CITY OF LAREDO TEXAS

Revisions:

The record of this drawing is on file at the office of Slay Architecture, 123 Altgelt Avenue, San Antonio, Texas 78201 & 9901 McPherson Avenue, Suite 104, Laredo, Texas 78045. This document is released for the purpose of reference, coordination, and/of facility management under the authority of the named professional, registration number and date on the seal affixed above. COPYRIGHT 2000 - , Slay Architecture. This document was prepared using computer assited design and drafting equipment and saved on magnetic media. Neither the printed document nor the magnetic media may be altered or amended by

any party other than Slay Architecture.

123 Altgelt Avenue

San Antonio, Texas 78201

T: 210.736.3009

9901 McPherson Avenue, #104

Laredo, Texas 78045

T: 956.791.0405

SAN ANTONIO

LAREDO

PROJECT NO.:

CDBG DE LLANO PARK

IMPROVEMENTS PROJECT

19005

09/12/2019

CITY OF LAREDO TEXAS

2019

HMG & ASSOCIATES INCCONTACT: MIKE GARZA, PE

8000 W. INTERSTATE 10, STE 1004

SAN ANTONIO, TEXAS 78230

(210) 349-0800

MEP ENGINEER

IESCONTACT: AGUSTING TELLEZ, JR.

10001 REUNION PLACE, SUITE 200


(210) 349-0800

STRUCTURAL ENGINEER

SLAY ENGINEERINGCONTACT: RAMIRO IBARRA

9901 MCPHERSON AVENUE, #104

LAREDO, TEXAS 78045

(956) 791-0405

CIVIL ENGINEER

ROSARIO C. CABELLO CO-INTERIM CITY MANAGER

ROBERT A. EADS CO-INTERIM CITY MANAGER

RAMON CHAVEZ, P.E. CITY ENGINEER

DATE

DATE

DATE

APPROVED: CITY OF LAREDO

CITY COUNCIL

HONORABLE PETE SAENZ, MAYOR

ROBERTO BALLI

RUDY GONZALEZ, JR.

VIDAL RODRIGUEZ

MERCURIO MARTINEZ, III

ALBERTO TORRES, JR.

NELLY VIELMA

MARTE A. MARTINEZ

GEORGE J. ALTGELT

MAYOR PRO-TEMPORE

COUNCIL MEMBER

COUNCIL MEMBER

COUNCIL MEMBER

COUNCIL MEMBER

COUNCIL MEMBER

COUNCIL MEMBER

COUNCIL MEMBER

CONSTRUCTION DOCUMENTS

9/12/19

This set of CONSTRUCTION DOCUMENTS is presented in two parts :a set of technical SPECIFICATIONS and a set of DRAWINGS.

CONSTRUCTION DOCUMENT ORGANIZATION

1. SPECIFICATIONS

2. DRAWINGS

DRAWINGS are organized according to disciplines, with each discipline describing a general aspect of the construction. Disciplines are arranged in the order of typical construction sequence as follows:

A-ARCHITECTURAL:Work required to produce the basic building envelope, including: Floor plan(s), roof plan(s), exterior elevations, building sections, wall sections, stair details, exterior enclosure details, interior floor plan(s), enlarged plans, interior elevations, interior partition sections, interior details,cabinets, millwork,equipment details, ceilings and floor finishes.

M-MECHANICAL:Work related to heating, ventilating and cooling systems.

P-PLUMBING:Work related to plumbing systems.

E-ELECTRICAL:Work related to the electrical system.

3. DRAWING NUMBERING

Each drawing is numbered preceding the drawing title. In this example, drawing 16 represents the sixteenth drawing on a sheet of the architectural discipline, a JAMB DETAIL.

16 JAMB DETAILDESCRIPTIONSCALE

4. SYMBOLS

This symbol (with solid black arrow) represents the direction of true north for this set ofdrawings. This symbol (with outlined arrow) represents the direction of "project" north for this set of drawings.

PLAN NORTH

TRUENORTH

This symbol is a key to a building section drawing taken along the straight line of thesymbol. The arrow points in the direction of the view for the section. The number is areference to the section drawing, in this example, drawing 2, sheet A5.

This symbol is a key to a section drawing taken along the straight line of the symbol.The arrow points in the direction of the view for the section. The number is a referenceto the section drawing, in this example, drawing 2, sheet A6.

D1

03A

W1

6/A2.2

This symbol is a key to a detail drawn of the area within the dashed line. The number is a reference to the detail drawing, in this example, drawing 6, sheet A2.2

This symbol is a key to an elevation drawing. The arrow points in the direction of view for the elevation. The number is a reference to the elevation drawing, in this example, drawing 5, sheet A3.0

This symbol is a key to a partition type, if included. The number is a reference to the partition

This symbol is a key to the door schedule. All doors are keyed with a letter "D" and the room number. If more than one door, "A", "B", etc. is added. See door "D103A" in the Door Schedule.

This symbol is a key to the window schedule if included. Windows are keyed with a pre-fix "W". In this example, see "W1" in the Window Schedule.

5. DIMENSIONS

6. TYPICAL DOOR PLACEMENT

All doors are to be installed with the clearances indicated below unless otherwisenoted. If there is a conflict with the drawings, notify the Architect prior to performing work on that area.

All plan dimensions are to the face of finish or face of masonry unless otherwise noted.

6"min.1'-0"

min.

1'-6"min.

line of wallor

_______________________2A5

_______________________2A6

5/ A3.0

___________A4

SPECIFICATIONS are organized according to the divisions of theUNIFORM CONSTRUCTION INDEX as follows:

DIVISION 1 GENERAL REQUIREMENTSDIVISION 2 EXISTING CONDITIONSDIVISION 3 CONCRETEDIVISION 4 MASONRYDIVISION 5 METALSDIVISION 6 WOOD, PLASTICS, AND COMPONENTSDIVISION 7 THERMAL AND MOISTURE PROTECTIONDIVISION 8 OPENINGSDIVISION 9 FINISHESDIVISION 10 SPECIALTIESDIVISION 11 EQUIPMENTDIVISION 12 FURNISHINGSDIVISION 13 SPECIAL CONSTRUCTIONDIVISION 14 CONVEYING EQUIPMENTDIVISION 21 FIRE SUPPRESSIONDIVISION 22 PLUMBINGDIVISION 23 HEATING, VENTILATION AND AIR-CONDITIONINGDIVISION 25 INTEGRATED AUTOMATIONDIVISION 26 ELECTRICALDIVISION 27 COMMUNICATIONSDIVISION 28 ELECTRONIC SAFETY AND SECURITYDIVISION 31 EARTHWORKDIVISION 32 EXTERIOR IMPROVEMENTSDIVISION 33 UTILITIESDIVISION 34 TRANSPORTATIONDIVISION 35 WATERWAY AND MARINE CONSTRUCTIONDIVISION 40 PROCESS INTEGRATIONDIVISION 41 MATERIAL PROCESSING AND HANDLING EQUIPMENTDIVISION 42 PROCESS HEATING, COOLING AND DRYING EQUIPMENTDIVISION 43 PROCESS GAS AND LIQUID HANDLING, PURIFICATION

AND STORAGEDIVISION 44 POLLUTION CONTROL EQUIPMENTDIVISION 45 INDUSTRY-SPECIFIC MANUFACTURING EQUIPMENTDIVISION 48 ELECTRICAL POWER GENERATION

Indicates dimension to edge of slab

Indicates dimension to face of wall

LOCATION MAPLAREDO, TX

GENERAL NOTES1. GENERAL CONTRACTOR: ALL SUBCONTRACTORS AND

CONSTRUCTION WORKERS MUST READ THE WRITTEN SPECIFICATIONS CONTAINED IN THE PROJECT MANUAL. THE SPECIFICATIONS CONTAIN ADDITIONAL SURFACE PREPARATION OR INSTALLATION REQUIREMENTS FOR THE BUILDING MATERIALS, PRODUCTS OR COMPONENTS THAT ARE BEING PLACED OR INSTALLED.

2. THE INSTALLATION / APPLICATION INFORMATION SHOWN ON THE DRAWINGS IS NOT COMPLETE WITHOUT THE WRITTEN SPECIFICATIONS. IF THE SPECIFICATIONS / PROJECT MANUAL IS NOT WITH THESE DRAWINGS, AS THE GENERAL CONTRACTOR FOR A COPY TO REVIEW BEFORE BEGINNING YOUR WORK.

3. THE INFORMATION REFERENCING THE EXISTING FACILITIES ON THESE DOCUMENTS HAS BEEN PROVIDED BY OTHERS. THE CONSULTANT HAS NOT VERIFIED THE ACCURACY AND / OR COMPLETENESS INCORPORATED AS A RESULT OF ERRONEOUS INFORMATION PROVIDED BY OTHERS. GENERAL CONTRACTOR MUST VERIFY ALL EXISTING CONDITIONS.

FLOOR

SURFACE-PLAN

SIDEELEVATION

4'-0

"

2'-6"

1'-6"

1'-6"

8"MIN.

6" MAX.

9"

MIN

.

2'-3

" M

IN.

3'-0

" M

AX

.

EQUIPMENT ALLOWED

IN SHADED AREA

IF MOUNTED MORE THAN 27" AFF, THE LEADING EDGE OF THE DRINKING FOUNTAIN CAN PROTRUDE A MAXIMUM OF 4 INCHES IN WALKS, CORRIDORS, PASSAGEWAYS, HALLS, OR AISLES.

IF MOUNTED AT 27" AFF OR BELOW THE LEADING EDGE OF THE DRINKING FOUNTAIN CAN PROTRUDE ANY AMOUNT.

FRONT OF TOILET PLAN SIDEELEVATION

1-1/4" TO 1-1/2"

GRAB BAR DETAIL

44"

MA

X.

2'-1

0"

3'-0" MIN.

6" MAX.

FLUSH VALVE HANDLE MUST POINT TOWARD THE WIDE SIDE OF TOILET STALLS IN ALL CASES.

COORDINATE WITH M.E.P. ALL PIPES ARE TO BE PROPERLY INSULATED OR LOCATED TO PREVENT CONTACT.

1'-8

" M

AX

.

2'-6" 2'-6"

KNEE SPACE CLEARANCE8" MIN.

LAV.

3'-4

" M

AX

.

2'-1

0"

MA

X.

2'-3

" M

IN.

9"

MIN

.

11" MIN. 1-'5" MIN.

HAND DRYER / PAPER TOWEL DISPENSOR

MIRROR & SINK

SOAP DISPENSOR

FLOOR MOUNTED TOILET

URINAL (FRONT)

URINAL (SIDE)

URINAL (PLAN)

3'-8

"

U.N

.O.

6'-8

" M

IN.

2'-3

" M

IN.

2'-1

0"

MA

X.

3'-4

" M

AX

.

1'-5

" M

IN.

1'-3" MIN.

3'-8

"

3'-8

" M

AX

. T

O F

LU

SH

CO

NT

RO

L

1'-6

" T

OP

OF

SE

AT

7-9" MAX.

2'-0"

2'-1

0"

1'-1

0"

NAPKIN DISPOSAL UNIT (WHERE SHOWN)

TOILET TISSUE DISPENSOR

2'-6" MIN.

3'-8

" M

AX

.

17

"M

AX

.

3'-8

" M

AX

.

17"

MA

X.

DIMENSION LESS THAN URINAL RIM DEPTH 24" MAX.

13-1/2" MIN. TO FRONT OF URINAL RIM

X

Y

IF X | 24", Y = 2'-6"IF X > 24",Y = 3'-0"

MOUNTING LOCATION REQUIRED AT STRIKE SIDE OF DOOR; SIDELITE SIGNS TO BE DOUBLE, BLANK SIGN ON BACK SIDE OF GLASS

48"

MIN

. T

O

LO

WE

ST

TA

CT

ILE

CH

AR

AC

TE

RRESTROOMS RESTROOMS

LINE OF NEAREST DOOR SWING OR

PROTRUDING OBJECT

ALTERNATE MOUNTING LOCATION WHERE STRIKE SIDE MOUNTING NOT POSSIBLE. (NEAREST ADJACENT WALL)

5'-0

" C

EN

TE

R O

F

SIG

N

MAXIMUM SIDE REACH OVER AN OBSTRUCTION

FORWARD REACH

MAXIMUM FRONT REACH OVER AN OBSTRUCTION

HIGH AND LOW SIDE REACH

2'-1

0"

MA

X.

46"

MA

X.

2'-6" MIN.

2'-0" MAX.

4'-0

" M

AX

.

1'-3

" M

IN.

4'-0"

44"

MA

X.

4'-0

" F

OR

H

OR

IZO

NT

AL

RE

AC

H <

20

"

25" MAX.

15"

MIN

.

48"

MA

X.

10" MAX.

SPACE REQUIREMENTS TURNING SPACE

CLEAR FLOOR

WHEELCHAIR

4'-0

"

5'-0" MIN.2'-6"

60"

MIN

. T

O

HIG

HE

ST

TA

CT

ILE

CH

AR

AC

TE

R

18

" M

IN.

18" MIN.

LCCENTERED ON

TACTILE CHARACTERS

38" MIN. & 43" MAX FOR STANDING PERSONS

CENTER LINE OF SPOUT

LC

15" MIN5" MIN

ACCESSIBILITY STANDARDS NOTE:1. ALL MOUNTING HEIGHTS ARE GIVEN FOR FRONTAL APPROACH UNLESS NOTED OTHERWISE.2. ALL MOUNTING HEIGHTS ARE GIVEN TO THE HIGHEST OPERABLE CONTROL UNLESS NOTED OTHERWISE.

18" MIN.6

0"

MIN

.

DOORS - MANEUVERING CLEARANCES

FRONT APPROACH, PULL SIDE

48"

MIN

.

HINGE APPROACH, PUSH SIDE, DOOR PROVIDED WITH BOTH CLOSER AND LATCH

22" MIN.

24" MIN.

48"

MIN

.

LATCH APPROACH, PUSH SIDE, DOOR PROVIDED WITH CLOSER

NOTE: ALL ASPECTS OF THE PROJECT SHALL COMPLY WITH TEXAS ACCESSIBILITY STANDARDS (TAS) 2012 EDITION, THE ELIMINATION OF ARCHITECTURAL BARRIERS - TEXAS GOVERNMENT CODE, CHAPTER 469; EFFECTIVE MARCH 15TH, 2012. INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING DRAWINGS FOR MINIMUM DIMENSIONS AND CLEARANCES ONLY.

Project NO.:

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Revisions:

123 Altgelt Avenue

San Antonio, Texas

78201

9901 McPherson Avenue, #

104

Laredo, Texas 78045

SAN ANTONIO

LAREDO

A0.0PROJECT INFORMATION

19005

CD

BG

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LLA

NO

PA

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09/12/2019

FIN

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ET

2019

INDEX OF DRAWINGS

SHEETNUMBER SHEET NAME

COVER COVER SHEET

A0.0 PROJECT INFORMATION

ARCHITECTURAL DRAWINGS

A1.0 DEMOLITION SITE PLAN

A1.1 SITE PLAN

A2.0 TOILET ROOM DETAILS

A2.1 TOILET ROOM DETAILS

CIVIL DRAWINGS

C1 SITE PLAN AND DETAILS

C2 GRADING, UTILITIES, AND SWPP PLAN

STRUCTURAL DRAWINGS

S0.1 STRUCTURAL NOTES

S0.2 STRUCTURAL NOTES

S0.3 SPECIAL INSPECTIONS

S1.1 FOUNDATION AND ROOF FRAMING PLANS

S2.1 TYPICAL CONCRETE FRAMING DETAILS

S2.2 CONCRETE FRAMING DETAILS

S3.1 TYPICAL CMU WALL FRAMING DETAILS

MEP DRAWINGS

EP1 ELECTRICAL AND PLUMBING SCHEDULE

EP2 ELECTRICAL AND PLUMBING PLAN

EP3 ELECTRICAL AND DETAILS

E 1 ELECTRICAL SITE PLAN

CD

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09/12/19

6"

#3 BARS @

12" O.C.E.W.

KEYWAY FORMED BY

FASTENING KEY TO FORM

1"

FILL WITH FLEXIBLE

JOINT SEALER

3

4

"

2"

CONSTRUCTION/KEY JOINT

1"

OF JOINT.

TOOL BOTH SIDES

SEALANT-SELF LEVELING TYPE.

3/4" FILL WITH POLY-URETHANE

CONTRACTION / DUMMY JOINT

EXPANSION JOINT

17" SMOOTH SLEEVE

14

1

4

"

9"

EXPANSION JOINT

3/4" PREMOLDED

DOWELL SET 9"

24" #3 SMOOTH

INTO CONCRETE IN

CENTER OF SLAB @ 18" O.C.

SEALANT-SELF LEVELING TYPE.

3/4" FILL WITH POLY-URETHANE

TOOL BOTH

SIDES OF JOINT

NOTES:

1. CONTRACTION JOINTS

EVERY 10' AND EXPANSION

JOINTS AT 40.0' MAXIMUM ON

CENTER. UNLESS

OTHERWISE SHOWN ON

PLANS.

2. SAW CUT JOINTS

BETWEEN 18 AND 24 HOURS

AFTER CONCRETE POUR

CLASS "A" (3000 PSI)

CONCRETE w/6"x6"

No. 6 WWF

1

1

2"

3

1

4"

4

3

4"

As Shown

SLOPE 2% MAX

90% PROCTOR

DENSITY IS

REQUIRED ON

EMBANKMENT AREA

SPACE

9" DOWELS

@ 24" O.C.

4"

#3 BARS

@ 12" O.C.E.W.

#3 BARS

@ 12" O.C.E.W.

6"

As Shown

NOTES

- TO BE CONSTRUCTED

MONOLITHICALLY

6"

6" (3000 PSI)

CONCRETE

PAVEMENT

@ 28 DAYS

6"

As S

how

n

CONTRACTION

JOINT

LANDING

SIDEWALK

1/2" BARS ON 12" O.C., "

LONG EMBEDDED A MIN.

OF 6" INTO LANDING

HANDICAP RAMP

6x6 No. 6 W.W.F.

1"/

FT

MA

X.

EXPANSION JOINT

SE

E P

LA

NS

1:12 SLOPE

5'6' 6'

1:12 SLOPE

DEPRESSED CURB DEPRESSED CURB

CONCRETE

SIDEWALK

CONCRETE

SIDEWALK

DETAIL "C"

CURB

NOTES (HANDICAP ACCESSIBLE RAMP)

- FULL DEPTH COLORED CONCRETE SHALL BE USED AT ALL RAMPS. THE

CONCRETE SHALL BE MIXED INTO THE PAINT PRIOR TO POURING. THE COLOR

SHALL BE AS DIRECTED BY THE CITY OF LAREDO ENGINEERING DEPARTMENT.

A FINISHED TEXTURE IN COMPLIANCE WITH TDLR REQUIREMENTS SHALL BE

USED AT ALL RAMPS.

- THE FINISH SURFACE OF THE CONCRETE ACCESS RAMP IS TO BE GROOVED

AS SHOWN ON THE DETAIL WITH A 3/4" WIDE BY 1/4" DEEP GROOVE SPACED AT

2" ON CENTER. THE SURFACE SHALL BE ROUGHENED WITH NO LESS THAN A

BROOM FINISH TO PREVENT SLIPPING AND TO DIFFERENTIATE ITS TEXTURE

FROM THAT OF THE STANDARD SIDEWALK.

- DURING CONSTRUCTION, THE LOCATION OF THE CONCRETE ACCESS RAMP

MAY BE SHIFTED FROM THE PROPOSED LOCATION DUE TO UNFORESEEN

EXISTING CONDITIONS WITH ENGINEER APPROVAL.

- CONTRACTOR SHALL BLOCK AND POUR RAMP SEPARATE FROM SIDEWALK

AND RAMP WINGS.

CURB

WITH ARCHITECT.

WHITE EMBLEM. VERIFY

2. BLUE SQUARE AROUND

2

1

"

R

2

5

"

R

1'-3"

NOTE:

1. PROVIDE ONE

SYMBOL FOR

EACH HANDICAP

PARKING SPACE.

6 1/2" R

5'-0"

2

"

#3 BARS

@ 12" O.C.E.W.

6"

See Plans

NOTES

1. CONTRACTION

JOINTS SHALL BE

PLACED AT A MAXIMUM

OF 15'.

2. EXPANSION JOINT

SHALL BE PLACED AT

MIDCOURT.

6" (3000 PSI)

CONCRETE

PAVEMENT

@ 28 DAYS

6"

#3 BARS

@ 12" O.C.E.W.

1'1'

6"

CONCRETE

PAVEMENT

1

1

8"

CALL BEFORE YOU DIG!

TEXAS ONE CALL PARTICIPANTS REQUEST

48 HOURS NOTICE BEFORE YOU DIG, DRILL,

OR BLAST-STOP, CALL!

TEXAS ONE CALL SYSTEM

1-800-245-4545

AT&T

AT 1-800-828-5127

THE LONE STAR NOTIFICATION CENTER

1-800-669-8344

TEXAS EXCAVATION SAFETY SYSTEM

1-800-344-8377

Plan - SiteScale: 1" = 20' Scale

Sheet

C1

1" = 20'

01 02

OF

0 1 2 3

0 10 20 30

LEGEND

EXISTING SANITARY SEWER

EXISTING GAS LINE

EXISTING AT&T LINE

EXISTING WATER LINE

EXISTING OVERHEAD LINE

EXISTING STORM DRAIN LINE

EXISTING WATER LINE

EXISTING UNDERGROUND CABLE

EXISTING FENCE

EXISTING CURB AND GUTTER

EXISTING IRRIGATION VALVE

PROPOSED CONCRETE

EXISTING ELECTRICAL BOX

Project NO.:

Date:

Revisions:

123 Altgelt Avenue


T: 210.736.3009


Laredo, Texas 78045

T: 956.791.0405

SAN ANTONIO

LAREDO

19009

09/12/2019

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Plan - Basketball CourtScale: 1" = 10'

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TYPICAL ACCESS RAMP SCALE: N.T.S.

PAINTED ACCESSIBLE PARKING SYMBOLSCALE: N.T.S.

TYPICAL ACCESS RAMP SCALE: N.T.S.

Deduct Alternate

Package #1

(Refer to Architecture

Plans for Deduct

Alternate items)

EXISTING BENCH

GENERAL NOTES

1. ALL DIMENSIONS ARE TO THE EDGE OF CONCRETE UNLESS

NOTED OTHERWISE ON THE PLANS.

2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

COORDINATE ALL CONSTRUCTION ACTIVITIES UNDER THE

REQUIREMENTS OF THE CITY OF LAREDO. THIS INCLUDES ALL

NECESSARY PERMITS, NOTIFICATIONS, PUBLICATIONS,

SPECIFICATIONS AND SHOP DRAWINGS SUBMITTALS FOR

CONSTRUCTION. NO CONSTRUCTION ACTIVITIES SHALL

COMMENCE UNTIL PROPER CLEARANCE IS PROVIDED BY THE

APPROPRIATE CITY OF LAREDO DEPARTMENTS. CONTRACTOR

SHALL CONTACT CITY OF LAREDO ROW MANAGER BEFORE

COMMENCING ANY WORK ON THE ROW.

3. RIGHT-OF-WAY AND PROPERTY BOUNDARIES ARE FOR

ILLUSTRATION PURPOSES ONLY, AND DO NOT REPRESENT AN

ATTEMPT BY THE ENGINEER TO CONFIRM THE ACTUAL

PROPERTY BOUNDARIES.

4. THE CONTRACTOR SHALL PROVIDE CONSTRUCTION

STAKING FOR THE PROJECT, AS MAY BE REQUIRED.

5. ALL MATERIALS AND CONSTRUCTION PROCEDURES WITHIN

THE SCOPE OF THIS PROJECT SHALL CONFORM TO ALL

APPLICABLE CITY OF LAREDO STANDARD TECHNICAL

SPECIFICATION MANUAL.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE

DEMOLITION AND THE PROPER REMOVAL/DISPOSAL OF THE

ITEMS SHOWN ON THESE PLANS TO BE REMOVED, INCLUDING

BUT NOT LIMITED TO IRRIGATION PIPES, IRRIGATION

HARDWARE, TREES, TRASH, BOULDERS AND MISCELLANEOUS

DEBRIS.

7. WHERE TREES OR LANDSCAPING ARE TO BE REMOVED OR

RELOCATED AND/OR AFFECTED BY THE PROPOSED

IMPROVEMENTS, THE CONTRACTOR SHALL COORDINATE THE

SAFE REMOVAL AND RELOCATION OF THESE ITEMS AS

DIRECTED BY THE CITY OF LAREDO PARKS DEPARTMENT.

8. CONTRACTOR SHALL INCLUDE IN HIS BID THE REQUIRED

ADJUSTMENTS OF ALL VALVES, VALVE COVERS, MANHOLES

LIDS, FIRE HYDRANTS, CLEANOUTS, TELEPHONE PEDESTALS,

AND ANY OTHER MISC. UTILITY ITEM WHETHER SHOWN ON

THESE PLANS OR NOT.

9. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING

EXISTING FACILITIES FROM DAMAGE AND COST OF REPAIR TO

EXISTING FACILITIES AND IMPROVEMENTS AS A RESULT OF

THE CONTRACTOR'S WORK. ANY EXISTING PAVEMENT, CURBS,

SIGNS, IRRIGATION LINES, ELECTRICAL LINES, SIDEWALKS,

WALLS, FENCES, UTILITY INFRASTRUCTURE, TREES, ETC.

DAMAGED OR REMOVED WILL BE REPAIRED BY THE

CONTRACTOR AT HIS EXPENSE.

10. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON

THESE PLANS HAVE BEEN BASED UPON RECORD

INFORMATION ONLY AND MAY NOT MATCH LOCATIONS AND/OR

DEPTHS AS CONSTRUCTED. THE CONTRACTOR SHALL

CONTACT EACH OF THE INDIVIDUAL UTILITY COMPANIES, FOR

ASSISTANCE IN DETERMINING EXISTING UTILITY LOCATIONS

AND DEPTHS PRIOR TO BEGINNING ANY CONSTRUCTION.

CONTRACTOR SHALL FIELD VERIFY LOCATIONS AND DEPTHS

PRIOR TO BEGINNING ANY CONSTRUCTION. CONTRACTOR

SHALL FIELD VERIFY LOCATIONS OF ALL UTILITY CROSSINGS

(BOTH VERTICALLY AND HORIZONTALLY) PRIOR TO BEGINNING

ANY CONSTRUCTION.

FG FINISH GRADE

FL FLOW LINE

FLOW ARROW

EXISTING

CONTOURS

FLOW LINE

GRADE BREAK

PROPOSED REINFORCED

SILT FENCE

Plan - Grading, Utilities, and SWPPScale: 1" = 20'

TRENCH EXCAVATION

PROTECTION

CONTRACTOR AND/OR

CONTRACTORS INDEPENDENTLY

RETAINED EMPLOYEE OR

STRUCTURAL

DESIGN/GEOTECHNICAL/

SAFETY/EQUIPMENT CONSULTANT,

IF ANY, SHALL REVIEW THESE

PLANS AND ANY AVAILABLE

GEOTECHNICAL INFORMATION

AND THE ANTICIPATED

INSTALLATION SITE(S) WITHIN THE

PROJECT WORK AREA IN ORDER

TO DEVELOP THE CONTRACTOR'S

PLANS TO IMPLEMENT THE

PROJECT DESCRIBED IN THE

CONTRACT DOCUMENTS. THE

CONTRACTOR'S PLANS SHALL

PROVIDE FOR ADEQUATE TRENCH

SAFETY SYSTEMS THAT COMPLY

WITH MINIMUM OSHA STANDARDS

FOR TRENCH EXCAVATIONS.

SPECIFICALLY, CONTRACTOR OF

CONTRACTOR'S INDEPENDENTLY

RETAINED EMPLOYEE OR SAFETY

CONSULTANT SHALL DEVELOP

AND IMPLEMENT A TRENCH

SAFETY PROGRAM IN

ACCORDANCE WITH OSHA

STANDARDS GOVERNING THE

PRESENCE AND ACTIVITIES OF

INDIVIDUALS WORKING IN AND

AROUND TRENCH EXCAVATION.

Permit Filing

Contractor must complete and file TCEQ forms as required by the General

Permit No. TXR150000 associated with construction activity coverage under the

TPDES General Permit for storm water discharges associated with construction

activity in compliance with EPA requirements.

Sequence of Construction

The general order of activities will be as follows:

1. Clear and grub for perimeter control (silt fences)

2. Install all perimeter controls, downstream of any construction activity.

3. Install construction entrances and exits to be used while working in the area at

the locations shown on the plan, or as approved by the Engineer.

4. General site grading; stabilize disturbed areas and stockpiles within seven (7)

days.

5. General project construction; site grading, excavation, and filling construction

of amentities.

6. When all construction is complete and is stabilized and approved by the

Project Engineer, remove temporary structural controls and regrade any areas

disturbed by their removal.

Storm Water Management

Storm water drainage will be through curb and gutter flow, into an underground

storm drainage system, that connects to the City Drainage System.

General Notes

1. Contractor shall follow the requirements for temporary and permanent erosion

control as outlined on the plans and specifications.

2. A copy of the storm water pollution prevention plan (SWPPP) shall be kept on

the construction site at all times.

3. Silt fence and gravel entrances must be installed prior to proceeding with any

construction.

4. Gravel entrance as shown may be relocated if approved by the Engineer.

461

CALL BEFORE YOU DIG!

TEXAS ONE CALL PARTICIPANTS REQUEST

48 HOURS NOTICE BEFORE YOU DIG, DRILL,

OR BLAST-STOP, CALL!

TEXAS ONE CALL SYSTEM

1-800-245-4545

AT&T

AT 1-800-828-5127

THE LONE STAR NOTIFICATION CENTER

1-800-669-8344

TEXAS EXCAVATION SAFETY SYSTEM

1-800-344-8377

Scale

Sheet

C2

1" = 20'

02 02

OF

0 1 2 3

0 10 20 30

UTILITIES, GENERAL

1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT

THE LOCATION AND/OR ELEVATION OF EXISTING

UTILITIES AND STRUCTURES AS SHOWN ON THESE

PLANS IS BASED ON RECORDS FROM VARIOUS UTILITY

COMPANIES AND WHERE POSSIBLE, MEASUREMENTS

TAKEN ON THE FIELD. THIS INFORMATION IS NOT TO BE

RELIED ON AS BEING EXACT OR COMPLETE. THE

LOCATION OF ALL UNDERGROUND UTILITIES AND

STRUCTURES SHALL BE VERIFIED IN THE FIELD BY THE

CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.

THE CONTRACTOR MUST CONTACT THE APPROPRIATE

UTILITY COMPANY, ANY GOVERNING PERMITTING

AUTHORITY, AND "DIG TEST" AT LEAST 72 HOURS PRIOR

TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD

LOCATION OF UTILITIES INTERFERING WITH THE

PROPOSED CONSTRUCTION AND APPROPRIATE

REMEDIAL ACTION TAKEN BEFORE PROCEEDING WITH

THE WORK. IT SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES

WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS

SHOWN ON THE PLAN PER THE APPROPRIATE REMEDIAL

ACTION AGREED UPON BY THE ENGINEER.

2. THE CONTRACTOR SHALL REQUEST ALL UTILITIES

LINE LOCATION BEFORE PERFORMING ANY EXCAVATION,

AND SECURE A R.O.W. PERMIT FOR ALL PROPOSED

PROJECT IMPROVEMENTS.

3. ALL EXISTING VALVES, FIRE HYDRANTS, WATER

SERVICES, METER BOXES, MANHOLES, CLEAN OUTS,

SHALL BE ADJUSTED TO NEW FINISH GRADE.

4. CONTRACTOR SHALL CONTACT ENGINEER IF INVERT

OF EXISTING SANITARY SEWER LINE IS HIGHER THAN

SHOWN BEFORE PROCEEDING.

5. CONTRACTOR SHALL CONTACT THE CITY OF LAREDO

UTILITIES DEPARTMENT BEFORE EXCAVATING AND TIE-IN

ON THE EXISTING SANITARY SEWER LINE.

6. ALL WATER AND SEWER MAIN APPURTENANCES,

MATERIALS, METHODS OF INSTALLATION AND TESTING

REQUIREMENTS, SHALL MEET OR EXCEED THE CITY OF

LAREDO STANDARD TECHNICAL SPECIFICATION MANUAL.

7. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING

AND PAYING FOR ANY PERMITS AND/OR CONNECTION

FEES REQUIRED TO CARRY OUT THE WORK SHOWN ON

THESE PLANS.

CONTACTS

1. AEP CONTACT: LINO VILLARREAL OFFICE 956-721-3029

2. AT&T CONTACT: LILY FARIAS, OFFICE: 956-727-6748.

3. CENTERPOINT ENERGY CONTACT: ROEL PENA,

OFFICE: 956-723-6352.

4. TIME WARNER CABLE CONTACT: JAVIER ESQUIVEL,

OFFICE: (956)235-6318.

5. LAREDO WATER UTILITIES DEPARTMENT CONTACT:

ROLAND LOZANO, OFFICE: 956-794-1625.

6. CITY OF LAREDO BUILDING DEVELOPMENT SERVICES

CONTACT: (956)794-1625.

LEGEND

EXISTING OVERHEAD LINE

EXISTING GAS LINE

EXISTING AT&T LINE

EXISTING SANITARY SEWER

EXISTING MANHOLE

EXISTING POWER POLE

EXISTING BOUNDARY

EXISTING WATER LINE

EXISTING WATER SERVICE

Project NO.:

Date:

Revisions:

123 Altgelt Avenue


T: 210.736.3009


Laredo, Texas 78045

T: 956.791.0405

SAN ANTONIO

LAREDO

19009

09/12/2019

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INSET AScale: 1" = 10'

SEE INSET A

Deduct Alternate

Package #1

(Refer to Architecture

Plans for Deduct

Alternate items)

LEGEND

EXISTING TREE

EXISTING STONE

EXISTING BENCH

EXISTING SIGNAGE

EXISTING TRASH RECEPTACLE

EXISTING LIGHT POLE

exist. playgroundarea with PIPsurfacing

exis

ting

trac

k

ex. conc. sidewalk

conc. pad

exist.drink. ftn.

ex. roof over

ex. c

onc.

sid

ewal

k

exis

ting

trac

k

RELOCATE BENCH,TRASH BIN, & SIGNAGE

RELOCATE TREEAND STONE

RELOCATESIGNAGE

REMOVE CURB RAMP& PORTION OF SIDEWALK

RE: CIVIL

existing stormdrain inlet

EXISTING ELECTRICALSVC. PANEL

DEMO EXISTING PORTION OF CURB AS REQUIREDFOR NEW WORK

Project NO.:

Date:

The

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Revisions:

123 Altgelt Avenue


T: 210.736.3009


Laredo, Texas 78045

T: 956.791.0405

SAN ANTONIO

LAREDO

19005

CD

BG

D

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NO

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GENERAL DEMOLITION NOTES:

1. LOCATION OF EXISTING UTILITIES AND DRAINAGE SHOWN AREAPPROXIMATE ONLY. ACTUAL LOCATION AND DEPTHS MUST BE VERIFIEDBY THE CONTRACTOR PRIOR TO BEGINNING CONSTRUCTION.

2. CONTRACTOR IS RESPONSIBLE FOR CLEARING THE SITE OF ALLOBSTRUCTIONS THAT EXIST PRIOR TO THE START OF CONSTRUCTION SOAS NOT TO IMPEDE CONSTRUCTION PROGRESS.

3. CONTRACTOR SHALL COORDINATE WITH THE OWNER TO IDENTIFYANY MATERIAL OR EQUIPMENT SCHEDULED FOR REMOVAL, AND ORRELOCATION TO BE SALVAGED AND RE-USED. CONTRACTOR SHALLREPLACE ANY DESTROYED MATERIAL OR EQUIPMENT THAT WAS MARKEDFOR SALVAGE OR RELOCATION.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALLNECESSARY PERMITS/ APPROVALS BEFORE BEGINNING DEMOLITIONAND/OR CONSTRUCTION.

5. CONTRACTOR SHALL COORDINATE WITH OWNER FOR ANY TREEREMOVAL AND REMOVAL AND /OR REPLACEMENT OF EXISTING IRRIGATIONPIPING PRIOR TO CONSTRUCTION.

6. COVER AND PROTECT TREES, EQUIPMENT AND FIXTURES TOREMAIN DURING DEMOLITION AND CONSTRUCTION OPERATIONS.

7. COORDINATE DISCONNECTION AND DOWNTIME OF UTILITIES WITHOWNER AT LEAST 48 HOURS PRIOR TO STARTING WORK.

DE LLANO PARK

DEMOLITION SITE PLANSURVEY / EXISTING CONDITIONS1

0 10' 20' 40' 80'

A1.0

09/12/19

LEGEND

EXISTING TREE

NEW POURED IN PLACE RUBBER

NEW CONCRETE PAVING

INS

TALL

PLAYGROUND SURFACING

EXISTING STONE

EXISTING BENCH

EXISTING SIGNAGE


EXISTING LIGHT POLE


PR

OP

ER

TY L

INE

- A

PP

RO

X. L

OC

ATI

ON

EXIST. LIGHT POLE

35'X80'

TOILET ROOMS

exis

ting

trac

k

ex. conc. sidewalk

exis

ting

chai

n lin

k fe

nce

conc. pad

CONCRETEBASKETBALL

COURT 60' X 104'

exist.drink. ftn.

ex. roof over

existing chain link fence

ex. c

onc.

sid

ewal

k

8' HIGH CHAIN LINK FENCE

NEW SIDEWALK

P2

P1

P4

P3

P3

P3 P3

F2

F2

F2

NEW

30'-0

"

NEW PIP PLAYGROUNDSURFACING SYSTEM

34'-10"

NEW CURB RAMPRE: CIVIL

NEW STRIPINGFOR ACCESSIBLEPARKING SPACES

RELOCATED BENCH & TRASH BIN

NEW FABRIC SHADE STRUCTURE

VERIFY LOCATION W/ ARCHITECT

RE: CIVIL

6' BENCH WITH BACK - SURFACE MOUNTED

PARK EQUIPMENT

F1

TRASH CONTAINERF2

OTH

ER

SIN

STA

LL

GC

INS

TALL

P1

P2

P3

P4AQUA GATHER STATION By Aquatix by landscape structures

#120458 SANDBOX

ADJUSTABLE BASKETBALL GOAL

#221292A 5" ARCH SWING FRAME 8' BEAM HEIGHT ONLY#221293A 5" ARCH SWING FRAME ADD'L BAY 8' BEAM HT. ONLY(2) #174018A BELT SEAT W/ PROGUARD CHAiNS FOR 8' HT.(1) #177350A MOLDED BUCKET SEAT (5-12 YRS) W/ CHAINS/

PROGUARD CHAINS FOR 8' BEAM HT.(1) #218671C MOLDED BUCKET SEAT (2-5 YRS) W. HARNESS &

CHAINS PROGUARD CHAINS FOR 8' BEAM HT.

FOR PLAYGROUND EQUIPMENT CONTACT:RAY VERNON AT (956)566-2888, [email protected] EXERPLAY, INC.

CONTACT: Gregory Neal at (505)577-7004, [email protected]

CONCRETE SIDEWALK (RE: C1)

DEDUCT ALTERNATE PKG #1

TRASH CONTAINER F2

P1AQUA GATHER STATION By Aquatix

CONCRETE PAD (RE: C1)

CIVIL QTY.

930 SF

465 SF

WATER SUPPLY LINE (RE: C2) 250 LF

ARCHITECTURAL (RE: A1)

6' SURFACE MTD. BENCH WITH BACK F1

W/ ACTIVATION BOLLARD By Aquatix

MEP

FLOOR DRAIN AND DRAIN PIPE (RE: EP1)

1

1

1

RE-CIRCULATION AND PUMP SYSTEM By Aquatix(RE: EP1, EP2)

1

1-#6 G IN 1" CONDUIT FROM EQUIP. GROUNDINGLUG TO GROUND BUS IN PANEL (RE: EP1, E3)

360 LF

1

1

2

3

4

5

6

7

8

9

THESE ITEMS SHOULD BE PART OF THE BASE BID.PROVIDE A COST FOR THE ALTERNATE PACKAGE DESCRIBED ABOVESHOULD THE OWNER DECIDE TO DEDUCT IT FROM THE BASE BID.

ART MURAL OVER TOILET ROOM WEST FACING WALL


STANDARD CMU IN LIEU OF SPLIT FACE ON

QTY.

1

64 SF

PROVIDE CLEAR ANTI-GRAFFITI SEAL OVER ART WORK 64 SF

1

2

3

(REFER TO SPEC SECTION 01 2100 ALLOWANCES)

EXTERIOR WALL IN 10'-8" X 6'-0" MURAL AREA

GENERAL NOTES:

1. REFER TO CIVIL FOR GRADING, DIMENSIONS AND DETAILS.

2. ALL EQUIPMENT SHALL BE PROVIDED AND INSTALLED BYEQUIPMENT SUPPLIER. ALL AREAS SHALL BE PREPARED ASRECOMMENDED BY EQUIPMENT SUPPLIER.

3. MARKINGS FOR BASKETBALL COURTS ER OFFICIAL GAMESTANDARDS AND REGULATIONS.

4. ALL NEW CONC. WALKS ARE TO HAVE A 5% MAX. SLOPE ANDA 2% MAX. CROSS SLOPE.

5. CURB RAMPS 8.3% MAX. SLOPE, 2% MAX. CROSS SLOPE,WITH 1/2" WIDE BY 1/8" DEEP GROOVES AT 2" O.C. EXTENDING THEFULL WIDTH OF THE RAMP AT AN ANGLE THAT WILL ALLOW WATERTO DRAIN FROM GROOVES. THE RAMP MUST ALSO BE OFCONTRASTING COLOR TO BE SELECTED BY THE ARCHITECT. FIELDVERIFY RISE TO SET RAMP DEPTH.

6. ALL JOINTS SHOWN ON WALKS ARE CONTROL JOINTS &EXPANSION JOINTS. CONTROL JOINTS AT 5'-0" O.C., AND EXPANSIONJOINTS @ 20'-0" O.C. UNLESS SHOWN OTHERWISE.

7. REFER TO CIVIL DRAWINGS FOR EXPANSION JOINTS,CONTROL JOINTS AND CONCRETE CURB CONSTRUCTION.

8. REFER TO CIVIL FOR ALL UTILITY LOCATIONS & EASEMENTS,AND GRADING.

9. REFER TO ELECTRICAL DRAWINGS FOR LOCATION OF NEWLIGHTING FIXTURES AND CONDUITS.

10. LANDSCAPE ELEMENTS SHOWN ON PLAN INDICATEGENERAL LOCATION OF EXISTING TREE AND SHRUB PLANTINGS.

SITE PLANDE LLANO PARK

10 10' 20' 40' 80'

A1.1

Project NO.:

Date:

The

reco

rd o

f thi

s dr

awin

g is

on

file

at th

e of

fices

of S

lay

Arc

hite

ctur

e, 1

23 A

ltgel

t Ave

nue,

San

Ant

onio

, Tex

as 7

8201

& 9

901

McP

hers

on R

oad,

Sui

te 1

04, L

ared

o, T

exas

780

45. T

his

docu

men

t is

rele

ased

for

the

purp

ose

of r

efer

ence

, coo

rdin

atio

n, a

nd/o

f fac

ility

man

agem

ent u

nder

the

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ority

of t

he n

amed

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l, re

gist

ratio

n nu

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PY

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HT

2000

- 20

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lay

Arc

hite

ctur

e. T

his

docu

men

t was

pre

pare

d us

ing

com

pute

r as

sist

ed d

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ent a

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aved

on

mag

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med

ia.

Nei

ther

the

prin

ted

docu

men

t nor

the

mag

netic

med

ia m

ay b

e al

tere

d or

am

ende

d by

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ty o

ther

than

Sla

y A

rchi

tect

ure.

Revisions:

123 Altgelt Avenue


T: 210.736.3009


Laredo, Texas 78045

T: 956.791.0405

SAN ANTONIO

LAREDO

19005

CD

BG

D

E LLA

NO

P

AR

K IM

PR

OV

EM

EN

TS

P

RO

JE

CT

09/12/19

CIT

Y O

F LA

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XA

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TRU

CTI

ON

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Fost

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venu

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andm

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tree

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DEDUCTALTERNATE #1REFER TO SCHEDULE

DEDUCTALTERNATE #2REF. TO 2/A1.2 &ALTERNATESCHEDULE

1/4" = 1'-0"

5 @ TOILET ROOMS SIDE WALL

EXTERIOR ELEVATION2DEDUCT ALTERNATE #2

0" F.F. 0" F.F.

ROOF11' - 4" A.F.F.

PL HT.8' - 0" A.F.F.

PL HT.8' - 0" A.F.F.

SCREEN WALL HT.6' - 0" A.F.F.

METAL ROOF OVER WOOD FRAME ROOF STRUCTURE

8X8X6 CMU SOLAR SCREEN DEC. BLK. W/

VENT SCREEN

8X8X16 REINFORCED SPLIT FACE CMU

8X2X16 CMU CAP

7' -

2"

DEDUCT ALTERNATE PKG #2. PROVIDE MURAL OVER STANDARDCMU WALL SURFACE

FRAME AROUND MURAL

SEAL ART WORK WITH ANTI-GRAFFITICLEAR COATING

8"8"

6' -

0"

7' -

4"

16" 10' - 8"

1

9/12/19

LEGEND

EXISTING TREE

NEW POURED IN PLACE RUBBER

NEW CONCRETE PAVING

INS

TALL

PLAYGROUND SURFACING

EXISTING STONE

EXISTING BENCH

EXISTING SIGNAGE


EXISTING LIGHT POLE


PR

OP

ER

TY L

INE

- A

PP

RO

X. L

OC

ATI

ON

EXIST. LIGHT POLE

35'X80'

TOILET ROOMS

exis

ting

trac

k

ex. conc. sidewalk

exis

ting

chai

n lin

k fe

nce

conc. pad

CONCRETEBASKETBALL

COURT 60' X 104'

exist.drink. ftn.

ex. roof over

existing chain link fence

ex. c

onc.

sid

ewal

k

8' HIGH CHAIN LINK FENCE

NEW SIDEWALK

P2

P1

P4

P3

P3

P3 P3

F2

F2

F2

NEW

30'-0

"

NEW PIP PLAYGROUNDSURFACING SYSTEM

34'-10"

NEW CURB RAMPRE: CIVIL

NEW STRIPINGFOR ACCESSIBLEPARKING SPACES

RELOCATED BENCH & TRASH BIN

NEW FABRIC SHADE STRUCTURE

VERIFY LOCATION W/ ARCHITECT

RE: CIVIL

6' BENCH WITH BACK - SURFACE MOUNTED

PARK EQUIPMENT

F1

TRASH CONTAINERF2

OTH

ER

SIN

STA

LL

GC

INS

TALL

P1

P2

P3

P4AQUA GATHER STATION By Aquatix by landscape structures

#120458 SANDBOX

ADJUSTABLE BASKETBALL GOAL

#221292A 5" ARCH SWING FRAME 8' BEAM HEIGHT ONLY#221293A 5" ARCH SWING FRAME ADD'L BAY 8' BEAM HT. ONLY(2) #174018A BELT SEAT W/ PROGUARD CHAiNS FOR 8' HT.(1) #177350A MOLDED BUCKET SEAT (5-12 YRS) W/ CHAINS/

PROGUARD CHAINS FOR 8' BEAM HT.(1) #218671C MOLDED BUCKET SEAT (2-5 YRS) W. HARNESS &

CHAINS PROGUARD CHAINS FOR 8' BEAM HT.

FOR PLAYGROUND EQUIPMENT CONTACT:RAY VERNON AT (956)566-2888, [email protected] EXERPLAY, INC.

CONTACT: Gregory Neal at (505)577-7004, [email protected]

CONCRETE SIDEWALK (RE: C1)


TRASH CONTAINER F2

P1AQUA GATHER STATION By Aquatix

CONCRETE PAD (RE: C1)

CIVIL QTY.

930 SF

465 SF

WATER SUPPLY LINE (RE: C2) 250 LF

ARCHITECTURAL (RE: A1)

6' SURFACE MTD. BENCH WITH BACK F1

W/ ACTIVATION BOLLARD By Aquatix

MEP

FLOOR DRAIN

1

1

1

RE-CIRCULATION AND PUMP SYSTEM (RE: EP1, EP2)

1

1-#6 G IN 1" CONDUIT FROM EQUIP. GROUNDINGLUG TO GROUND BUS IN PANEL (RE: EP1, E3)

360 LF

1

1

2

3

4

5

6

7

8

9

THESE ITEMS SHOULD BE PART OF THE BASE BID.PROVIDE A COST FOR THE ALTERNATE PACKAGE DESCRIBED ABOVESHOULD THE OWNER DECIDE TO DEDUCT IT FROM THE BASE BID.

GENERAL NOTES:

1. REFER TO CIVIL FOR GRADING, DIMENSIONS AND DETAILS.

2. ALL EQUIPMENT SHALL BE PROVIDED AND INSTALLED BYEQUIPMENT SUPPLIER. ALL AREAS SHALL BE PREPARED ASRECOMMENDED BY EQUIPMENT SUPPLIER.

3. MARKINGS FOR BASKETBALL COURTS ER OFFICIAL GAMESTANDARDS AND REGULATIONS.

4. ALL NEW CONC. WALKS ARE TO HAVE A 5% MAX. SLOPE ANDA 2% MAX. CROSS SLOPE.

5. CURB RAMPS 8.3% MAX. SLOPE, 2% MAX. CROSS SLOPE,WITH 1/2" WIDE BY 1/8" DEEP GROOVES AT 2" O.C. EXTENDING THEFULL WIDTH OF THE RAMP AT AN ANGLE THAT WILL ALLOW WATERTO DRAIN FROM GROOVES. THE RAMP MUST ALSO BE OFCONTRASTING COLOR TO BE SELECTED BY THE ARCHITECT. FIELDVERIFY RISE TO SET RAMP DEPTH.

6. ALL JOINTS SHOWN ON WALKS ARE CONTROL JOINTS &EXPANSION JOINTS. CONTROL JOINTS AT 5'-0" O.C., AND EXPANSIONJOINTS @ 20'-0" O.C. UNLESS SHOWN OTHERWISE.

7. REFER TO CIVIL DRAWINGS FOR EXPANSION JOINTS,CONTROL JOINTS AND CONCRETE CURB CONSTRUCTION.

8. REFER TO CIVIL FOR ALL UTILITY LOCATIONS & EASEMENTS,AND GRADING.

9. REFER TO ELECTRICAL DRAWINGS FOR LOCATION OF NEWLIGHTING FIXTURES AND CONDUITS.

10. LANDSCAPE ELEMENTS SHOWN ON PLAN INDICATEGENERAL LOCATION OF EXISTING TREE AND SHRUB PLANTINGS.

SITE PLANDE LLANO PARK

10 10' 20' 40' 80'

A1.1

Project NO.:

Date:

The

reco

rd o

f thi

s dr

awin

g is

on

file

at th

e of

fices

of S

lay

Arc

hite

ctur

e, 1

23 A

ltgel

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nue,

San

Ant

onio

, Tex

as 7

8201

& 9

901

McP

hers

on R

oad,

Sui

te 1

04, L

ared

o, T

exas

780

45. T

his

docu

men

t is

rele

ased

for

the

purp

ose

of r

efer

ence

, coo

rdin

atio

n, a

nd/o

f fac

ility

man

agem

ent u

nder

the

auth

ority

of t

he n

amed

pro

fess

iona

l, re

gist

ratio

n nu

mbe

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te o

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e se

al a

ffixe

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ove.

CO

PY

RIG

HT

2000

- 20

19, S

lay

Arc

hite

ctur

e. T

his

docu

men

t was

pre

pare

d us

ing

com

pute

r as

sist

ed d

esig

n an

d dr

aftin

g eq

uipm

ent a

nd s

aved

on

mag

netic

med

ia.

Nei

ther

the

prin

ted

docu

men

t nor

the

mag

netic

med

ia m

ay b

e al

tere

d or

am

ende

d by

any

par

ty o

ther

than

Sla

y A

rchi

tect

ure.

Revisions:

123 Altgelt Avenue


T: 210.736.3009


Laredo, Texas 78045

T: 956.791.0405

SAN ANTONIO

LAREDO

19005

CD

BG

D

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NO

P

AR

K IM

PR

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EN

TS

P

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CT

09/12/19

CIT

Y O

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XA

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TRU

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ON

DO

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NTS

Fost

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tree

t

09/12/19

EXTERIOR DOOR HEAD8

5/ A

2.0

4/ A2.0

3/ A2.0

2/ A2.0

6' - 8" 4' - 8" 6' - 8"

0"1' - 4" 3' - 4"

2' - 4" 4' - 0" 2' - 4"

3' - 4"

1' - 4"

19

' - 0

"

18' - 0"18' - 0"

SCREEN WALL SCREEN WALL

DRINKING FOUNTAIN

ROOF ABOVE

D102D101

6A2.0

4A2.1

6/ A

2.1

7/ A2.1

5/ A

2.1

18' - 0"

TOILET ROOM 1

TOILET ROOM 2

19

' - 0

"

CONCRETE SLAB RE: STRUCTURAL

123 1 2 3

6

4

7

8

9

10

11

6

4

7

8

10

11

1' - 3"

FD FD

0" F.F. 0" F.F.

ROOF11' - 4" A.F.F.

PL HT.8' - 0" A.F.F.

PL HT.8' - 0" A.F.F.



8X8X6 CMU SOLAR SCREEN DEC. BLK. W/

VENT SCREEN

8X8X16 REINFORCED SPLIT FACE CMU RE: STRUCT.

8X2X16 CMU CAP

7' -

2"

0" F.F.

PL HT.8' - 0" A.F.F.


8X8X6 CMU SOLAR SCREEN DECORATIVE BLOCK



DRINKING FTN 8X2X16 CMU CAP

0" F.F.

PL HT.8' - 0" A.F.F.


CEMENT BOARD FASCIA & SOFFIT

DOOR RE: DOOR SCHED.

DRINKING FOUNTAINS


0" F.F.

ROOF11' - 4" A.F.F.


8X8X6 CMU SOLAR SCREEN DEC. BLK. W/ VENT SCREEN


7' -

2"

8X2X16 CMU CAP

VENTED CEMENT FIBER BRD SOFFIT

4'X8' FIBER CEMENT BEADED CEILING PANEL BUTT JOINT

0" F.F.

ROOF11' - 4" A.F.F.

PL HT.8' - 0" A.F.F.


A2.11

A2.12

METAL ROOF

REINFORCED SPLIT FACE CMU RE: STRUCTURAL8x8x6 CMU

SOLAR SCREEN DECORATIVE

BLOCK

RE: STRUCTURAL CONC. FOUNDATION

SMOKE DETECTOR

WALL MOUNTED LIGHT

WALL MOUNTED EXIT LIGHT

CEILING MOUNTED EXIT LIGHT

EMERGENCY LIGHT

FLUORESCENT LIGHT 2' X 4'

CEMENT FIBER CEILING PANEL

110 V GFI DUPLEX

SD

REFLECTED CEILING PLAN

GFI

TOILET ROOM ACCESSORIES

36" GRAB BARS

42" GRAB BARS

TOILET TISSUE DISPENSER

ELECTRIC HAND DRYER

NOT USED

SOAP DISPENSER

TODDLER RESTRAING CHAIR

ADULT CHANGING STATION

DRINKING FOUNTAIN

RE: SPECS

RE: SPECS

RE: SPECS

RE: SPECS

N/A

RE: SPECS

RE: SPECS

RE: SPECS

1

2

3

4

5

6

7

8

9

10

11

RE: SPECS

SIGNAGE RE: SPECS

COAT HOOK RE: SPECS

DOOR SCHEDULE

D101

3'-0" X 7'-0"H.M.H.M.H.M.PAINTNONE9/A2.012/A2.08/A2.02/A2.0RE: SPECS

NO.

SIZE:DOOR:FINISH:FRAME:FINISH:GLASS:HEAD:JAMB:SILL:ELEV:HARDWARE:REMARKS:

D102

3'-0" X 7'-0"H.M.H.M.H.M.PAINTNONE9/A2.012/A2.08/A2.02/A2.0RE: SPECS

NO.

SIZE:DOOR:FINISH:FRAME:FINISH:GLASS:HEAD:JAMB:SILL:ELEV:HARDWARE:REMARKS:

_______________________3A2.1

_______________________

1A

2.1

_____________

__________

2A

2.1

8'-0"

TOP OF CMU

11'-4"

TOP OF CMU

CMU WALL BELOW

METAL ROOF

OVERHANG TYP.1' - 0"

DOOR AS SCHED.

FRAME AS SCHED.

EXTRUDED ALUM. THRESHOLD SET IN A FULL BED OF MASTIC

FLOORING AS SCHED.

INTEXT

2% SLOPE

PARTITION AS SCHEDULED OR MATCH EXISTING

REINFORCED LINTEL

VOID FILLED WITH GROUT

CONT. SEALANT, BOTH SIDES

HOLLOW METAL FRAME, PAINT

DOOR AS SCHEDULED

DRIP CAP

DOOR AS SCHED.

FRAME ANCHOR

SEALANT & BACKER ROD, BOTH SIDES

HOLLOW METAL FRAME - PAINT FILL WITH GROUT

HORIZ. JOINT REINF.

PARTITION AS SCHEDULED OR

MATCH EXISTING

REINFORCED CELL RE: STRUCTURAL

FOUR POST HIP SHADE STRUCTURE AND PIER FOOTINGS BY VENDOR

10

' - 0

"

40' - 0"40' - 0"

Project NO.:

Date:

Th

e r

eco

rd o

f th

is d

raw

ing

is

on

file

at

the o

ffic

es

of S

lay A

rch

itectu

re,

123 A

ltg

elt A

ven

ue,

San

An

ton

io,

Texa

s 7820

1 &

99

01 M

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ven

ue,

Su

ite

10

4,

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do

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exa

s 7

8045

. T

his

do

cu

men

t is

re

leased

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r th

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urp

ose

of

refe

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ce,

co

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inatio

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an

d/o

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en

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on

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ea

l affix

ed

ab

ove

. C

OP

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IGH

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000 -

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lay A

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ite

ctu

re.

Th

is d

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nt

wa

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an

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qu

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ia.

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do

cu

me

nt

no

r th

e m

ag

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ed

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ay b

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ite

ctu

re.

Revisions:

123 Altgelt Avenue

San Antonio, Texas

78201


104

Laredo, Texas 78045

SAN ANTONIO

LAREDO

A2.0TOILET ROOM DETAILS

19005

CD

BG

DE

LLA

NO

PA

RK

IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/2019

FIN

AL S

ET

2019

1/4" = 1'-0"1 TOILET ROOMS

FLOOR PLAN

1/4" = 1'-0"

5 @ TOILET ROOMS SIDE WALL

EXTERIOR ELEVATION

1/4" = 1'-0"

3 @ TOILET ROOMS FRONTWALL

EXTERIOR ELEVATION

1/4" = 1'-0"2 @ TOILET ROOM ENTRY

EXTERIOR ELEVATION

1/4" = 1'-0"

4 @ TOILET ROOMS REAR WALL

EXTERIOR ELEVATION

1/4" = 1'-0"10REFLECTED CEILING PLAN

1/4" = 1'-0"6BUILDING SECTION

1/4" = 1'-0"7ROOF PLAN

8 N.T.S.

THRESHOLD @ DOORS

1 1/2" = 1'-0"9DOOR HEAD

1 1/2" = 1'-0"12DOOR JAMB

1/8" = 1'-0"11SHADE STRUCTURE

CD

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Fost

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t

09/12/19

FOIL FACED ROOF DECK

ROOF UNDERLAYMENT

METAL ROOF

METAL ROOF FLASHING

10" FIBER CEMENT FASCIA BRD

VENTED FIBER CEMENT BRD SOFFIT PANEL

3" FIBER CEMENT TRIM

REINF. SPLIT FACE CMU RE: STRUCT.

BATT INSULATION

FIBER CEMENT BEADED CEILING PANELS


CMU BOND BEAM W/REINFORCED RE: STRUCTURAL

RE: STRUCTURAL

O.H.

1' - 0"

2X10

1" NAILER

FOIL FACED ROOF DECK RE: STRUCTURAL

ROOF UNDERLAYMENT METAL ROOF

METAL ROOF FLASHING

BATT INSULATION

CEMENT FIBER BRD BEADED CLG

PANELS

3" CEMENT FIBER BRD TRIM


CMU REINFORCED BOND BEAM RE: STRUCTURAL


10" CEMENT FIBER BRD FASCIA


METAL SCREEN

RE: STRUCTURAL

O.H.

1' - 0"

2X10

1" NAILER

FOIL FACED ROOF DECK

ROOF UNDERLAYMENT

METAL ROOF

CEMENT FIBER BRD FASCIA


3" CEMENT FIBER BRD TRIM


3" CEMENT FIBER TRIM

BATT INSULATION

METAL ROOF FLASHING

SCRENN MESH METAL FRAME

2X10

2x10 PLATE

8X2X16 CMU CAP

8X2X16 CMU CAP

O.H.

1' - 0"

SCREEN MESH METAL. FRAME

1" NAIILER

FIBER CEMENT BEADED CEILING PANELS

0" F.F.

2' -

10

"

3' -

0"

CMU SEAL AND PAINT

TILE 4"X8"

6"X6" COVE BASEWA

INS

CO

T

6' -

8"

TILE 4"X8" BULLNOSE

8X8X6 CMU SOLAR SCREEN DEC. BLK W/ VENT SCREEN

8X2X16 CMU CAP

7' -

2"

0" F.F.

2' -

2"

MAX

MAX

MIN

3' -

0"

CMU SEAL & PAINT

TILE 4"X8"

6"X6" COVE BASE

WA

INS

CO

T

6' -

8"

TILE 4"X8" BULLNOSE


7' -

2"

8x2x16 CMU CAP

0" F.F.

3' - 0" 6"

2' -

9"

2' -

3"

CMU SEAL & PAINT

TILE 4"X8"

6"X6" COVE BASE

WA

INS

CO

T

6' -

8"

TILE 4"X8" BULLNOSE


8X2X16 CMU CAP

7' -

2"

0" F.F.

A2.13

WA

INS

CO

T F

INIS

H

6' -

8"REINF. SPLIT FACED

CMU RE: STRUCTURAL

STRUCTURAL FOUNDATION

WALL & FLOOR TILE RE: FINISH SCHEDULE

Project NO.:

Date:

Th

e r

eco

rd o

f th

is d

raw

ing

is

on

file

at

the o

ffic

es

of S

lay A

rch

itectu

re,

123 A

ltg

elt A

ven

ue,

San

An

ton

io,

Texa

s 7820

1 &

99

01 M

cP

he

rso

n A

ven

ue,

Su

ite

10

4,

Lare

do

, T

exa

s 7

8045

. T

his

do

cu

men

t is

re

leased

fo

r th

e p

urp

ose

of

refe

ren

ce,

co

ord

inatio

n,

an

d/o

f fa

cili

ty m

an

ag

em

en

t u

nd

er

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ty o

f th

e n

am

ed

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fess

ion

al, r

eg

istr

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ate

on

th

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ea

l affix

ed

ab

ove

. C

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IGH

T 2

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lay A

rch

ite

ctu

re.

Th

is d

ocu

me

nt

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s p

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om

pu

ter

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esi

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qu

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ia.

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ted

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me

nt

no

r th

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ag

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ia m

ay b

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ite

ctu

re.

Revisions:

123 Altgelt Avenue

San Antonio, Texas

78201


104

Laredo, Texas 78045

SAN ANTONIO

LAREDO

A2.1TOILET ROOM DETAILS

19005

CD

BG

DE

LLA

NO

PA

RK

IM

PR

OV

EM

EN

TS

PR

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CT

09/12/2019

FIN

AL S

ET

2019

ROOM FINISH SCHEDULE

NO.

ROOMNAME FLOOR BASE

WALL FINISH

CEILING REMARKSNORTH SOUTH EAST WEST

1 TOILET ROOM 1 TILE TILE TILE / PAINT TILE / PAINT TILE / PAINT TILE / PAINT PAINT CEMENT FIBERBRD

TILE WAINSCOT HT @ 6'-8"

2 TOILET ROOM 2 TILE TILE TILE / PAINT TILE / PAINT TILE / PAINT TILE / PAINT PAINT CEMENT FIBERBRD

TILE WAINSCOT HT @ 6'-8"

1 1/2" =1'-0"

1 @ EAVE

ROOF DETAIL

1 1/2" =1'-0"

2 @ RIDGE

ROOF DETAIL

1 1/2" =1'-0"

3 @ RAKE

TYPICAL ROOF DETAL 1/4" = 1'-0"5Elevation 3 - a

1/4" = 1'-0"7Elevation 2 - a

1/4" = 1'-0"6Elevation 1 - a

3/4" = 1'-0"4WALL SECTION

CD

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andm

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tree

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09/12/19

1000 COORDINATION

A. The Contractor shall compare the Architectural, Structural, Mechanical, Electrical, Plumbing, and other series drawings and report any discrepancies between each set of drawings and within each set of drawings prior to fabrication and installation of any structural members.

B. Only larger sleeve openings and framed openings in structural framing component members are indicated on the Structural Drawings. However, all sleeves, inserts and openings, including frames and/or sleeves shall be provided for passage, provision and/or incorporation of the work of the contract, including but not limited to Mechanical, Electrical and Plumbing work. This work shall include the coordination of sizes, alignment, dimensions, position, locations, elevations and grades as required to serve the intended purpose. Openings not indicated on the Structural Drawings, but required as noted above, shall be submitted to the Engineer for review.

C. Refer to Architectural, Mechanical, Electrical and Plumbing drawings for floor elevations, slopes, drains and location of depressed and elevated floor areas.

D. Compatibility of the structure and provisions for building equipment supported on or from structural components shall be verified as to size, dimensions, clearances, accessibility, weights and reaction with the equipment for which the structure has been designed prior to submission of shop drawings and data for each piece of equipment and for structural components. Differences shall be noted on the submittals.

E. Shop drawings shall be prepared for all structural items and submitted for review by the Engineer. Structural Drawings shall not be reproduced and used as shop drawings. All items deviating from the Structural Drawings or from previously submitted shop drawings shall be clouded.

F. The details designated as "Typical Details" apply generally to the Structural Drawings in all areas where conditions are similar to those described in the details.

G. All dimensions and conditions of existing construction shall be verified at the job site prior to the preparation of shop drawings. Differences between existing construction and that shown on the Structural Drawings shall be referred to the Architect. Differences shall also be clouded on the shop drawings.

H. All structural elements of the project have been designed by the Engineer to resist the required Code vertical and lateral forces that could occur in the final completed structure only. It is the responsibility of the Contractor to provide all required bracing during construction to maintain the stability and safety of all structural elements during the construction process until the lateral-load resisting or stability-providing system is completely installed and the structure is completely tied together. Temporary supports shall not result in the overstress or damage of the elements to be braced nor any elements used as brace supports.

I. The Contract Structural Drawings and Specifications represent the finished structure, and except where specifically shown do not indicate the means or methods of construction. The Contractor and their Sub-Contractors shall supervise and direct the Work and shall be solely responsible for all construction means, methods, procedures, techniques, sequences and safety measures including, but not limited to, adherences to all OSHA guidelines. The Engineer shall not have control of, and shall not be responsible for, construction means, methods, techniques, sequences or procedures, for safety precautions and programs in connection with the Work, for the acts or omissions of the Contractor, Subcontractors, or any other person performing any of the Work, or for the failure of any of these persons to carry out the Work in accordance with the Structural Contract Documents.

J. Where conflict exists among the various parts of the Structural Contract Documents, Structural Drawings, General Notes, and Specifications, the strictest requirements, as indicated by the Engineer, shall govern.

K. Periodic site observation by field representatives of Intelligent Engineering Services, LLP (IES) is solely for the purpose of determining if the Work is proceeding in accordance with the Structural Contract Documents. This limited site observation is not intended to be a check of the quality or quantity of the Work, but rather a periodic check in an effort to inform the Owner against defects and deficiencies in the work of the Contractor.

1010 SUBSTITUTIONS

A. All requests for substitutions of materials or details shown in the Structural Contract Documents shall be submitted for approval during the bidding period.

B. Once bids are accepted, proposed substitutions will be considered only when they are officially submitted with an identified savings or duration to be deducted from the contract and/or schedule impact. Submittals not satisfying the above criteria will not be reviewed.

1020 CODES

A. The General Building Code used as the basis for the structural design is as follows:

2012 International Building Code as adipted by the City of Laredo

1030 IBC 2012 DESIGN LOADS

A. Live Loads

OCCUPANCY OR USE UNIFORM CONCENTRATED (psf) (lbs.)

Restrooms 60 2000Roof - See Section Design Loads Note B

B. Roof Live LoadsROOF USE ROOF LIVE LOAD

UNIFORM CONCENTRATEDOrdinary Flat, Pitched, and Curved Roofs 20 psf N/AAll Other Construction 20 psf N/A

Notes:

1. Concentrated load applied to skeleton structure.2. Concentrated load applied to supporting roof frame members only.3. Roof live load has been reduced according to the General Building Code using the formula:

Lr = Lo x R1 x R2

Where Lr = Reduced live load per square foot of horizontal projection supported by the member.

LO = Unreduced design of roof live load per square foot of horizontal projection supported by the member.

R1 = Reduction factor based on Tributary AreaR2 = Reduction factor based in Roof Slope

C. Wind Loads

1. Wind lateral load on structural frame is based on ASCE 7 using the following:

Ultimate Design Wind Speed (Vult) 115 mphNominal Design Wind Speed (Vasd) 90 mphExposure Category CInternal Pressure Coefficient, GCpi +/-0.18Risk Category II

D. Load Combinations

1. Strength Design a. 1.4(D+F)b. 1.2(D+F) + 1.6(L+H) + 0.5(Lr or S or R)c. 1.2(D+F) + 1.6(Lr or S or R) + 1.6H + (f1L or 0.5W)d. 1.2(D+F) + 1.0W + f1L + 1.6H + 0.5(Lr or S or R)e. 1.2(D+F) + 1.0E + f1L + 1.6H + f2Sf. 0.9D + 1.0W + 1.6Hg. 0.9(D+F) + 1.0E + 1.6H

f1 = 1.0 for places of public assembly live loads in excess of 100 pounds per square foot and parking garages; and 0.5 for other live loads.f2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure; and 0.2 for other roof configurations.

2. Allowable Stress Design:a. D + Fb. D + H + F + Lc. D + H + F + (Lr or S or R)d. D + H + F + 0.75L + 0.75(Lr or S or R)e. D + H + F + (0.6W or 0.7E)f. D + H + F +0.75(0.6W) + 0.75L + 0.75(Lr or S or R)g. D + H + F +0.75(0.7E) + 0.75L + 0.75Sh. 0.6D + 0.6W + Hi. 0.6(D+F) + 0.7E + H

1100 SUBMITTALS

A. Shop drawings shall be prepared for all structural items and submitted for review by the Engineer. Structural Drawings shall not be reproduced and used as shop drawings. All items deviating from the Structural Drawings or from previously submitted shop drawings shall be clouded.

B. Contractor shall review shop drawings for compliance with the Structural Drawings and shall certify that they have done so by a stamp noting that the drawings have been "Approved" and which bears the signature (or initials) of an authorized representative of the Contractor and the date. Submittals which do not reflect the Contractor's approval, signature and date will be returned without review.

C. Contractor shall be responsible for delays caused by rejection of inadequate shop drawings.

D. where review and return of shop drawings is required or requested, the Engineer will review each submittal and, where possible, return within two weeks of receipt.

E. Corrections or comments on shop drawings or manufacturer's data sheets do not relieve the Contractor from compliance with requirements of the plans and specifications. Engineer's review is for general conformance with the requirements of the Structural Drawings. Contractor is responsible for confirming and correcting all quantities and dimensions, selecting fabrication processes and techniques of construction, and coordinating the work with that of all other contractors.

F. Refer to individual sections for specific submittal requirements.

G. Contractor shall submit electronically in pdf format. Submittals shall be generated electronically and will be commented upon electronically as to maintain clarity of the image file. Scans of hard copy submittals shall be legible, full size scans. All illegible scans or scans of contractor comments on reduced size prints will be rejected. Contractor will be responsible for providing and distributing Engineer’s comments to their subcontractors.

2315 BUILDING PAD PREPARATION:

A. The building area should be stripped of all organic topsoil and/or vegetation up to a minimum of 3 feet laterally beyond the limits of the proposed building and pavement areas.

B. The area of construciton should be initially graded to provide a relatively level surface to receive fill and to provide for a relatively uniform thickness of fill beneath the building structure. Areas requiring fill where existing slopes are steeper than 5:1 (horizontal to vertical) shall be benched to reduce the potential for slippage between existing slopes and fills. Benches should be wide enough to accomodate compaction and earth moving equipment and to allow placement of horizontal lifts of fill.

C. Exposed grades should be thoroughly proofrolled in an effort to solidify any potentially compressible areas that may be isolated. Compresible areas encountered during proof-rolling should be overexcavated and backfilled with materials placed in accordance with the recommendations outlined in the Geotechnical Report. A heavily loaded piece of construction equipment should be used for the proofrolling procedures. A representative of the Geotechnical Engineer shall be retained to observe the proofrolling procedures carried out in the field for documentation and quality control of the subgrade.

D. Following the proofrolling activities, the exposed subgrade shall be scarified rto a minimum depth of 6 inches (mositure conditioning) and re-compacted. The mositure content of the subgrade should be maintained wihtin the range of optimum to plus 3 percentage points of optimum until permanently covered.

E. Structural fill shall be used in alla reas requiring raising above the balanced site elevation. Structural fill material shall consist of material conforming to TxDOT 2014 Standard Specifications for Cosntruction of Highways, Streets and Bridges, Item 247, Flexible Base, Tyoes A, B, or C, Grades 1-2 through 5.

F. Structural fill shall be placed in loose horizontal lifts of approximatley 6 inches but not exceeding 8 inches in thickness. The water content of the fill should be maintained within the range of optimum to 2 percentage points above the optimum water content until the fill is permanently covered. Compaction criteria for engineered fill is as follows:

G. Provide a vapor retarder that conforms to ASTM E1745, Class A or better with a maximum water vapor permeance of 0.03 (0.01) perms per ASTM E154. Vapor retarder shall be no less than 10 mils thick.

H. Building pad preparation information is based on a geotechnical report provided by O'Connor Engineering & Science, Inc. dated July 2, 2019, OES Project No. OES-G776003-01.

3000 CAST-IN-PLACE CONCRETE

A. Structural Concrete Code: Building Code Requirements for Structural Concrete, American Concrete Institute, ACI 318, as referenced by the General Building Code.

B. Classes of Concrete

1. All concrete shall conform to the requirements as specified in the table below, unless noted otherwise on the Structural Drawings:

2. Concrete Mix Schedule:

Conc Strength Agg Max Agg Slump MaxClass psi Type Size Inches w/c Notes A 2500 NWT 1/2" 2-4 --- PP Fibers B 3000 NWT 1-1/2" 5-7 0.55 C 3000 NWT 1" 3-5 0.55 D 3000 NWT 3/4" 3-5 ---

a. NWT" refers to normal concrete having an dry unit weight of approximately 145 pcf (ASTM c33 AGGREGATE)

b. "LWC" refers to sand lightweight concrete having an airdry unit weight not to exceed 120 PCF (ASTM C330 aggregate)

c. Where the w/c ratio is not indicated in the Concrete Mix Schedule, it shall be as necessary to meet strength requirements.

d. Where the w/c ratio is shown, it shall be adhered to regardless of thestrength requirements.

e. Strength" is required compressive cylinder strength at an age of 28 days.f. "Maximum aggregate size" is defined as first sieve with greater than 15 cumulative

percent retained.

3. Mix Usage Schedule:

Concrete AirDescription of Use Class Content

Grade Beams C 3 - 6%Interior Slab-on-Grade C 3 - 6%

C. Provide 4 1/2 percent plus or minus 1 1/2 percent of entrained air in concrete permanently exposed to the weather and elsewhere at the contractor’s option.

D. Horizontal construction joints in concrete placements shall be permitted only where indicated on the Structural Drawings. All vertical construction joints shall be made in the center of spans in accordance with the typical details. Contractor shall submit proposed locations for construction joints not shown on the Structural Drawings for review by the Architect and Engineer. Additional construction joints may require additional reinforcing as specified by the Engineer which shall be provided by the contractor at no additional cost to the owner.

E. Embedded conduits, pipes, and sleeves shall meet the requirements of ACI 318, and the following:

1. Conduits and pipes running within a slab, beam, or wall shall not be larger in outside dimension than 1/3 the overall thickness of the slab, wall or beam and shall be located within the middle third of that thickness.

2. Conduits, pipes, and sleeves passing horizontally through a beam shall not be larger in outside dimension than 1/3 the overall depth of the beam and shall be located within the middle third of that depth.

3. Conduits, pipes, and sleeves passing vertically through a beam shall utilize a sleeve not larger in outside dimension than 1/3 the overall width of the beam or 6 inches (whichever is less). The sleeve shall be made of hot dip galvanized schedule 40 steel.

4. Conduits, pipes and sleeves shall not be spaced closer than three diameters or widths on center.

F. Concrete placements shall not exceed 10,000 square feet or 100 linear feet on each side without prior approval by the Engineer for each placement.

G. Concrete sampling for quality assurance: Concrete that is pumped shall be sampled at the point of discharge from the truck for information, including slump; and shall be sampled at the point of placement for acceptance of slump and air content.

H. Submittal: Submit proposed mix designs in accordance with ACI 301, chapter 4.2.3. Each proposed mix design shall be accompanied by a record of past performance or by three laboratory trial mixtures with confirmation tests.

AGUSTIN TELLEZ, JR.

79341


210.349.9098


TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

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123 Altgelt AvenueSan Antonio, Texas 78201T: 210.736.3009

9901 McPherson Avenue, #104Laredo, Texas 78045T: 956.791.0405

SAN ANTONIO

LAREDO

Project NO.:

Date:

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STRUCTURAL NOTES

S T R U C T U R A L N O T E S

3200 CONCRETE REINFORCING

A. Concrete reinforcement for the project shall conform to the following:

1. All reinforcing steel shall be new billet steel in accordance ASTM A615, Grade 60, unless noted otherwise in the Structural Drawings or these notes.

2. Deformed Bar Anchors. ASTM A1064 minimum yield strength 70,000 psi as noted on the Structural Drawings. Reinforcing bars shall not be substituted for deformed bar anchors.

3. Welded wire reinforcement. Welded smooth wire reinforcement, ASTM A1064, yield strength 65,000 psi where noted on the Structural Drawings. Welded deformed wire reinforcement, ASTM A497, yield strength 70,000 psi where noted on the Structural Drawings. Welded wire reinforcement to be provided in flat sheets.

B. Detailing of reinforcing steel shall conform to the American Concrete Institute 315 Detailing Manual and all hooks and bends in reinforcing bars shall conform to ACI detailing standards, unless noted otherwise on the Structural Drawings.

C. Welded Wire Reinforcement shall be continuous across the entire concrete surface and not interrupted by beams or girders and properly lapped one cross wire spacing plus 2”.

D. In unscheduled grade beams, walls, and slabs, detail reinforcing as follows:

1. Class A lap beam top reinforcing bars at mid span.

2. Class A lap beam bottom reinforcing bars at the supports.

3. Provide Class B lap at other location pending Engineer’s approval.

4. Provide standard hooks in top bars at cantilever and discontinuous ends of beams, walls and slabs.

5. Provide corner bars for all horizontal bars at the inside and outside faces of intersecting beams or walls. Corner bars are not required if horizontal bars are hooked.

6. Provide 2-#4 diagonal bars at all slab re-entrant corners placed under the top mat of steel.

E. Welding of reinforcing steel will not be permitted unless specifically shown on the Structural Drawings.

F. Heat shall not be used in the fabrication or installation of reinforcement.

G. Reinforcing steel clear cover shall be as follows:

1. Earth-formed Grade Beams 1-1/2" top, 3" sides, 3" bottom2. Formed Grade Beams 1-1/2" top, 2" sides, 3" bottom 3. Slab-on-grade 2" top

Exterior Exposure refers to concrete exposed to earth or weather

H. Submittal: Submit shop drawings for fabrication, bending, and placement of concrete reinforcement. Comply with ACI 315 "Details and Detailing of Concrete Reinforcement". Do not reproduce the Structural Drawings for use as shop drawings.

4800 STRUCTURAL MASONRY

A. Concrete Masonry: Building Code Requirements for Masonry Structures, American Concrete Institute, ACI 530 & 530.1, as referenced by the General Building Code.

B. Minimum compressive strength of the masonry (f'm) shall be 1,500 pounds per square inch.

C. Mortar shall conform to ASTM C270, Type S. Masonry cement shall not be used.

D. Concrete masonry units shall be hollow load bearing units which conform to ASTM C90, with a minimum net compressive strength as follows:f'm Net area Compressive Strength

(psi) of CMU Block (psi)1500 19002000 28002500 37503000 4800

E. Chases shall be built in and not cut in. Chases shall be plumb and shall be minimum one-unit length from jambs of openings. Anchors, wall plugs, accessories and other items to be built in shall be installed as the masonry work progresses. All cutting and fitting of masonry, including that required to accommodate the work of other sections shall be done by masons with masonry saws.

F. Coarse grout shall conform to ASTM C476, with a maximum aggregate size of 1/2" and a minimum compressive strength equal to the specified minimum compressive strength, f’m, but not less than 2000 psi. Course grout shall be placed in accordance with ACI 530.1 Section 3.5.

G. Reinforce concrete masonry unit joints with ladder type hot dip galvanized cold-drawn steel conforming to ANSI/ASTM A82, with [W1.7 or W2.8] side rods with W1.7 cross rods.

1. Space joint reinforcing at 16 inches o.c. unless noted otherwise.

2. Lap joint reinforcing 14 inches at splices.

3. Provide prefabricated joint reinforcing corner pieces at all wall corners and intersections.

4. Joint reinforcing shall be discontinuous at control and expansion joints.

H. Lap reinforcing bars in grouted masonry as noted below. Splices in reinforcing shall be staggered so that not more than 1/2 of all bars are spliced at the same location.

I. Z-ties shall be provided in all masonry surfaces used as a form for grout at 16 inches on center each way in vertical masonry surfaces and at 8 inches on center each way in horizontal masonry surfaces. The leg embedded in the masonry joint shall have its hook placed 3/4 inch from the outside face of the masonry.

J. Z-ties shall be manufactured from 3/16 inch diameter cold drawn wire. Ties shall be hot dip galvanized, 6 inches long with a 2 inches hook at each end, unless noted otherwise on the Structural Drawings.

K. Provide 1 inch clear cover between ties or longitudinal reinforcing and the inside face of masonry used as forms in grouted beams, pilasters and columns.

5050 POST-INSTALLED ANCHORS AND DOWELS

A. Expansion Anchors shall be one of the following:

1. Concrete:

a. Kwik Bolt TZ, Hilti Inc.b. Strong Bolt, Simpson Strong-Tiec. Power-Stud+ SD1, DeWalt (Powers)

2. Grouted Masonry

a. Kwik Bolt 3, Hilti Inc.b. Wedge-All, Simpson Strong-Tiec. Power-Stud+ SD1, DeWalt (Powers)

B. Screw Anchors shall be one of the following:

1. Concrete:

a. Kwik HUS-EZ, Hilti Inc.b. Titen HD, Simpson Strong-Tiec. Wedge-Bolt+, DeWalt (Powers)

2. Grouted Masonry

a. Kwik HUS-EZ, Hilti Inc.b. Titen HD, Simpson Strong-Tiec. Wedge-Bolt+, DeWalt (Powers)

C. Adhesive Anchors shall be one of the following:

1. Concrete:

a. HIT-RE 500-V3, Hilti Inc.b. HIT-HY 200, Hilti inc.c. Pure 110+, DeWalt (Powers)d. AC200+, DeWalt (Powers)e. SET 3G, Simpson Strong-Tie.

2. Grouted Masonry

a. HIT-HY 270, Hilti Inc.b. SET, Simpson Strong-Tie.c. AC100+ Gold, DeWalt (Powers)

D. Adhesive Doweling

1. Adhesive doweling system shall be one of the following products:

a. HIT RE 500-V3, Hilti Inc.b. Pure 110+, DeWalt (Powers)c. AC200+, DeWalt (Powers)d. SET 3G, Simpson Strong-Tie.

E. Install dowels in strict accordance with the adhesive manufacturer's instructions.

F. Clean out holes with compressed air after drilling per manufacturer's printed installation instructions or use manufacturer's alternate hole cleaning procedures.

G. Unless noted otherwise on the structural drawings, embedment depth shall be as required to develop full yield strength of the embedded dowels.

H. Prior to drilling holes for dowels, locate existing reinforcing steel with a Pachometer (R-Meter) or by drilling 1/4 inch diameter pilot holes. Relocate bolt holes as required to avoid existing reinforcement.

I. Anchors and dowels of the size and embedment shown on the Drawings shall be installed in accordance with the Contract Documents, the manufacturer's recommendations, and the manufacturer's current ICC ES report for the anchor. If conflicts exist between these referenced documents, the most stringent requirements shall govern.

J. The Contractor shall locate all existing reinforcing steel and other embedded items contained in the concrete using non-destructive methods and shall position anchor locations to avoid conflicts with existing embedded items. Anchor locations can be adjusted by a maximum of 1 1/2 inch from detailed locations to avoid conflicts, unless noted otherwise. Submit an as-built of anchor locations to engineer.

K. Based on field verified locations of reinforcing steel and embedded items, the Contractor shall create templates for each anchor group. Submit template dimensions for review prior to fabrication of connection plates.

L. Holes for anchors and dowels shall be drilled in a continuous operation using the bit type and size recommended by the anchor manufacturer. Diamond cored holes shall not be used unless noted otherwise on the structural drawings. Holes shall be drilled perpendicular to the concrete surface and shall not be enlarged or redirected at any point along its length. All debris shall be blown out of the holes with compressed air after drilling.

M. All abandoned holes shall be filled with non-shrink grout.

N. Holes in connection plates shall be no more than 1/16 inch larger than the anchor diameter. If larger holes are required for erection purposes, Contractor shall notify Engineer such that a plate washer size can be provided.

O. Installation of anchors and dowels shall be continuously inspected by the testing agency to ensure that holes are of specified size, and that bolts are properly installed including application of minimum installation torques.

6100 TIMBER FRAMING

A. Structural Wood Framing and Sheathing: National Design Specifications for Wood Construction with Supplement, American Forest and Paper Association, AF&PA NDS as referenced by the General Building Code.

B. Unless noted otherwise on the Structural Drawings, all structural framing lumber shall be clearly marked No. 2 Southern yellow pine or Douglas fir.

C. Wood Preservative Treated Lumber (Pressure Treated):

1. Preservative Treated Lumber shall be Southern Yellow Pine and shall be treated as described below.

2. Preservative Treatment by Pressure Process should be performed according to the AWPA methods described below. The preservative chemicals shall be waterborne and can include Alkaline Copper Quat (ACQ-C, ACQ-D) and Copper Azole (CBA-C & CA-B) for interior or exterior uses and Inorganic Boron (SBX) for interior use only. Preservative shall not contain arsenic or chromium and shall not contain ammonia carriers.

3. Wood Installed for above ground use shall be preservative treated using water-borne preservatives in accordance with AWPA U2, use category UC3B. The locations to be treated are as follows:

a. Wood joists or wood floor without joists are closer than 18 inches or wood girders are closer than 12 inches to the exposed ground in crawl space.

b. Wood Framing members including wood sheathing which rest on exterior foundation walls and are less than 8inches from the exposed earth.

c. Wood framing members or furring strips attached directly to the interior of exterior or concrete walls below grade.

d. Wood sleepers and sill plates on concrete or masonry slab that is in direct contact with earth.

e. Wood Girder ends supported by exterior masonry or concrete walls unless 1/2 inch airspace is provided on top, sides, and end.

f. Wood Siding closer than 6 inches to earth.g. Posts or columns supported directly on a footing unless separated by

an impervious moisture barrier and a minimum 6 inches above grade and 1 inch above slab where a slab exists or 8 inches above earth on a concrete pier where no slab exists.

h. Portions of Glued-laminated timbers exposed to weather.

4. Wood in contact with Ground (exposed earth) or fresh water shall be preservative treated using water-borne preservatives in accordance with AWPA U1, with use category UC4C.

5. Wood member that form supports of buildings, balconies, porches, or similar permanent building appurtenances where such members are exposed to the weather without adequate protection from the roof, eave, overhang, etc. to prevent water accumulation on the surface or between joints shall be preservative treated using water-borne preservatives in accordance with AWPA U1 with use category UC3A.

6. Other wood members noted in the drawings shall be preservative treated using water-borne preservatives in accordance with AWPA U1 with use category UC3A.

D. All wood headers, beams, and top plates shall be no. 2 Southern Yellow Pine or Douglas Fir.

E. Roof sheathing: 1/2" APA rated sheathing with an exposure 1 rating (or) 1/2" grade C-D plywood with exterior glue. Panels shall be continuous over two or more spans with the long dimension oriented perpendicular to the framing members. Nail with 8d common nails at 6" on center at supported edges and 12" on center at intermediate supports. Stagger joints in sheathing.

F. Solid 2x blocking or bandboard shall be provided at supports and cantilever

ends of all wood joists, and between supports in rows not exceeding 4'-0" apart.

G. All framing members framing into the side of a header shall be attached using metal joist hangers of type “LU” as manufactured by the Simpson Company or equal. The hanger shall be sized and installed in accordance with the manufacturer’s recommendations for the size of joist supported.

H. Nailing and attachment of all framing members and sheathing shall be as specified in the International Building Code Fastening Schedule unless noted otherwise on the Structural Drawings. Common wire nails or spikes, or galvanized box nails shall be used for all framing unless noted otherwise on the Structural Drawings.

I. Sill plates shall be bolted with 1/2" diameter ASTM F1554 anchor rods with a minimum embedment of 6" spaced at 2'-0" on center with a minimum of two bolts per plate segment.

J. Simpson Strong Tie steel connectors in contact with Pressure Treated Lumber shall the following composition/ finish:

Type of Preservative/Usage Retention Level Simpson FinishInterior SBX/DOT G90

Interior/Exterior ACQ(All)/0.40 pcf (max) HDG/ZMAXInterior/Exterior CBA-A/0.41 pcf (max) HDG/ZMAXInterior/Exterior CA-B/0.21 pcf (max) HDG/ZMAX

K. All bolts and lag screws shall have standard washers. All anchor and expansion bolts used shall be hot dip galvanized or stainless steel.

L. Refer to the Architectural Drawings for additional wood framing members. Provide additional wood framing members shown on the Architectural Drawings even though they may not be shown on the Structural Drawings.

PIER TYPE, T.O.PIER ELT.O.PIER DETAIL

WXXxXX (X) C=X"

BEAM SIZE

REACTION(ULTIMATE LOAD)

NUMBER OF HEADED STUDS

R=XXK

CAMBER

SYMBOLS LEGEND

SYMBOL DESCRIPTION

COMPOSITE STEEL BEAM

CONCRETE PIER

MOMENT CONNECTION

WXXxXX STEEL BEAM MOMENT CONNECTION

SLAB OR DECK SPAN DIRECTION

DROP IN SLAB OR DECK

DROP AND SLOPE IN SLAB OR DECK

SLOPE IN SLAB OR DECK

HEAVY STEEL CONNECTION

EXISTING CONSTRUCTION

LOAD-BEARINGMASONRY WALL

ROOF TOP UNIT (RTU)

WELDED METAL BAR GRATING

COLUMN SIZEBASE PLATE TYPE

STEEL COLUMN

C1CONCRETE COLUMN

STEEL BEAM SPLICE

EXISTING COLUMN GRID

NEW COLUMN GRID#

#

MISCELLANEOUS, SEE PLAN

WINDOW IN LOAD-BEARING MASONRY WALL

DOOR IN LOAD-BEARING MASONRY WALL

NONLOAD-BEARING WALL

BRACE-xVERTICAL STEEL BRACE

STUDRAIL

STANDARD PAN WIDTH

SKIP PAN, xx WIDTH

10P, 15P, 20P, 30P, 40P, 53P, 66P

xxSP

WOOD LOAD-BEARING WALL, SEE SCHEDULE

SHEARWALL, SEE SCHEDULE

SW-x

CONCRETE SHEAR WALL, SEE SCHEDULE

SW-x

BEAM SIZE

R=XXK

NONLOAD-BEARING / BACKUPMASONRY WALL

WINDOW IN NONLOAD-BEARING / BACKUP MASONRY WALL

DOOR IN NONLOAD-BEARING / BACKUP MASONRY WALL

NONLOAD-BEARING MASONRY WALL BELOW

LOAD-BEARING MASONRY WALL BELOW

MASONRY SHEARWALL

AGUSTIN TELLEZ, JR.

79341


210.349.9098




ie-services.com

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SAN ANTONIO

LAREDO

Project NO.:

Date:

Revisions:

19005

CD

BG

DE

LL

AN

O P

AR

K IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/19

CIT

Y O

F L

AR

ED

O T

EX

AS

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS

1192756

September 12, 2019

Fo

ste

r A

ven

ue a

nd

San

ma

n S

tre

et

9/1

0/2

019

5:3

4:4

1 A

M

S0.2

STRUCTURAL NOTES

S T R U C T U R A L N O T E S

SPECIAL INSPECTIONS TABLES FOR STRUCTURAL ELEMENTS - 2012

MINIMUM TESTS

INSPECTION FREQUENCY

LEVEL B VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION (ACI 530 Table 1.19.2)

VERIFICATION, INSPECTION AND TESTINGCONTINUOUS PERIODIC

Verification of Slump flow and Visual Stability Index (VSI) as delivered to the project site in accordance with Specification Article 1.5 B.1.b.3 for self-consolidating grout

Verification of f' and f' in accordance with Specification Article 1.4B prior to construction, except where specifically exempted by this Code

--

-- --

--AACm

INSPECTION TASKS

ACI 318: 6.1.1X13. Inspect formwork for shape, location and dimensions of the concrete members being formed.

ACI 318: 6.2X

12. Verification of in-situ concrete strength, prior to stressing of tendons in post-tensioned concreteand prior to removal of shores and forms from beams and structural slabs.

ACI 318: Ch. 16

X11. Erection of precast concrete members.

X

X ACI 318: 18.20

b. Grouting of bonded prestressing tendons in theseismic-force-resisting system:

a. Application of prestressing forces:

10. Inspection of prestressed concrete:

X 1910.99. Inspection for maintenance of specified curing

temperature and techniques.ACI 318: 5.11-5.13

1910.6,1910.7,1910.8

ACI 318: 5.9, 5.10

8. Inspection of concrete and shotcrete placement for proper application techniques. X

1910.10

ASTM C 172ASTM C 31

ACI 318: 5.6, 5.8

X

7. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump andair content tests, and determine the temperature of the concrete.

1904.2,1910.2,1910.3

ACI 318: Ch. 4,5.2-5.4

X

1908.5,1909.1

--3. Inspection of anchors cast in concrete where allowable

loads have been increased or where strength design is used.

AWS D1.4ACI 318: 3.5.2

1910.4ACI 318: 3.5,7.1-7.7

X

VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION (IBC TABLE 1705.3)

1. Inspection of reinforcing steel, including prestressing tendons, and placement.

2. Inspection of reinforcing steel welding in accordance with Table 1705.2.2, Item 2b.

6. Verifying use of required design mix.

VERIFICATION, INSPECTION AND TESTING

X5. Prior to placement of compacted fill, observe subgrade and verify that site has been

prepared properly.

X4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of

controlled fill.

X3. Perform classification and testing of controlled fill materials.

X2. Verify excavations are extended to proper depth and have reached proper material.

X

PERIODICCONTINUOUS


1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

VERIFICATION AND INSPECTION OF SOILS (IBC TABLE 1705.6)

VERIFICATION AND INSPECTIONCONTINUOUS


PERIODIC

--

--

--

X

--

--

--

--

--

--

--

--

--

--

----

--

--

--

--

--

--

--

ACI 318: Appendix D

--

4. Inspection of adhesive anchors installed in hardenedconcrete. Special Inspector must be certified by ACI/CRSI "Adhesive Anchor Installer. A report must be submitted to the licensed design professional and building official documenting, stating how anchor was installed and the Manufacturer's Printed Installation Instructions per ACI 318-11 (D.9.2.2 and D.9.2.4)

X

ACI 318: 8.1.3,21.2.8

1909.1

1. Verify compliance with the approved submittals X--

2. As masonry construction begins, verify that the following are in compliance:

a. Proportions of site-prepared mortar X--

b. Construction of mortar joints X--

c. Grade and size of prestressing tendons and anchorages X--

d. Location of reinforcement, connectors, and prestressing tendons and anchorages X--

e. Prestressing technique X--

3. Prior to grouting, verify that the following are in compliance:

a. Grout space X--

b. Grade, type and size of reinforcement and anchor bolts, and prestressingtendons and anchorages X--

c. Placement of reinforcement, connectors and prestressing tendons and anchorages

d. Proportions of site-prepared grout and prestressing grout for bonded tendons X--

e. Construction of mortar joints X--

X--

4. Verify during construction:

a. Size and location of structural elements X--

b. Type, size and location of anchors, including other details of anchorage of

X--

c. Welding of reinforcement --X

d. Preparation, construction and protection of masonry during cold weather (temperature below 40°F (4.4°C)) or hot weather (temperature above 90°F (32.2°C))

X--

e. Application and measurement of prestressing force

f. Placement of grout and prestressing grout for bonded tendons is in compliance --X

5. Observe preparation of grout specimens, mortar specimens and/or prisms

--X

X--

SPECIAL INSPECTIONS

1. Special Inspections shall be performed in accordance with Chapter 17 of the 2012 International Building Code (IBC) by a SpecialInspector hired by the Owner to perform the Special Inspections listed below. The Special Inspector shall be qualified by anapproved agency according to the City's building official to perform the special inspections for which they will be undertaking. The Contractor shall coordinate with and notify the Special Inspector of all tests. The Special Inspector shall be responsible to verify that the items detailed in the Construction Documents were built accordingly and shall prepare, sign, and furnish inspectionreports to the building official and the Architect for all time spent at the site. The Inspector shall bring discrepancies to the immediate attention of the General Contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the building official and to the Architect prior to the completion of that phase of the work. These special inspections are in addition to the other inspections listed in these Structural Notes or Project Specifications.

2. Where structural members and assemblies are shop fabricated, the Special Inspector shall verify that the fabricatormaintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to the Construction Documents and Referenced Standards, unless the fabricator is registeredand approved to perform such work without special inspection.

REFERENCEDSTANDARD

IBCREFERENCE

VERIFICATION, INSPECTION AND TESTING

2. Inspect wood structural panel sheathing construction for the following:

X

PERIODICCONTINUOUS


1. Fabrication process of prefabricated wood structural elements and assemblies shall bein accordance with IBC 1704.2.5 and local amendments

VERIFICATION AND INSPECTION OF WOOD (IBC 1705.5)

--

a. Grade and thickness shown on approved building plans.

b. Nominal size of framing members at adjoining panel edges, per approved building plans.

c. Nail or staple diameter and length, per approved building plans.

d. Number of fastener lines and the spacing between fasteners in each line and at edge margins, per approved building plans.

X--

X--

X--

X--

3. Trusses over 60'-0", inspector shall verify the following:

a. Temporary installation restraint/bracing per approved truss submittal. X--

X--b. Permanent individual truss member restraint/bracing are installed per approved

truss submittal.

ACI 318: 3.8.6, 8.1.3, 21.2.8

X5. Inspection of mechanical anchors installed in hardened

concrete.-- 1909.1

--

f. Properties of thin-bed mortar for AAC masonry XX

g. Placement of AAC masonry units and construction of thin-bed mortar joints XX

1. Required for the first 5000 square feet (465 square meters) of AAC masonry.2. Required after the first 5000 square feet (465 square meters) of AAC masonry.

masonry to structural members, frames or other construction

ACI 318: 18.18.4

21

21

AGUSTIN TELLEZ, JR.

79341


210.349.9098




ie-services.com

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SAN ANTONIO

LAREDO

Project NO.:

Date:

Revisions:

19005

CD

BG

DE

LL

AN

O P

AR

K IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/19

CIT

Y O

F L

AR

ED

O T

EX

AS

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS

1192756

September 12, 2019

Fo

ste

r A

ven

ue a

nd

San

ma

n S

tre

et

9/1

0/2

019

5:3

4:4

3 A

M

S0.3

SPECIAL INSPECTIONS

PL - PLATE

PLF - POUNDS PER LINEAR FOOT

PLYWD - PLYWOOD

PREFAB - PREFABRICATED

PRELIM - PRELIMINARY

PROJ - PROJECTION

PSF - POUNDS PER SQUAREFOOT

PSI - POUNDS PER SQUARE INCH

PT - POINT (OR) PRESSURETREATED

P-T - POST-TENSION(ED)

P/E - PRE-ENGINEERED

PAF - POWDER ACTUATEDFASTENER

QTY - QUANTITY

R - RADIUS (OR) REACTION(OR) REMAINDER

RCP - REINFORCED CONCRETEPIPE

RD - ROOF DRAIN

REINF - REINFORCE(ING)(ED)(MENT)

REQ - REQUIRE(MENT)

REQD - REQUIRED

RET - RETAINING

RET SYS - RETENTION SYSTEM

RF - ROOF

RIS - RISER

RM - ROOM

RND - ROUND

RO - ROUGH OPENING

RTU - ROOF TOP UNIT

SCHED - SCHEDULE(D)

SECT - SECTION

SF - SQUARE FOOT

SHT - SHEET

SHTG - SHEATHING

SIM - SIMILAR

SJI - STEEL JOIST INSTITUTE

SL - SLOPE

SOG - SLAB ON GRADE

SP - SOUTHERN PINE

SPA - SPACE

SPECD - SPECIFIED

SPEC(S) - SPECIFICATION(S)

SQ - SQUARE

SS - STAINLESS STEEL

SSL - SHORT SLOTTED HOLE

STAGG - STAGGERED

STD - STANDARD

STIFF - STIFFENER

STIRR - STIRRUPS

STL - STEEL

STR - STRAIGHT

STRUCT - STRUCTURE (OR)STRUCTURAL

SUBCONTR - SUBCONTRACTOR

SUPT(S) - SUPPORT(S)

SW - SHEARWALL (OR)SIDEWALK

T - TENSION

T.O. - TOP OF

T&B - TOP AND BOTTOM

T&G - TONGUE AND GROOVE

TEMP - TEMPERATURE

TERR - TERRAZZO

THK - THICK

THRD - THREAD(ED)

TIL - TOP INSIDE LAYER

TOB - TOP OF BEAM

TOC - TOP OF CONCRETE

TOF - TOP OF FOOTING

TOJ - TOP OF JOIST

TOL - TOP OUTSIDE LAYER

TOP - TOP OF PIER

TOPC - TOP OF PIER (PILE) CAP

TOS - TOP OF STEEL

TOW - TOP OF WALL

TR - TREAD

TRANSV - TRANSVERSE

TYP - TYPICAL

UNO - UNLESS NOTED OTHERWISE

V - SHEAR

VB - VERTICAL BRACE

VERT - VERTICAL

W - WIDTH

W/ - WITH

W/O - WITHOUT

WD - WOOD

WDW - WINDOW

WL - WIND LOAD

WP - WORK POINT

WPFG - WATERPROOFING

WS - WATERSTOP

WT - WEIGHT

WWM - WELDED WIRE MESH

X-STR - EXTRA STRONG

XX-STR - DOUBLE EXTRA STRONG

HDR - HEADER

HI - HIGH

HK - HOOK

HL - HOLE

HORIZ - HORIZONTAL

HP - HIGH POINT

HS - HEADED STUD

HSS - HOLLOW STRUCTURALSECTION

HT - HEIGHT

ID - INSIDE DIAMETER

IF - INSIDE FACE

IN - INCH

INFO - INFORMATION

INT - INTERIOR

INTERM - INTERMEDIATE

JG - JOIST GIRDER

JST(S) JOIST(S)

JT - JOINT

K - KIPS (1000 LBS)

KLF - KIP PER LINEAR FOOT

KSF - KIP PER SQUARE FOOT

KSI - KIP PER SQUARE INCH

L - LENGTH

LBS - POUNDS

LL - LIVE LOAD

LLH - LONG LEG HORIZONTAL

LLV - LONG LEG VERTICAL

LO - LOW

LOC - LOCATION

LONG - LONGITUDINAL

LP - LOW POINT

LSH - LONG SIDE HORIZONTAL

LSL - LONG SLOTTED HOLES

LSV - LONG SIDE VERTICAL

LW - LIGHTWEIGHT

LWC - LIGHTWEIGHT CONCRETE

M - MOMENT

MAS - MASONRY

MATL - MATERIAL

MAX - MAXIMUM

MC - MOMENT CONNECTION(S)

MECH - MECHANICAL

MEP - MECHANICAL, ELECTRICAL,PLUMBING

MEZZ - MEZZANINE

MFR - MANUFACTURER

MID - MIDDLE

MIN - MINIMUM

MISC - MISCELLANEOUS

MTL - METAL

NF - NEAR FACE

NIC - NOT IN CONTRACT

NOM - NOMINAL

NS - NON-SHRINK

NTS - NOT TO SCALE

OC - ON CENTER

OCEW - ON CENTER EACH WAY

OD - OUTSIDE DIAMETER (OR)OVERFLOW DRAIN

OF - OUTSIDE FACE

OH - OPPOSITE HAND

OPNG(S) - OPENING(S)

OPP - OPPOSITE

OVS - OVER-SIZED HOLE

P - PAN

P/C - PRECAST CONCRETE

PAR - PARALLEL

PC - PIECE

PCF - POUNDS PER CUBIC FOOT

PEMB - PRE-ENGINEERED METALBUILDING

PERP - PERPENDICULAR

PI - PLASTICITY INDEX

PJ - PANEL JOINT

PJP - PARTIAL JOINTPENETRATION

A/C - AIR CONDITIONER

AB - ANCHOR BOLT

ABV - ABOVE

ACI - AMERICAN CONCRETEINSTITUTE

ADDL - ADDITIONAL

ADH - ADHESIVE

ADJ - ADJACENT

AEC - ARCHITECTURALLYEXPOSED CONCRETE

AESS - ARCHITECTURALLYEXPOSED STRUCTURALSTEEL

AFF - ABOVE FINISHED FLOOR

AGGR - AGGREGATE

AHU - AIR HANDLING UNIT

AISC - AMERICAN INSTITUTE OFSTEEL CONSTRUCTION

ALT - ALTERNATE

APPD - APPROVED

APPROX - APPROXIMATE

ARCH - ARCHITECT (OR)ARCHITECTURAL

BD - BOARD

B.O. - BOTTOM OF

BF - BACK FACE

BFF - BELOW FINISH FLOOR

BIL - BOTTOM INSIDE LAYER

BL - BUILDING LINE

BLDG - BUILDING

BLK - BLOCK

BLKG - BLOCKING

BM - BEAM

BOL - BOTTOM OUTSIDE LAYER

BOS - BOTTOM OF STEEL

BOTT - BOTTOM

BP - BASE PLATE

BRDG - BRIDGING

BRG - BEARING

BRKT - BRACKET

BRL - BRICKLEDGE

BSMT - BASEMENT

B TO B - BACK TO BACK

BTWN - BETWEEN

C - CAMBER (OR)COMPRESSION

CANT - CANTILEVER

CFS - COLD FORMED STEEL

CG - CENTER OF GRAVITY

CGS - CENTER OF GRAVITY OFSTRAND

CIP - CAST-IN-PLACE

CJ - CONTROL JOINT

CJP - COMPLETE JOINTPENETRATION

CL - CENTER LINE

CLG - CEILING

CLR - CLEAR (OR) CLEARANCE

CMU - CONCRETE MASONRY UNIT

COL - COLUMN

C OR COMP - COMPRESSION

CONC - CONCRETE

CONN(S) - CONNECTION(S)

CONST - CONSTRUCTION

CONST JT - CONSTRUCTION JOINT

CONT - CONTINOUS

CONTR - CONTRACTOR

COORD - COORDINATE

CTSK - COUNTER SUNK

CVR - COVER

DBA - DEFORMED BAR ANCHORS

DBL - DOUBLE

DEV - DEVELOPMENT

DFL - DOUGLAS FIR LARCH

DIA - DIAMETER

DIAG - DIAGONAL

DIM(S) - DIMENSION(S)

DKG - DECKING

DL - DEAD LOAD

DN - DOWN

DS - DOWNSPOUT

DTL - DETAIL

DVTL - DOVETAIL

DWG(S) - DRAWING(S)

DWL(S) - DOWELS

DE - DECK EDGE

EA - EACH

EF - EACH FACE (OR) EXHAUSTFAN

EJ - EXPANSION JOINT

EL - ELEVATION

ELEC - ELECTRICAL

ELEV - ELEVATOR

EMBED - EMBEDMENT

ENGR - ENGINEER

EOR - ENGINEER OF RECORD

EQ - EQUAL (OR) EQUIVALENT

EQUIP - EQUIPMENT

EW - EACH WAY

EXIST - EXISTING

EXP - EXPANSION

EXT - EXTERIOR

EXTN - EXTENSION

F TO F - FACE TO FACE

FABR - FABRICATOR

FD - FLOOR DRAIN

FDN - FOUNDATION

FFE - FINISHED FLOORELEVATION

FIN - FINSH (OR) FINISHED

FIN FL - FINISHED FLOOR

FL - FLOOR

FLG - FLANGE

FP - FIREPROOF(ING)

FRMG - FRAMING

FS - FAR SIDE

FT - FOOT (OR) FEET

FTG - FOOTING

FV - FIELD VERIFY

GA - GAGE (OR) GAUGE

GALV - GALVANIZED

GC - GENERAL CONTRATOR

GR - GRADE

GR BM - GRADE BEAM

HB - HORIZONTAL BRACE

HCA - HEADED CONCRETEANCHOR

HDG - HOT DIPPED GALVANIZED

SL

SL

SLSL SL SL

SL

SL

19'-4"

1'-4" 5'-0" 1'-4" 4'-0" 1'-4" 5'-0" 1'-4"

8'-8" 2'-0" 8'-8"

19'-4"

8" 18'-0" 8"

8'-0" 2'-0" 8'-0"

19'-0

"

13'-4"

5'-8"

19'-0

"

13'-4"

5'-8"

" CONCRETE SLAB-ON-GRADE REINFORCED W/ @ " OC EA WAY, REFER STRUCTURAL NOTES FOR VAPOR RETARDER & FILL REQUIREMENTS.

5

#4 12

1

S2.2

1

S2.2

1

S2.2

2

S2.2

3

S2.2

3

S2.2

4

S2.2

2x10 @ 2'-0" OC

3

S1.1

CMU PILASTER BLW, TYP

4

S1.1

4

S1.1

5

S1.1

5

S1.1

HDR ABV OPNG, TYP

2x10 OUTRIGGERS, TYP

TOW ELEV = +8'-0" AFF

TOW ELEV = +11'-4" AFF BEYOND

ROOF DECK, SEE STRUCT NOTES, TYP

2x10 CONT FASCIA, TYP

TO OPNG ELEV = + 8'-0" AFF

8" BOND BM CONT REINF W/2-#5, SOLID GROUTED, TYP

2x8 PT SILL PLATE CONT W/5/8" DIA SS EXP ANCHORS @ 2'-0" O.C., TYP

SIMPSON H2.5 (OR APP'D EQ) HURRICANE TIE, TYP

2x8 BLOCKING BETWEEN RAFTERS

2x10 & 2x8 HDR ABV OPNG

SEE ARCH'L

2x10 BLOCKING BETWEEN JOISTS @ 1/3 POINTS, TYP

2x10 OUTRIGGERS @ OPNG, TYP

ELEV VARIES

TOW ELEV VARIES


ROOF JOISTS, SEE PLAN, TYP

2x8 SILL PLATE, SEE 3/S1.1, TYP

SIMPSON H2.5 (OR APP'D EQ) TIE EA FACE OF 2x10 BLOCKING, TYP

8" BOND BM CONT, SEE 3/S1.1, TYP

ARCH'L

SEE

2x10 BLOCKING BETWEEN JOISTS, TYP

ELEV VARIES

BOND BM ELEV, SEE ARCH'L


ROOF JOISTS, SEE PLAN, TYP

2x8 SILL PLATE, SEE 3/S1.1, TYP

SIMPSON H2.5 (OR APP'D EQ) TIE EA FACE OF 2x10 BLOCKING, TYP

8" BOND BM CONT, SEE 3/S1.1, TYP

ARCH'L

SEE

2x10 BLOCKING BETWEEN JOISTS, TYP

DECORATIVE WALL UNITS, SEE ARCH'L, TYP

AGUSTIN TELLEZ, JR.

79341


210.349.9098




ie-services.com

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ve

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San

An

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io, T

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& 9

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ite

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re.



SAN ANTONIO

LAREDO

Project NO.:

Date:

Revisions:

19005

CD

BG

DE

LL

AN

O P

AR

K IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/19

CIT

Y O

F L

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ED

O T

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CO

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TR

UC

TIO

N D

OC

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EN

TS

1192756

September 12, 2019

Fo

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ma

n S

tre

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9/1

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019

5:3

4:4

3 A

M

S1.1

FOUNDATION AND

ROOF FRAMING PLANS

north

SCALE: 1/4" = 1'-0"1 FOUNDATION PLAN

north

SCALE: 1/4" = 1'-0"2 FRAMING PLAN

SCALE: 3/4" = 1'-0"3 TYPICAL ROOF FRAMING ELEVATION

SCALE: 3/4" = 1'-0"4 TYPICAL PERIMETER FRAMING DETAIL

SCALE: 3/4" = 1'-0"5 TYPICAL PERIMETER FRAMING DETAIL

CORNER BARS EACH FACETO MATCH TOP, BOTTOMAND INTERMEDIATE BARSIN DISCONTINUOUS MEMBER

NOTES:

1. MATCH SIZE, LOCATION AND NUMBER OF HORIZONTALBEAM AND WALL BARS, EXCEPT THAT WHERE THERE AREMORE THAN 2 TOP OR BOTTOM BARS, ONLY THE INSIDEAND OUTSIDE BARS MUST BE MATCHED.

2. WHERE 90 DEGREE HOOKS ARE PROVIDED FOR TOP BARS CORNER BARS MAY BE OMITTED AT TOP. WHERE 90 DEGREE HOOKS ARE PROVIDED FOR BOTTOM BARS, CORNER BARS MAY BE OMITTED AT BOTTOM.

STOP DETAILEDREINF 2" SHORT OF FORM TYPICAL

CORNER BARS

PLAN

CORNER BARS EACH FACE TO MATCHLARGER BAR AT INTERSECTION.PROVIDE CORNER BARS SHOWN ATTOP, BOTTOM AND INTERMEDIATEHORIZONTAL BARS

EACH LEG TYPICAL

48 BAR DIAMETERS

EAC

H L

EG

TYPIC

AL

48 B

AR

DIA

METER

S

CONSTRUCTION JOINT WITHIN MIDDLE THIRD OF SPAN

ELEVATION

BEAM REINFORCINGCONTINUOUS THROUGHCONSTRUCTION JOINT 2 ADDL STIRRUPS

EACH SIDE OF JOINT

NOTE:THIS DETAIL APPLIES TO BEAMS < 4'-0" DEPTH.

11 1/4"

9 1/4"

24" TO 30"

20" TO 24"

7 1/4"

5 1/2"

3 1/2"

16" TO 20"

< 12"

12" TO 16"

KEY WIDTH

BEAMWIDTH

W

ADDL (4)-#6 x 5'-0" AT JOINT

6" 6" 6" 6"

1/3 "D

"1/

3 "D

"1/

3 "D

"

"D" D

EPTH O

F B

EAM

1 1/2" DEEP SHEAR KEY

3 ADDL STIRRUPS @4" OC (TYP EACH SIDEOF PIPE SLEEVE)

PIPE SLEEVE - SEE MEP SERIESDRAWINGS FOR EXACT SIZEAND LOCATION (Ø NOT TOEXCEED 6" NOR 1/3 BEAMDEPTH; SUBMIT DRAWING TOARCHITECT/ENGINEER SHOWINGLOCATION AND SIZE OF ALLPENETRATIONS LARGER THAN 3"PRIOR TO PLACEMENT)

(2)-#5 x 2'-6" ABOVE& BELOW SLEEVE

D/3

CLR

(MIN

)

D/3

CLR

(MIN

)BEAM

DEPTH "D

"

1'-

0 3

/128"

1'-

0 3

/128"

(TYP)1" CLR MIN

ELEVATION

CONTINUOUS 3/4"x1 1/2" KEY. IF METAL FORM IS USED, REMOVE IT BEFORE POURING ADJACENT SLAB

1/2"x2'-0" SMOOTH BARS @ 18" OC

VAPOR RETARDER

6" 6"

WHIC

HEV

ER

IS G

REATER

8" O

R S

LAB

THIC

KNESS,

#4 x 1'-0" @ 18"WITH (1)-#4 CONTINUOUSOPTIONAL

CONSTRUCTION JOINTDRAPE REINFORCING

1'-0"

VAPOR RETARDER

VAPOR RETARDER

THIC

KNESS

< SLAB

1'-0"

1'-0"

THIC

KNESS

> SLAB

NOTE:MAINTAIN TYPICAL SLAB THICKNESS EACH SIDE OF DROP UNLESS NOTED OTHERWISE.

-# CONT

#3 @ 18" OC

8"

EQUAL

-

EQUAL

1'-0

"

CENTERLINE OF WALLSEE ARCHITECTURAL DRAWINGS FOR LOCATION

VAPOR RETARDER,SEE STRUCTURAL NOTES

RECTANGULAR, SQUAREOR ROUND BLOCKOUT INSLAB-ON-GRADE

#4x2'-6" EA SIDE OFBLOCKOUT AT MID DEPTHOF SLAB (NOT REQD ATROUND BLOCKOUTS LESSTHAN 4" DIAMETER)

PLAN

2" CLR

PLAN

CONCRETE SLAB

(2)-#4 x 3'-0" @ ALL RE-ENTRANTCORNERS ((NOT ALIGNED WITHCONTROL JOINT)). PLACE IN TOPOF SLAB WITH 1" MIN CLEAR

2" C

LR

AGUSTIN TELLEZ, JR.

79341


210.349.9098




ie-services.com

Th

e r

eco

rd o

f th

is d

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is o

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the

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ltg

elt A

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San

An

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io, T

exa

s 7

82

01

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cP

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of th

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rch

ite

ctu

re.



SAN ANTONIO

LAREDO

Project NO.:

Date:

Revisions:

19005

CD

BG

DE

LL

AN

O P

AR

K IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/19

CIT

Y O

F L

AR

ED

O T

EX

AS

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS

1192756

September 12, 2019

Fo

ste

r A

ven

ue a

nd

San

ma

n S

tre

et

9/1

0/2

019

5:3

4:4

4 A

M

S2.1

TYPICAL CONCRETE

FRAMING DETAILS

SCALE: 3/4" = 1'-0"1 TYPICAL CORNER BARS AT GRADE BEAM INTERSECTION DETAIL

SCALE: 3/4" = 1'-0"2 TYPICAL CONCRETE BEAM CONSTRUCTION JOINT DETAIL

SCALE: 3/4" = 1'-0"3 TYPICAL HORIZONTAL GRADE BEAM PENETRATION DETAIL

SCALE: 3/4" = 1'-0"4 TYPICAL SLAB-ON-GRADE CONSTRUCTION JOINT DETAIL

SCALE: 3/4" = 1'-0"5 TYPICAL DROP IN SLAB-ON-GRADE DETAIL

SCALE: 3/4" = 1'-0"6 TYPICAL SLAB-ON-GRADE STIFFENER BEAM DETAIL

SCALE: 3/4" = 1'-0"7

TYPICAL ADDITIONAL REINFORCING ATBLOCKOUT IN SLAB-ON-GRADE < 3'-0" DETAIL

SCALE: 3/4" = 1'-0"8

TYPICAL SLAB RE-ENTRANTCORNER REINFORCING DETAIL

TOC ELEV

CVR, TYP3" CLR

1'-0"

PLAN

SEE

2'-6" M

IN

8" CMU WALL REINF W/#5 VERT @ 2'-8" OC IN SOLID GROUTED CELLS, TYP

#5 HOOKED DOWELS @ 2'-8" OC, EXTEND 2'-0" MIN INTO CMU WALL, TYP

2-#6 CONT TOP & BOTT W/#3 CLOSED TIES @ 12" OC, TYP

SEE PLAN FOR SLAB REINF. DOWEL OR HOOK INTO PERIMETER BM, TYP

VAPOR RETARDER, SEE STRUCT NOTES, TYP

COMPACTED FILL MAT'L, SEE STRUCT NOTES, TYP

3"

TOC ELEV

1'-0"

8" CMU WALL REINF W/#5 VERT @ 2'-8" OC IN SOLID GROUTED CELLS, TYP

#5 HOOKED DOWELS @ 2'-8" OC, EXTEND 2'-0" MIN INTO CMU WALL, TYP





1'-0" 1'-0"

CVR, TYP3" CLR

PLAN

SEE

2'-6"

TOC ELEV

CVR, TYP3" CLR

1'-0"

PLAN

SEE

2'-6" M

IN

LINE OF CONC BM BEYOND





1-#5 CONT TOP & BOTT W/#3 OPEN TIES @ 12" OC, TYP

TOC ELEV

CVR, TYP3" CLR

1'-0"

PLAN

SEE

2'-6" M

IN





3"

AGUSTIN TELLEZ, JR.

79341


210.349.9098




ie-services.com

Th

e r

eco

rd o

f th

is d

raw

ing

is o

n file

at

the

offic

es o

f S

lay A

rch

itectu

re,

12

3 A

ltg

elt A

ve

nu

e,

San

An

ton

io, T

exa

s 7

82

01

& 9

90

1 M

cP

he

rso

n R

oa

d,

Su

ite 1

04,

La

red

o,

Te

xas 7

80

45.

Th

is d

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me

nt

is r

ele

ased

fo

r th

e p

urp

ose

of re

fere

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, co

ord

inatio

n,

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ny p

art

y o

the

r th

an

Sla

y A

rch

ite

ctu

re.



SAN ANTONIO

LAREDO

Project NO.:

Date:

Revisions:

19005

CD

BG

DE

LL

AN

O P

AR

K IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/19

CIT

Y O

F L

AR

ED

O T

EX

AS

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS

1192756

September 12, 2019

Fo

ste

r A

ven

ue a

nd

San

ma

n S

tre

et

9/1

0/2

019

5:3

4:4

4 A

M

S2.2

CONCRETE FRAMING

DETAILS

SCALE: 3/4" = 1'-0"1 TYPICAL PERIMETER BEAM DETAIL

SCALE: 3/4" = 1'-0"2 TYPICAL INTERIOR BEAM AT CHASE DETAIL

SCALE: 3/4" = 1'-0"3 WIDENED BEAM DETAIL

SCALE: 3/4" = 1'-0"4 S2.2/4

#5 VERT IN GROUTED CELLFULL HEIGHT OF WALL @2'-8" OC MAX - TYP UNO

SEE 2/S3.1 FORDOWEL INFO

JAMB REINFORCING, TYP

ELEVATION

T.O. FOUNDATION

1 '-0" EXTEND HORIZONTAL REINFORCING16" FOR OPENINGS < 6'-0";24" MIN OR MATCH REINFORCEDJAMB WIDTH AT OPENINGS > 6'-0" -TYP

> 6'-0"< 6'-0"

NOTES:1. SEE ARCH DRAWINGS FOR LOCATION AND DIMENSIONS OF WALL OPENINGS.

2. SEE THE STRUCTURAL MASONRY NOTES ON S0.2 FOR LAP SPLICE LENGTHS. 3. SEE STRUCTURAL NOTES FOR ADDITIONAL CMU REQUIREMENTS.

4. ELECTRICAL JUNCTION BOXES SHALL NOT INTERRUPT WALL REINFORCEMENT.

SEE NOTE 4

3S3.1

4S3.1

3S3.1

3S3.1

4S3.1

2S3.1

"A" "B" "C"

CAST-IN-PLACE (STRAIGHT BAR)

PROVIDE DOWELS TOMATCH SIZE & SPACINGOF REINFORCING BARSIN WALL, TYP - SEE NOTE 1

1'-6" 2'-0" 5 1/2"

1'-6" 2'-6" 7"

2'-0" 3'-6" 8 1/2"

2'-6" 4'-10" 10"

#4

#5

#6

#7

CAST-IN-PLACE (HOOKED BAR)

#4 CONT

STD HOOKDRILL & ADHERE DOWELINTO CONCRETE, SEESTRUCTURAL NOTES FOR ADHESIVE DOWEL INFO

DRILLED-IN ALTERNATE(@ INTERIOR PARTITIONS ONLY)

SEE 1/S3.1 FORWALL REINF, TYPUNO

"A"

"B"

"B"

6"

"C"

"B"

SEE S

EC

TIO

NS

SLAB CONT AT INTERIOR CONDITION, TYP

NOTES:

1. AT WALLS WITH DOUBLE REINFORCING, PROVIDE SINGLE DOWEL AT SIZE AND SPACING OF SCHEDULED WALL REINFORCING. CENTER DOWEL ON WALL, UNO

2. MASONRY DOWELS SHALL BE TIED IN OR DRILLED AND ADHERED. MASONRY DOWELS SHALL NOT BE "STABBED" IN.

3. HOLES FOR MASONRY DOWELS MUST BE CLEANED WITH A WIRE BRUSH AND COMPRESSED AIR. SEE STRUCTURAL NOTES AND SPECIFICATIONS FOR ADDITIONAL INFORMATION. FOLLOW MANUFACTURER'S INSTALLATION INSTRUCTIONS.

DOWEL SIZE

DIMENSIONS

OPENINGS < 6'-0" 6'-0" < OPENINGS < 12'-0"

TROUGH BLOCKS

(2)-#4 CONT

GROUT AND VERT REINF SPACING, SEE CM-1, CM-1A

NOTES:

1. LINTELS SHALL REMAIN SHORED UNTIL MASONRY CONSTRUCTION ABOVE HAS CURED FOR A MINIMUM OF 14 DAYS.

2. SEE ARCHITECTURAL DRAWINGS FOR OPENING SIZE AND LOCATION.

3. EXTEND LINTELS PAST EDGES OF OPENINGS PER 1/S3.1, TYP.

4. VERTICAL CONTROL JOINTS SHALL NOT CROSS LINTEL REINFORCING.

(2)-#5 CONT

CO

URSE

GR

OUT

1

CO

URSE

GR

OUT

1

KNOCK-OUT WEB BOND BEAM

EXTEND VERTICAL REINFBEYOND THROUGH BONDBEAM

(2)-#4 CONT

WALL IS CONTINUOUSWHERE SHOWN

1" M

AX

TYP1 1/2" CLR

HORIZONTAL JOINTREINFORCING AT16" OC, UNO SEE 1/S3.1 FOR CMU WALL

VERT REINF

PRE-FABRICATEDJOINT REINFORCING SECTIONS @ CORNERS AND TEES (NOT SHOWN):

PLAN

TYPICAL VERT REINFAT CORNERS

(1)-#5 CORNERBAR 2'-6"

2'-6"

2'-6"

(1)-#5 CORNERBAR 2'-6"

SEE 3/S3.1 FORBOND BEAM REINFORCING, TYP

AGUSTIN TELLEZ, JR.

79341


210.349.9098




ie-services.com

Th

e r

eco

rd o

f th

is d

raw

ing

is o

n file

at

the

offic

es o

f S

lay A

rch

itectu

re,

12

3 A

ltg

elt A

ve

nu

e,

San

An

ton

io, T

exa

s 7

82

01

& 9

90

1 M

cP

he

rso

n R

oa

d,

Su

ite 1

04,

La

red

o,

Te

xas 7

80

45.

Th

is d

ocu

me

nt

is r

ele

ased

fo

r th

e p

urp

ose

of re

fere

nce

, co

ord

inatio

n,

an

d/o

f fa

cili

ty m

an

ag

em

en

t u

nd

er

the

au

tho

rity

of th

e n

am

ed

pro

fessio

na

l, r

eg

istr

atio

n n

um

be

r a

nd

date

on

th

e s

ea

l a

ffix

ed

ab

ove

.C

OP

YR

IGH

T 2

00

0 -

20

19

, S

lay A

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ite

ctu

re. T

his

do

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t w

as p

rep

are

d u

sin

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om

pu

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ftin

g e

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ved

on

mag

netic m

ed

ia.

Ne

ith

er

the

prin

ted

do

cu

men

t n

or

the

ma

gn

etic m

ed

ia m

ay b

e a

ltere

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r am

en

de

d b

y a

ny p

art

y o

the

r th

an

Sla

y A

rch

ite

ctu

re.



SAN ANTONIO

LAREDO

Project NO.:

Date:

Revisions:

19005

CD

BG

DE

LL

AN

O P

AR

K IM

PR

OV

EM

EN

TS

PR

OJE

CT

09/12/19

CIT

Y O

F L

AR

ED

O T

EX

AS

CO

NS

TR

UC

TIO

N D

OC

UM

EN

TS

1192756

September 12, 2019

Fo

ste

r A

ven

ue a

nd

San

ma

n S

tre

et

9/1

0/2

019

5:3

4:4

4 A

M

S3.1

TYPICAL CMU WALL

FRAMING DETAILS

SCALE: 3/4" = 1'-0"1 TYPICAL INTERIOR CMU PARTITION WALL REINFORCING DETAIL

SCALE: 3/4" = 1'-0"2 TYPICAL MASONRY WALL DOWEL DETAIL

SCALE: 3/4" = 1'-0"3 TYPICAL CMU LINTEL DETAIL

SCALE: 3/4" = 1'-0"4 TYPICAL CMU BOND BEAM DETAIL

SCALE: 3/4" = 1'-0"5 TYPICAL CMU BAR PLACEMENT DETAIL

SCALE: 3/4" = 1'-0"6 TYPICAL CORNER BARS AT BOND BEAMS DETAIL

CITY OF LAREDO TEXAS

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Transcript of CITY OF LAREDO TEXAS