL CMU WALL CONSTRUCTION

1. VERTICAL REINFORCING AT CORNERS 2. CMU WALL CONTROL JOINT 3. CORNER BARS AT BOND BEAMS

PROVIDE (3) VERTICAL

BARS, SAME SIZE AS

SCHEDULED

REINFORCING WITH #3

TIES @ 32" O.C.

SCHEDULED

REINFORCING

PER PLAN

SCHEDULED

REINFORCING

PER PLAN

SP

AC

IN

G

PE

R

SC

HE

DU

LE

SPACING PER

SCHEDULE

VERTICAL REINFORCING PER PLAN

STD. 90° HOOK. TERMINATE

HORIZONTAL BARS EXCEPT FOR

LINTEL BARS & CHORD BARS AT ROOF

STOP JOIN REINFORCING

AT CONTROL JOINT

PRE MOLDED EXPANSION JOINT

FILLER, SEALER, BACKER ROD &

CAULKING

1/2" DIA. x 24" SMOOTH BAR AT

HORIZONTAL BOND BEAM

(1) BAR VERTICAL EACH SIDE OF

JOINT, SAME SIZE AS REINFORCING

PER PLAN

NOTE:

SPACE C.J. AT 20'-0" O.C. MAX. START 10'-0" FROM CORNERS. PROVIDE LOCATION TO

STRUCTURAL ENGINEER FOR APPROVAL UNO ON PLAN

SP

AC

IN

G

PE

R

SC

HE

DU

LE

PROVIDE CORNER BARS, SAME SIZE

AND SPACING AS HORIZONTAL

REINFORCEMENT WITH 40 db LAP

MIN.

PROVIDE (3) VERTICAL BARS AS

PER SCHEDULE AT CORNERS

CMU WALL PER PLAN

SPACING PER

SCHEDULE

CMU WALL PER PLAN

7. WALL SECTION TYP.

FOUNDATION PER PLAN

7/16" PLYWOOD OR OSB NAILED WITH

8D NAILS AT 6" O.C. EDGES AND 12" O.C.

FIELD

STAGGER END JOINTS

(OPTIONAL)

APA RATED SHEATHING

1/8" SPACING IS RECOMMENDED AT ALL

EDGE AND JOINTS UNLESS OTHERWISE

INDICATED BY PANEL MANUFACTURER.

PANEL CLIP OR

TONGUE-AND-GROOVE

EDGES IF REQUIRED.

METAL ROOF, ASPHALT OR WOOD

SHINGLE OR SHAKES. FOLLOW

ROOFING MANUFACTURER'S

RECOMMENDATIONS FOR ROOFING

FELT, NAILING SIZE, AND LOCATION.

PROTECT EDGES OF EXPOSURE 1

PANELS AGAINST EXPOSURE TO

WEATHER, OR USE EXTERIOR

PANEL STARTER STRIP

PANEL

CLIP

4. ROOF PANEL SHEATHING

MIN. 4 STUDS AT CORNER 16d NAILS @ 24"

O.C. TYP.

STUD PER PLAN

MIN. 4 STUDS AT INTERSECTION

SHEAR PANEL CONT. AT

INTERSECTION

5. FRAMING AT CORNER AND INTERSECTIONS

CONNECTION AT CORNER

CONNECTION AT INTERSECTION

ROOF TRUSS

EXTERIOR WALL

TOP PLATE

SIMPSON H10 TIE EACH

STUD TO TRUSS BOTTOM

CHORD

HEADER GIRDER SPANS FOR EXTERIOR BEARING WALLS

IRC TABLE R602.7(1)

SIZE SPAN NJ

2 - 2 x 4 2' - 6" 1 2 - 2 x 6 3' - 9" 1 2 - 2 x 8 4' - 10" 2 2 - 2 x 10 5' - 8" 2 2 - 2 x 12 6' - 8" 2

8. INTERIOR DOOR OPENINGS

CEILING JOIST / TRUSS

BOTTOM CHORD

TOP PLATE

JACK STUD

HEADER PER SCHEDULE

2x BLOCKING EVERY OTHER

OPENING

SELF-SEALING COMPOSITE

ROOF SHINGLES AS PER SPECS

7/16" PLYWOOD DECKING

W/ 8D COMMON NAILS @6"/12"

SIMPSON H10 AT EACH RAFTER

TO TOP PLATE

VERIFY ROOF RAFTER AND

CEILING JOISTS SIZES AS PER

SPANS OR PRE-FAB ENG. TRUSS

GALV. METAL EDGE STRIP

1" x 2" R.S. DRIP TRIM

8" AC PLYWOOD SOFFIT

ROOF SUPPORT BEAM

2x6 PURLIN STRUT

@ 48" O.C. AT LOAD

BEARING WALL OR

BEAM

2x6 CONTINUOUS

PURLIN

H2.5A

COFFERED

CEILING JOIST

BEAM PER PLAN

STRONG BACK FOR

SPANS > 10'-0"

SD1

DETAILS

REVISION:

DRAWN BY:

PROJECT NO.:

THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY

LUCAS CASTILLO JR. P.E. NO. 119990.

PROJECT:

LUCAS CASTILLO JR.

119990

SAXETFOETATS

PRO F E S S I O N A L E NG I NE ER

L I C E N S E D

X.G.

ATLAS ENGINEERING

TPBE FIRM NO. 17057

500 SOUTH 11TH STREET, McALLEN, TEXAS 78501 956-379-3857 lcastillo.atlas@gmail.com

12/15/2025

12/15/2025

WS25-975

H2.5A EACH

RAFTER

H2.5A EACH STUD

CEILING JOIST PER PLAN

2" METAL STRAP w/ (2) #8

WOOD SCREWS EACH

JOIST

2x LOOKOUT NAILED TO RAFTER

1. CEILING JOIST PERPENDICULAR TO RAFTER (STRAP)

H2.5A EACH

RAFTER

H2.5A EACH STUD

CEILING JOIST PER

PLAN

2x RAFTER TIE @ 48" O.C.

(5) 8d NAILS

2. CEILING JOIST PERPENDICULAR TO RAFTER (2x BRACE)

FASTENING SCHEDULE

ROOF

ITEM DESCRIPTION OF ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION

BLOCKING BETWEEN CEILING

JOISTS, RAFTERS OR TRUSSES TO

TOP PLATE

4-8d BOX (2-1/2" x 0.113"); OR 3-8d COMMON (2-1/2" x0.131"); OR 3-10d BOX (3"x0.128"); OR 3-3"x0.131" NAILS

TOE NAIL

BLOCKING BETWEEN RAFTERS OR

TRUSS

2-8d COMMON (2-1/2" x 0.131"); OR 2-3"x0.131" NAILS EACH END TOE NAIL

2-16d COMMON (3-1/2" x 0.162"); OR 2-3"x0.131" NAILS END NAIL

2 CEILING JOIST TO TOP PLATE

4-8d BOX (2-1/2" x 0.113"); OR 3-8d COMMON (2-1/2" x0.131"); OR 3-10d BOX (3"x0.128"); OR 3-3"x0.131" NAILS

PER JOIST, TOE NAIL

6 RAFTER OR ROOF TRUSS TO PLATE

3-16d BOX (3-1/2" x 0.135"); OR 3-10d COMMON (3" x0.148"); OR 4-10d BOX (3"x0.128"); OR 4-3"x0.131" NAILS

TOE NAIL

WALL

8 STUD TO STUD

(NOT AT BRACED WALL PANELS)

16d COMMON (3-1/2" x0.162") 24' O.C. FACE NAIL

10d BOX (3-1/2" x 0.162"); OR 3"x0.131" NAILS 16" O.C. FACE NAIL

STUD TO STUD AND ABUTTING

STUDS AT INTERSECTING WALL

CORNERS

(AT BRACED WALL PANELS)

16d BOX (3-1/2" x 0.135"); OR 3"x0.131" NAILS 12" O.C FACE NAIL

16d COMMON (3-1/2" x0.162") 16" O.C FACE NAIL

BUILT-UP HEADER

(2" TO 2" HEADER WITH 1/2" SPACER)

16d COMMON (3-1/2" x0.162") 16" O.C. EACH EDGE FACE

NAIL

16d BOX (3-1/2" x 0.135") 12" O.C. EACH EDGE FACE

NAIL

11 CONTINUOUS HEADER TO STUD

5-8d BOX (2-1/2" x 0.113"); OR 4-8d COMMON (2-1/2" x0.131"); OR 4-10d BOX (3"x0.128")

TOE NAIL

12 ADJACENT FULL-HEIGHT STUD TO

END HEADER

4-16d BOX (3-1/2" x 0.135"); OR 3-16d COMMON (3-1/2" x0.162"); OR 4-10d BOX (3"x0.128"); OR 4-3"x0.131" NAILS

END NAIL

13 TOP PLATE TO TOP PLATE

16d COMMON (3-1/2" x0.162") 16" O.C. FACE NAIL

10d BOX (3" x 0.128"); OR 3"x0.131" NAILS 12" O.C. FACE NAIL

14 DOUBLE TOP PLATE SPLICE

8-16d COMMON (3-1/2" x0.162"); OR 12-16d BOX (3-1/2" x 0.135"); OR 12-10d BOX (3"x0.128"); OR 12-3"x0.131" NAILS

FACE NAIL ON EACH SIDE OF

END JOINT

(MIN. 24" LAP SPLICE LENGTH

EACH SIDE OF JOINT)

17 TOP OR BOTTOM PLATE TO STUD

4-8d BOX (2-1/2"x0.113"); OR 3-16d BOX (3-1/2" x 0.135"); OR 4-8d COMMON (2-1/2" x0.131"); OR 4-10d BOX (3"x0.128"); OR 4-3"x0.131" NAILS

TOE NAIL

3-16d BOX (3-1/2" x 0.135"); OR 2-16d COMMON (3-1/2" x0.162"); OR 3-10d BOX (3"x0.128"); OR 3-3"x0.131" NAILS

END NAIL

18 TOP PLATES, LAPS AT CORNERS

AND INTERSECTIONS

3-10d BOX (3" x 0.128"); OR 2-16d COMMON (3-1/2" x0.162"); OR 3-3"x0.131" NAILS

FACE NAIL

4. VAULTED CEILING DETAIL (WHERE APPLICABLE)

RAFTER PLAN

SHEATHING PER PLAN

CEILING JOIST PER PLAN

IN-LINE WITH RAFTER

2x RIDGE BEAM PER TABLE

RAFTER TO STUD

CONNECTION H2.5A

COLLAR TIE EACH RAFTER

2x DIAGONAL WEBS

2x CONTINUOUS

RIDGE BEAM FOR VAULTED CEILINGS

SIZE LENGTH MAX ROOM WIDTH

2 - 2 x 8 10'-0" 12'-0" LVL 2-1.5 x 9.25 15'-0" 15'-0" LVL 2-1.5 x 11.25 15'-0" 20'-0" LVL 2 -1.5 x 14 20'-0" 20'-0" LVL 2 -1.5 x 16 25'-0" 20'-0"

H2.5A EACH JOIST RAFTER TO STUD

CONNECTION H2.5A

H2.5A EACH JOIST

FASTENING TABLE

3. COLLAR TIE DETAIL

NOTE:

COLLAR TIE REQUIRED WHERE CEILING

JOISTS ARE PERPENDICULAR TO

RAFTERS

RIDGE STRAP

RE: CONTINUOUS LOAD

PATH SCHEDULE

ROOF DECKING

RIDGE STRUT TO BEAM OR

LOAD BEARING WALL

2X6 COLLAR TIE MAY BE

USED IN LIEU OF RIDGE STRAP

1/3 H

EI

GH

T

OF

A

TT

IC

SP

AC

E

CRIPPLE STUD PER SCHEDULE

HEADER PER SCHEDULE

OR PLAN

TOP PLATE

WALL FRAMING PER

PLAN

FULL HEIGHT KING STUD

PER SCHEDULE

FURR DOWN HEADER

5. LOAD BEARING HEADER DETAIL

BEAM PER PLAN

MIN. 3 - 2x STUDS BENEATH THE

BEAM

TOP PLATE

WALL STUD

(2) H2.5 SIMPSON TIE AT

EXTERIOR WALLS

7. BEAM SUPPORT DETAIL

7/16" PLYWOOD OR OSB NAILED WITH

8D NAILS AT 6" O.C. EDGES AND 12"

O.C. FIELD

STAGGER END

JOINTS (OPTIONAL)

APA RATED SHEATHING

1/8" SPACING IS RECOMMENDED AT ALL EDGE AND JOINTS

UNLESS OTHERWISE INDICATED BY PANEL MANUFACTURER.

PANEL CLIP OR

TONGUE-AND-GROOVE EDGES IF

REQUIRED.

ASPHALT OR WOOD SHINGLE OR SHAKES. FOLLOW

ROOFING MANUFACTURER'S RECOMMENDATIONS

FOR ROOFING FELT, NAILING SIZE, AND LOCATION.

PROTECT EDGES OF EXPOSURE 1 PANELS AGAINST

EXPOSURE TO WEATHER, OR USE EXTERIOR PANEL

STARTER STRIP

8. ROOF PANEL SHEATHING

PANEL

CLIP

SD2

DETAILS

REVISION:

DRAWN BY:

PROJECT NO.:

THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY

LUCAS CASTILLO JR. P.E. NO. 119990.

PROJECT:

LUCAS CASTILLO JR.

119990

SAXETFOETATS

PRO F E S S I O N A L E NG I NE ER

L I C E N S E D

X.G.

ATLAS ENGINEERING

TPBE FIRM NO. 17057

500 SOUTH 11TH STREET, McALLEN, TEXAS 78501 956-379-3857 lcastillo.atlas@gmail.com

12/15/2025

12/15/2025

WS25-975