Attachment 2 - Drawings.pdf

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SHEET NUMBER:

SHEET REFERENCE:

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PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

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4 NOV 2020

CP1035622

90758

STRUCTURAL - GENERAL NOTES

1. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE

REQUIREMENTS OF THE FOLLOWING GOVERNING DESIGN CODES:

A. INTERNATIONAL BUILDING CODE 2018 EDITION

B. AISC STEEL CONSTRUCTION MANUAL (15TH EDITION)

C. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, (ACI 318-14)

D. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-16)

E. STRUCTURAL WELDING CODE AWS D1.4, 2015

F. UNIFIED FACILITIES CRITERIA, STRUCTURAL ENGINEERING 1 OCTOBER 2019

G. UNIFIED FACILITIES CRITERIA, DoD BUILDING CODE 8 OCTOBER 2019

2. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DOCUMENTS. USE THESE NOTES IN CONJUNCTION WITH THE PROJECT SPECIFICATIONS. IF A CONFLICT EXISTS, THE MORE STRINGENT

GOVERNS.

3. THE CONTRACTOR SHALL REVIEW ALL CONTRACT DOCUMENTS; INCLUDING DIMENSIONS, AND SITE CONDITIONS AND COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP DRAWINGS PRIOR TO CONSTRUCTION. ANY AND ALL DISCREPANCIES SHALL BE SUBMITTED IN WRITING TO CONTRACTING OFFICER. DO NOT MODIFY OR CHANGE THE SIZE OR DIMENSIONS OF STRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE CONTRACTING

OFFICER.

4. IT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR TO LOCATE ANY AND ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT, AND TO PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE. EACH CONTRACTOR SHALL PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC. EACH

CONTRACTOR IS SOLELY RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.

5. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. ANY QUESTIONS REGARDING APPLICABILITY OF TYPICAL

DETAILS SHALL BE RESOLVED BY THE ARCHITECT / ENGINEER.

6. DESIGN LOAD CRITERIA:

A. BUILDING RISK CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II

B. GRAVITY LOADS:

a. ROOF DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60 PSF

b. ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 PSF

c. STAIRS AND EXITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .100 PSF

C. SEISMIC LOADS:SEISMIC IMPORTANCE FACTOR Ie. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0

a. SEISMIC RESPONSE, Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.075) 7.5%

b. SEISMIC RESPONSE, S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.0530) 5.3%

c. SPECTRAL RESPONSE, Sds. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.080g

d. SPECTRAL RESPONSE, Sd1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.085g

e. SEISMIC FORCE RESISTING SYSTEM. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .ORD. PLAIN MASONRY WALLS

f. DESIGN BASE SHEAR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A

g. SEISMIC RESPONSE COEFFICIENT, Cs. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.053) 5.3%

h. RESPONSE MODIFICATION COEFFICIENT, R. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5

i. SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . EQUIVALENT LATERAL FORCE

j. SEISMIC DESIGN CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B

7. DO NOT SCALE THE DRAWINGS, USE DIMENSIONS SHOWN ON PLAN IN CONJUNCTION WITH CONTRACTOR FIELD VERIFIED INFORMATION. IF A CONFLICT EXISTS, NOTIFY THE CONTRACTING OFFICER IN WRITING FOR RESOLUTION

OF ANY AND ALL CONFLICTS.

STRUCTURAL STEEL NOTES

1. REFERENCE STANDARDS: STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION MANUAL AND THE AISC CODE OF STANDARD PRACTICE (REFERENCED EDITION) WITH

EXCEPTION NOTED IN THE PROJECT SPECIFICATIONS.

2. OSHA REQUIREMENTS:

A. THE CONTRACTOR SHALL PROVIDE ADDITIONAL ANCHORS, BOLTS, STABILIZERS, STIFFENERS, BRIDGING, BRACING, ETC. AS NECESSARY TO COMPLY WITH CURRENT OSHA REGULATIONS.

B. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING TO INSURE A STABLE STRUCTURE DURING THE

INSTALLATION OF STRUCTURAL STEEL MEMBERS.

3. MATERIAL REQUIREMENTS OF STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATIONS U.N.O.

A. ANGLES, CHANNELS, AND PLATES . . . . ASTM A36 OR ASTM A572, GRADE 50

B. WELDING ELECTRODES . . . . . . . . . . . . . . . . . . . . . . AWS D1.1 E70

4. USE STRUCTURAL STEEL THAT IS FULLY WELDABLE INCLUDING WHEN WELDING BETWEEN DIFFERENT GRADES OF STEEL.

SHOP WELDING SHALL BE UTILIZED IN LIEU OF FIELD WELDING WHEN OBTAINABLE.

5. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE AWS D1.1, LATEST EDITION, PUBLISHED BY THE AMERICAN WELDING SOCIETY (AWS). USE ELECTRODES CONFORMING TO AWS D1.1, E70 SERIES, U.N.O.

SHOW ALL SHOP WELDS ON THE FABRICATION DRAWINGS AND ALL FIELD WELDS ON THE ERECTION DRAWINGS. WELD SIZES AND LENGTHS ARE SHOWN ON THE DRAWINGS. WELD SIZES ARE THE NET EFFECTIVE SIZE REQUIRED. INCREASE THE WIDTH OF THE WELD IF A GAP EXISTS AT FAYING SURFACES. MINIMUM FILLET WELD SIZE IS 3/16".

6. ALL SHOP AND FIELD WELDERS, WELDING OPERATORS, AND TACKERS SHALL BE CERTIFIED ACCORDING TO AWS PROCEDURES AND HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TESTS. CERTIFICATION MUST BE

CURRENT.

7. ALL JOINT WELDING PROCEDURES TO BE USED SHALL BE PREPARED BY THE FABRICATOR OR CONTRACTOR AS WRITTEN PROCEDURE SPECIFICATIONS AND SUBMITTED TO THE ARCHITECT/ENGINEER FOR THEIR RECORD. ALL JOINT WELDING

PROCEDURES SHALL BE QUALIFIED PRIOR TO USE ACCORDING TO AWS PROCEDURES.

8. FIELD MODIFICATION OF STRUCTURAL STEEL SHALL NOT BE CUT IN FIELD OR MODIFIED WITHOUT PRIOR APPROVAL OF THE ENGINEER. SPLICING STEEL MEMBERS IS NOT PERMITTED EXCEPT WHERE EXPLICITLY SHOWN ON THE STRUCTURAL DRAWINGS OR WHERE APPROVED BY THE ENGINEER OF RECORD. SPLICES SHALL NOT OCCUR AT LOCATIONS OF MAXIMUM STRESS AND SHALL DEVELOP THE FULL CAPACITY OF THE MEMBER. SPLICE DETAILS SHALL BE SUBMITTED FOR APPROVAL

PRIOR TO BEGINNING WORK.

9. WHEN HOLES ARE REQUIRED IN METAL SURFACE, THEY SHALL BE CUT, DRILLED, OR PUNCHED HOLES PERPENDICULAR TO METAL SURFACE. IN NO INSTANCE IS IT ADEQUATE TO USE A FLAME TO CUT OR ENLARGE HOLES IN STRUCTURAL STEEL

MEMBERS.

10. THE STEEL SUPPLIER SHALL PROVIDE ALL MISCELLANEOUS STRUCTURAL STEEL ITEMS NECESSARY TO FULFILL THE INTENT OF THE STRUCTURAL DRAWINGS WHETHER OR NOT THE ITEMS ARE SHOWN ON THE STRUCTURAL DRAWINGS. SUCH ITEMS MAY INCLUDE BUT ARE NOT LIMITED TO EDGE ANGLES, CLOSURE PLATES, AND DECK SUPPORT FRAMING.

11. ALL EXTERIOR EXPOSED STEEL SHALL BE HOT DIP GALVANIZED.

12. ALL STRUCTURAL STEEL SHALL BE PRIME PAINTED WITH A MINIMUM DRY FILM THICKNESS OF 2.0 MILS.

13. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL MISCELLANEOUS STEEL THAT WILL BE REQUIRED.

CHEMICAL ADHESIVE FOR ANCHORAGE

1. ADHESIVE ANCHORS SHALL BE AS SPECIFIED ON THE CONSTRUCTION DRAWINGS OR APPROVED EQUIVALENT. ACCEPTABLE SYSTEMS SHALL INCLUDE: SIMPSON, HILTI (EPOXY OR POLYESTER RESIN ADHESIVE) ANCHORS OR APPROVED EQUIVALENT WITH DIAMETER AND EMBEDMENT LENGTH AS NOTED ON

THE DRAWINGS OR IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. INSTALL ALL

ANCHORAGE PER THE MANUFACTURERS RECOMMENDATIONS.

2. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER FOR THE PARTICULAR PRODUCT

SPECIFIED IN THE DRAWINGS.

3. UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL BE ACCORDING TO THE MANUFACTURER'S MOST CURRENT PUBLICATION IN ORDER TO DEVELOP MAXIMUM WORKING LOADS.

4. DO NOT EXCEED MANUFACTURER'S MAX. RECOMMENDED TIGHTENING TORQUE.

5. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS AND UNDER MANUFACTURER'S SUPERVISION IN ORDER TO DEVELOP THE MOST CURRENT PUBLISHED WORKING LOADS.

6. INSTALLATION OF ALL ANCHORS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT.

EPOXY ANCHOR INSTALLATION NOTES

HOLE PREPARATION

1. DRILL – DRILL HOLE TO SPECIFIED DIAMETER AND DEPTH.

2. BLOW – REMOVE DUST FROM HOLE WITH OIL-FREE COMPRESSED AIR FOR A MINIMUM OF 4 SECONDS.

COMPRESSED AIR NOZZLE MUST REACH THE BOTTOM OF THE HOLE.

3. BRUSH – CLEAN WITH A NYLON BRUSH FOR A MINIMUM OF 4 CYCLES. BRUSH SHOULD PROVIDE RESISTANCE

TO INSERTION. IF NO RESISTANCE IS FELT, THE BRUSH IS WORN AND MUST BE REPLACED.

4. BLOW – REMOVE DUST FROM HOLE WITH OIL-FREE COMPRESSED AIR FOR A MINIMUM OF 4 SECONDS.

COMPRESSED AIR NOZZLE MUST REACH THE BOTTOM OF THE HOLE.

CARTRIDGE PREPARATION

1. CARTRIDGE PREPARATION SHALL INCLUDE CHECKING EXPIRATION DATE ON PRODUCT LABEL. DO NOT USE

EXPIRED PRODUCT. PRODUCT IS USABLE UNTIL END OF PRINTED EXPIRATION MONTH.

2. ATTACH – ATTACH PROPER NOZZLE TO CARTRIDGE. DO NOT MODIFY NOZZLE.

3. INSERT – INSERT CARTRIDGE INTO DISPENSING TOOL.

4. DISPENSE – DISPENSE ADHESIVE TO THE SIDE UNTIL PROPERLY MIXED (UNIFORM COLOR).

FILLING THE HOLE

1. INSTALL ADHESIVE RETAINING CAP. REFER TO ADHESIVE RETAINING CAPS FOR PROPER ARC SIZE.

2. FILL – FILL HOLE 1/2 - 2/3 FULL, STARTING FROM BOTTOM OF HOLE TO PREVENT AIR POCKETS. WITHDRAW

NOZZLE AS HOLE FILLS UP.

3. INSERT CLEAN, OIL-FREE ANCHOR, TURNING SLOWLY UNTIL THE ANCHOR CONTACTS THE BOTTOM OF THE

HOLE.

4. DO NOT DISTURB THREADED ROD ANCHOR UNTIL FULLY CURED. (SEE CURE SCHEDULE FOR SPECIFIC

ADHESIVE IN CONTRACT DOCUMENTS AND COORDINATE WITH THE MANUFACTURERS WRITTEN

INSTRUCTIONS.)

MISC. STEEL NOTES

1. OTHER MISCELLANEOUS STEEL NOT SHOWN ON THE STRUCTURAL DOCUMENTS MAY BE IDENTIFIED IN THE ARCHITECTURAL AND/ OR MECHANICAL DRAWINGS. ALL OTHER MISCELLANEOUS SHAPES SHALL BE AT MINIMUM A36

STRUCTURAL STEEL, U.N.O.

2. EDGE ANGLES, CLIP ANGLES, PLATES, BARS AND OTHER MISCELLANEOUS ROLLED SHAPES SHALL BE ASTM A36

STRUCTURAL STEEL, U.N.O.

STRUCTURAL CONCRETE

1. ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14 AND ACI 301, EXCEPT AS MODIFIED BY

THE PROJECT CONSTRUCTION DOCUMENTS.

2. ALL CONCRETE SHALL MEET THE PROJECT SPECIFICATIONS AND SHALL DEVELOP COMPRESSIVE STRENGTHS AS

FOLLOWS (28 DAY STRENGTH):

A. NORMAL WEIGHT CONCRETE (145 PCF)

B. FOUNDATION & SLABS ON GRADE . . . . . . . . . . . . . . . . . 3500 PSI

3. SPACING BARS FOR CONCRETE SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND MEET THE REQUIREMENTS OF ASTM A-615. FOR PLACEMENT OF REINFORCING CONFORM TO ACI-301, ACI-315, ACI-318, AND CRSI "MANUAL OF STANDARD PRACTICE". ALL REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED, AND FIRMLY TIED IN PLACE WITH BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ABOVE REQUIREMENTS. PROVIDE CLASS "B" LAP

SPLICE FOR CONTINUOUS BARS. USE THE FOLLOWING COVER:

A. CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT, U.N.O.:

a. CONCRETE CAST AGAINST EARTH. . . . . . . . . . . . . . . . 3"

b. CONCRETE POURED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

• #5 REINFORCEMENT AND SMALLER . . . . . 1 1/2"

• REINFORCEMENT LARGER THAN #5 . . . . . . . 2"

4. ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER CONCRETE INSERTS SHALL BE SECURED ADEQUATELY IN POSITION PRIOR TO PLACEMENT OF CONCRETE. CONTRACTOR SHALL USE TEMPLATES TO INSURE ACCURATE

PLACEMENT OF ANCHOR BOLTS, DOWELS, ETC.

5. ALL CONCRETE SHALL BE CONSOLIDATED BY USE OF A MECHANICAL VIBRATOR OR OTHER MEANS APPROVED BY THE

ENGINEER.

6. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED. CONCRETE SHALL BE PLACED IN ITS FINAL POSITION WITHIN 90 MINUTES AFTER ADDITION OF BATCH WATER. CONCRETE SHALL BE

DISCARDED IF THE FOREGOING ELAPSED TIME IS EXCEEDED.

CONCRETE MASONRY UNITS (CMU) NOTES

1. ALL MASONRY WORK SHALL CONFORM TO ACI 530 AND 530.1. SPECIFICATION FOR MASONRY STRUCTURES.

2. CONSTRUCT REINFORCED MASONRY AS NOTED ON THE PLANS AND DETAILS IN ACCORDANCE WITH THE

REQUIREMENTS OF MASONRY SPECIFICATION SECTIONS.

3. ALL GROUT USED TO FILL REINFORCED MASONRY CAVITIES SHALL CONFORM TO ASTM C-476 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C1019.

AGGREGATE TO CONFORM TO ASTM C404 FOR COARSE GROUT AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE STRENGTH. TEST EVERY 30 YARDS OR EACH DAY'S GROUTING AND AS INDICATED IN THE PROJECT

SPECIFICATIONS.

4. ALL REINFORCING STEEL UTILIZED FOR REINFORCING MASONRY SHALL BE ASTM A-615 GRADE 60 REINFORCING

STEEL.

5. IN HIGH-LIFT GROUTING USE A MAX. LIFT OF 5'-0" WITH MIN. HALF HOUR MAX. ONE HOUR BETWEEN LIFTS. VIBRATE

EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING NEXT LIFT.

6. CELLS TO BE GROUTED SHALL HAVE A MINIMUM CLEAR DIMENSION OF 2 INCHES AND CLEAR AREA OF 8 SQUARE INCHES FOR 8" CMU. GROUTING SHALL BE DONE IN A CONTINUOUS OPERATION IN LIFTS ASS DEFINED PREVIOUSLY.

THE GROUT SHALL BE CONSOLIDATED BETWEEN LIFTS BY MECHANICAL VIBRATION. GROUT TO STOP MIN. 1" BELOW

JOINT IN BLOCK TO FORM A KEY IF SUBSEQUENT POURS ARE TO CONTINUE UPWARDS.

NEW OPENING IN CMU WALL, V.I.F.

NEW OPENING IN 12" AND 8" CMU WALL

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LINTEL INSTALLATION PROCEDURE

A A

SECTION A-A

OPENING

SEE ARCH

L6x6x3/8 EA. SIDE

1/8 2-6

6" SOLID

ENDS

GROUT CELL AND INSTALL (1) #6

IN TWO FIELD CELLS VERT. EPOXY

INTO EXISTING SLAB AND BOND

BEAM W/ #5 EMBEDDED 6"

8" 8"

1. SAW CUT HORIZONTAL JOINT AT EL. SEE ARCH. ABOVE FINISH FLOOR ELEVATION. TO AT LEAST 7/16"

SIDE BY 1/2 DEPTH OF CMU DEEP ON ONE FACE ONLY.

2. INSTALL LINTEL ANGLE IN THE SAWCUT JOINT. (8" BEARING EACH END)

3. REPEAT SAW CUT ON OPPOSITE FACE AND INSTALL SECTION LINTEL ANGLE (SAME AS PREVIOUS)

4. SAW CUT VERTICAL JOINT IN BOTH FACES AT JAMBS. REMOVE BLOCK BELOW LINTEL ANGLES TO

REQUIRED ELEVATION.

5. IF CMU EXTENDS BENEATH GRADE, CUT CMU MINIMUM 8" BELOW GRADE AND FILL CELLS AS SHOWN IN

DETAIL.

6. REPAIR SLAB AS REQUIRED.

7. INSTALL 1/4"x3" WIDE PLATE ATTACHING TO BOTTOM SIDE OF ANGLES.

PROVIDE 8"

CONCRETE BEAM W/

(2) #4 @BASE OF

OPENING, SLOPE AS

REQ'D

NEW OPENING

EXISTING FLOOR

FIELD

VERIFY IN

2 1/4"

A A

SECTION A-A

OPENING

SEE ARCH

GROUT CELL AND INSTALL (1) #6

IN TWO FIELD CELLS VERT. EPOXY

INTO EXISTING SLAB AND BOND

BEAM W/ #5 EMBEDDED 6"

8" 8"

8"

L8X6X7/16, LONG LEG

HORIZONTAL

L6X6X7/16

10" WIDE 1/4" PLATE,

CONT.

3/16 2�6

3/16 2�6

6" SOLID

ENDS

LINTEL INSTALLATION PROCEDURE

1. SAW CUT HORIZONTAL JOINT AT EL. SEE ARCH. ABOVE FINISH FLOOR ELEVATION. TO AT LEAST 1/2" SIDE BY 1/2 DEPTH OF CMU DEEP ON ONE FACE ONLY.

2. INSTALL LINTEL ANGLE IN TECH SAWCUT JOINT. (8" BEARING EACH END)

3. REPEAT SAW CUT ON OPPOSITE FACE AND INSTALL SECTION LINTEL ANGLE (SAME AS PREVIOUS)

4. SAW CUT VERTICAL JOINT IN BOTH FACES AT JAMBS. REMOVE BLOCK BELOW LINTEL ANGLES TO REQUIRED ELEVATION.

5. IF CMU EXTENDS BENEATH GRADE, CUT CMU MINIMUM 8" BELOW GRADE AND FILL CELLS AS SHOWN IN DETAIL.

6. REPAIR SLAB AS REQUIRED.

7. INSTALL 1/4"x10" WIDE PLATE ATTACHING TO BOTTOM SIDE OF ANGLES.

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BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

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CP1035622

90758

3/16" = 1'-0"

STRUCTURAL WORK PLAN

3/4" = 1'-0"

12" CMU WALL OPENING

1" = 1'-0"

EXISTING FLOOR REPAIR

3/4" = 1'-0"

12" & 8" CMU WALL OPENING

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