Addendum_#5_Design_Specifications_Rev_2.pdf

COMPONENT & CLADDING DESIGN

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General Notes & Design Criteria

S0.1

RevisionDate

Sheet Name

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Project Number

24-0121

No.

REVISIONS

Drawn By:

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Date:

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9.25.24

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1 5.31.24 60% SUBMITTAL

2 6.11.24 PERMIT ISSUE

3 9.25.24 PI - REV. 1

4 12.17.25 REV. 2

CHANDLER A. COLE, P.E.

FL LICENSE NO. 102109

THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY CHANDLER

A. COLE, PE ON THE DATE ADJACENT TO THE SEAL. PRINTED

COPIES ARE NOT CONSIDERED SIGNED AND SEALED AND THE

SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES.

AutoCAD SHX Text SHOP DRAWING SUBMITTALS: THE GENERAL CONTRACTOR SHALL SUBMIT, FOR APPROVAL, THE FOLLOWING ITEMS: PRODUCT APPROVALS CERTIFYING THAT WINDOW, DOOR, SHUTTER, LOUVERS, ETC. MEET THE REQUIREMENTS AS STATED IN THESE DRAWINGS. MASONRY MATERIALS (BLOCK, GROUT, JOINT REINF., ETC.) (AS NEEDED)

AutoCAD SHX Text GENERAL NOTES: 1. CODES USED: 2023 FLORIDA BUILDING CODE, ACI, AND ASCE-7. ALL LATEST EDITIONS USED. CODES USED: 2023 FLORIDA BUILDING CODE, ACI, AND ASCE-7. ALL LATEST EDITIONS USED. 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS OTHERWISE NOTED ON THE PLANS. 5. DIMENSIONS ARE SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DIMENSIONS ARE SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DIMENSIONS CANNOT BE DETERMINED FROM THE ARCHITECTURAL PLANS, CONTACT THE ENGINEER OF RECORD.

AutoCAD SHX Text DESIGN LIVE LOADS: ROOF:....................................................................... 20 PSF DESIGN DEAD LOADS: ROOF:....................................................................... 85 PSF

AutoCAD SHX Text ANCHOR BOLTS (IF REQUIRED): ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A307 OR ASTM F1554 GRADE 36. WASHERS: SHALL BE IN ACCORDANCE WITH ASTM F436 GRADE 36. NUTS: SHALL BE IN ACCORDANCE WITH ASTM A563 GRADE A HEX. TYPICAL ANCHOR BOLTS ARE REQUIRED AT THE FOLLOWING LOCATIONS: 1. SPACED @ 32" OC AT EXTERIOR WALL SILL PLATES. SPACED @ 32" OC AT EXTERIOR WALL SILL PLATES. 2. AT THE EXTERIOR WALL SILL PLATES WHERE THE THREADED ROD IS MORE THAN 6" FROM THE END OF THE AT THE EXTERIOR WALL SILL PLATES WHERE THE THREADED ROD IS MORE THAN 6" FROM THE END OF THE PLATE. 3. ANCHOR BOLTS ARE NOT REQUIRED AT INTERIOR BEARING WALL SILL PLATES. ANCHOR BOLTS ARE NOT REQUIRED AT INTERIOR BEARING WALL SILL PLATES. 4. ANCHOR BOLTS SHALL BE USED UNDERNEATH FIRST FLOOR WINDOWS ON EACH SIDE BELOW EACH OPENING. ANCHOR BOLTS SHALL BE USED UNDERNEATH FIRST FLOOR WINDOWS ON EACH SIDE BELOW EACH OPENING.

AutoCAD SHX Text SOILS: 1. MAXIMUM ASSUMED ALLOWABLE SOIL BEARING CAPACITY = 2000 PSF MAXIMUM ASSUMED ALLOWABLE SOIL BEARING CAPACITY = 2000 PSF 2. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL AT THE TIME OF THIS DESIGN. THE OWNER SHALL AT THE TIME OF THIS DESIGN. THE OWNER SHALL THE TIME OF THIS DESIGN. THE OWNER SHALL THE TIME OF THIS DESIGN. THE OWNER SHALL TIME OF THIS DESIGN. THE OWNER SHALL TIME OF THIS DESIGN. THE OWNER SHALL OF THIS DESIGN. THE OWNER SHALL OF THIS DESIGN. THE OWNER SHALL THIS DESIGN. THE OWNER SHALL THIS DESIGN. THE OWNER SHALL DESIGN. THE OWNER SHALL DESIGN. THE OWNER SHALL THE OWNER SHALL THE OWNER SHALL THE OWNER SHALL OWNER SHALL OWNER SHALL SHALL SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. 3. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS FOLLOWED UNLESS MORE STRINGENT DESIGN IS FOLLOWED UNLESS MORE STRINGENT DESIGN IS FOLLOWED UNLESS MORE STRINGENT DESIGN IS UNLESS MORE STRINGENT DESIGN IS UNLESS MORE STRINGENT DESIGN IS MORE STRINGENT DESIGN IS MORE STRINGENT DESIGN IS STRINGENT DESIGN IS STRINGENT DESIGN IS DESIGN IS DESIGN IS IS IS SPECIFIED WITHIN THESE PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC WITHIN THESE PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC WITHIN THESE PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC THESE PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC THESE PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC PLANS. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC SHOULD BE FREE OF DEBRIS, ORGANIC SHOULD BE FREE OF DEBRIS, ORGANIC BE FREE OF DEBRIS, ORGANIC BE FREE OF DEBRIS, ORGANIC FREE OF DEBRIS, ORGANIC FREE OF DEBRIS, ORGANIC OF DEBRIS, ORGANIC OF DEBRIS, ORGANIC DEBRIS, ORGANIC DEBRIS, ORGANIC ORGANIC ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. 4. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" DRY DENSITY FOR A DEPTH OF 2'-0" DRY DENSITY FOR A DEPTH OF 2'-0" DENSITY FOR A DEPTH OF 2'-0" DENSITY FOR A DEPTH OF 2'-0" FOR A DEPTH OF 2'-0" FOR A DEPTH OF 2'-0" A DEPTH OF 2'-0" A DEPTH OF 2'-0" DEPTH OF 2'-0" DEPTH OF 2'-0" OF 2'-0" OF 2'-0" 2'-0" 2'-0" 2'-0" BELOW THE BOTTOM OF THE FOOTING.

AutoCAD SHX Text STEEL REINFORCEMENT (IF REQUIRED): (IF REQUIRED): : 1. STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH FBC, ACI 318 AND AS NOTED IN THESE PLANS. STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH FBC, ACI 318 AND AS NOTED IN THESE PLANS. 2. STEEL REINFORCEMENT SHALL BE ASTM A615, GRADE 60 STEEL REINFORCEMENT SHALL BE ASTM A615, GRADE 60 3. CONCRETE COVER SHALL BE IN ACCORDANCE WITH FBC AND AS FOLLOWS: CONCRETE COVER SHALL BE IN ACCORDANCE WITH FBC AND AS FOLLOWS: 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 2" FOR CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 1-1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS 36 BAR DIAMETERS OR 24", WHICHEVER IS 36 BAR DIAMETERS OR 24", WHICHEVER IS BAR DIAMETERS OR 24", WHICHEVER IS BAR DIAMETERS OR 24", WHICHEVER IS DIAMETERS OR 24", WHICHEVER IS DIAMETERS OR 24", WHICHEVER IS OR 24", WHICHEVER IS OR 24", WHICHEVER IS 24", WHICHEVER IS 24", WHICHEVER IS WHICHEVER IS WHICHEVER IS IS IS GREATER. CORNER REINFORCEMENT SHALL BE LAPPED 30". 5. ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND WITH THE TYPICAL BENDING DIAGRAMS AND WITH THE TYPICAL BENDING DIAGRAMS AND THE TYPICAL BENDING DIAGRAMS AND THE TYPICAL BENDING DIAGRAMS AND TYPICAL BENDING DIAGRAMS AND TYPICAL BENDING DIAGRAMS AND BENDING DIAGRAMS AND BENDING DIAGRAMS AND DIAGRAMS AND DIAGRAMS AND AND AND PLACING DETAILS OF ACI STANDARDS. 6. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING IN POSITION WITH STANDARD ACCESSORIES DURING IN POSITION WITH STANDARD ACCESSORIES DURING POSITION WITH STANDARD ACCESSORIES DURING POSITION WITH STANDARD ACCESSORIES DURING WITH STANDARD ACCESSORIES DURING WITH STANDARD ACCESSORIES DURING STANDARD ACCESSORIES DURING STANDARD ACCESSORIES DURING ACCESSORIES DURING ACCESSORIES DURING ACCESSORIES DURING DURING DURING PLACING OF CONCRETE. 7. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: MASONRY: 48 BAR DIAMETER. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: MASONRY: 48 BAR DIAMETER.

AutoCAD SHX Text WATERPROOFING: IT SHOULD BE NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION SHOULD BE NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION SHOULD BE NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION BE NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION BE NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION NOTED THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION THAT THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION THE EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION EOR IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION IS NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION NOT A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION A WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION EXPERT. THE FLASHING AND WATER INTRUSION THE FLASHING AND WATER INTRUSION THE FLASHING AND WATER INTRUSION FLASHING AND WATER INTRUSION FLASHING AND WATER INTRUSION AND WATER INTRUSION AND WATER INTRUSION WATER INTRUSION WATER INTRUSION INTRUSION INTRUSION PROTECTION ELEMENTS FOR THE STRUCTURE ARE THE RESPONSIBILITY OF THE ARCHITECT OF RECORD.

AutoCAD SHX Text

DESIGN CODE: 2023 FLORIDA BUILDING CODE (FBC) WITH LATEST SUPPLEMENTS

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OCCUPANCY: INSTITUTIONAL I-2

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CONSTRUCTION: TYPE V, UNPROTECTED

AutoCAD SHX Text BASIC WIND SPEED: V = 134 MPH V = 104 MPHult= 134 MPH V = 104 MPHasd= 104 MPH

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RISK CATEGORY: IV

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WIND EXPOSURE: C

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INTERNAL PRESSURE COEFFICIENT: ± 0.18 ENCLOSED BUILDING

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DESIGN SPECIFICATIONS:

AutoCAD SHX Text CONCRETE (IF REQUIRED): 1. CONCRETE SHALL BE IN ACCORDANCE WITH FBC & ACI. CONCRETE SHALL BE IN ACCORDANCE WITH FBC & ACI. 2. CAST-IN-PLACE CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF: CAST-IN-PLACE CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF: FOOTINGS...................3,000 PSI SLAB ON GRADE........3,000 PSI 3. NO WATER SHALL BE ADDED TO THE CONCRETE, AFTER THE TRUCK HAS LEFT THE BATCH PLANT WITHOUT NO WATER SHALL BE ADDED TO THE CONCRETE, AFTER THE TRUCK HAS LEFT THE BATCH PLANT WITHOUT AUTHORIZATION FROM THE ENGINEER-OF-RECORD (EOR), UNLESS THE DELIVERY TICKET INDICATES AN AMOUNT OF WATER THAT IS ALLOWED TO BE ADDED AT THE JON SITE, AFTER AUTHORIZATION BY THE TESTING LAB REPRESENTATIVE. 4. CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE STRUCTURAL EOR FOR REVIEW & APPROVAL. SUBMITTALS CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE STRUCTURAL EOR FOR REVIEW & APPROVAL. SUBMITTALS SHALL INCLUDE CERTIFICATES FROM AGGREGATES, ADDITIVES AND CEMENTITIOUS MATERIALS. 5. CONCRETE ADMIXTURES SHALL NOT CONTAIN ANY CALCIUM-CHLORIDE. CONCRETE ADMIXTURES SHALL NOT CONTAIN ANY CALCIUM-CHLORIDE. 6. CONCRETE SHALL BE NORMAL WEIGHT ( 145) CONCRETE WITH A MINIMUM OF 2% AIR ENTRAINMENT. CONCRETE SHALL BE NORMAL WEIGHT (±145) CONCRETE WITH A MINIMUM OF 2% AIR ENTRAINMENT.7. FLY ASH (ASTM C618) OR SLAG CEMENT (ASTM C989) MAY BE SUBSTITUTED FOR UP TO 40% OF THE FLY ASH (ASTM C618) OR SLAG CEMENT (ASTM C989) MAY BE SUBSTITUTED FOR UP TO 40% OF THE PORTLAND CEMENT (ASTM C150; TYPE I/II). FLY ASH SHALL NOT EXCEED 25% OF CEMENTITIOUS MATERIALS. 8. MAXIMUM WATER TO CEMENT (W/C) RATIO SHALL BE 0.51 ( 0.03). MAXIMUM WATER TO CEMENT (W/C) RATIO SHALL BE 0.51 (±0.03).9. CONTRACTOR SHALL ENGAGE A QUALIFIED TESTING & INSPECTING AGENCY, ACCEPTABLE TO THE OWNER, TO CONTRACTOR SHALL ENGAGE A QUALIFIED TESTING & INSPECTING AGENCY, ACCEPTABLE TO THE OWNER, TO PERFORM FIELD TEST, INSPECTIONS AND PREPARE TEST/INSPECTION REPORTS. 10. TESTING AGENCY SHALL OBTAIN THE FOLLOWING PER ASTM C172: TESTING AGENCY SHALL OBTAIN THE FOLLOWING PER ASTM C172: 10.1. SLUMP, PER ASTM C143, FOR EACH TRUCK LOAD. SLUMP, PER ASTM C143, FOR EACH TRUCK LOAD. 10.2. AIR CONTENT, PER ASTM C213, FOR THE FIRST AND EACH FIFTH TRUCK AFTER THAT. AIR CONTENT, PER ASTM C213, FOR THE FIRST AND EACH FIFTH TRUCK AFTER THAT. 10.3. TEMPERATURE, PER ASTM C1064, FOR EACH TRUCK. TEMPERATURE, PER ASTM C1064, FOR EACH TRUCK. 10.4. STRENGTH, PER ASTM C31, FOR EACH MIX DESIGN THAT DAY & FOR EVERY 50 CYD OF CONCRETE STRENGTH, PER ASTM C31, FOR EACH MIX DESIGN THAT DAY & FOR EVERY 50 CYD OF CONCRETE PLACED EACH DAY.

AutoCAD SHX Text MASONRY (IF REQUIRED): (IF REQUIRED): : A. MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS IN ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS ACCORDANCE WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS WITH FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS FBC AND IN ACCORDANCE WITH THE SPECIFICATIONS AND IN ACCORDANCE WITH THE SPECIFICATIONS AND IN ACCORDANCE WITH THE SPECIFICATIONS IN ACCORDANCE WITH THE SPECIFICATIONS IN ACCORDANCE WITH THE SPECIFICATIONS ACCORDANCE WITH THE SPECIFICATIONS ACCORDANCE WITH THE SPECIFICATIONS WITH THE SPECIFICATIONS WITH THE SPECIFICATIONS THE SPECIFICATIONS THE SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS FOR MASONRY STRUCTURES, TMS 602-16. B. TMS LIMITS THE GROUT LIFT HEIGHT TO 5'-4" AND REQUIRES A 1-HOUR INITIAL SET TIME BETWEEN LIFTS. TMS LIMITS THE GROUT LIFT HEIGHT TO 5'-4" AND REQUIRES A 1-HOUR INITIAL SET TIME BETWEEN LIFTS. MASONRY CONSTRUCTION: A. CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL IN ACCORDANCE WITH ASTM C90 AND SHALL IN ACCORDANCE WITH ASTM C90 AND SHALL ACCORDANCE WITH ASTM C90 AND SHALL ACCORDANCE WITH ASTM C90 AND SHALL WITH ASTM C90 AND SHALL WITH ASTM C90 AND SHALL ASTM C90 AND SHALL ASTM C90 AND SHALL C90 AND SHALL C90 AND SHALL AND SHALL AND SHALL SHALL SHALL HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM AREA COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM COMPRESSIVE STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM STRENGTH OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM OF 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM 1,900 PSI WHEN USING TYPE M OR S MORTAR (ASTM PSI WHEN USING TYPE M OR S MORTAR (ASTM PSI WHEN USING TYPE M OR S MORTAR (ASTM WHEN USING TYPE M OR S MORTAR (ASTM WHEN USING TYPE M OR S MORTAR (ASTM USING TYPE M OR S MORTAR (ASTM USING TYPE M OR S MORTAR (ASTM TYPE M OR S MORTAR (ASTM TYPE M OR S MORTAR (ASTM M OR S MORTAR (ASTM M OR S MORTAR (ASTM OR S MORTAR (ASTM OR S MORTAR (ASTM S MORTAR (ASTM S MORTAR (ASTM MORTAR (ASTM MORTAR (ASTM (ASTM (ASTM C270) IN ACCORDANCE WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR IN ACCORDANCE WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR IN ACCORDANCE WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR ACCORDANCE WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR ACCORDANCE WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR WITH ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR ACI 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR 530, THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR THE 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR 1,900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR BLOCK IN COMBINATION WITH TYPE M OR S MORTAR BLOCK IN COMBINATION WITH TYPE M OR S MORTAR IN COMBINATION WITH TYPE M OR S MORTAR IN COMBINATION WITH TYPE M OR S MORTAR COMBINATION WITH TYPE M OR S MORTAR COMBINATION WITH TYPE M OR S MORTAR WITH TYPE M OR S MORTAR WITH TYPE M OR S MORTAR TYPE M OR S MORTAR TYPE M OR S MORTAR M OR S MORTAR M OR S MORTAR OR S MORTAR OR S MORTAR S MORTAR S MORTAR MORTAR MORTAR PROVIDES A DESIGN COMPRESSIVE STRENGTH (F'M) OF 1,500 PSI. B. THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SHALL BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SHALL BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE BE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE IN ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE ACCORDANCE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE WITH ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE ASTM C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE C476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE AND SHALL HAVE A MAXIMUM COURSE AGGREGATE AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SHALL HAVE A MAXIMUM COURSE AGGREGATE SHALL HAVE A MAXIMUM COURSE AGGREGATE HAVE A MAXIMUM COURSE AGGREGATE HAVE A MAXIMUM COURSE AGGREGATE A MAXIMUM COURSE AGGREGATE A MAXIMUM COURSE AGGREGATE MAXIMUM COURSE AGGREGATE MAXIMUM COURSE AGGREGATE COURSE AGGREGATE COURSE AGGREGATE AGGREGATE AGGREGATE SIZE OF " PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF OF " PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF OF " PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF " PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 38" PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF SPECIFIED COMPRESSIVE STRENGTH OF SPECIFIED COMPRESSIVE STRENGTH OF COMPRESSIVE STRENGTH OF COMPRESSIVE STRENGTH OF STRENGTH OF STRENGTH OF OF OF 2,000 PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE WHEN TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE TESTED IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE IN ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE ACCORDANCE WITH ASTM C1019. FINE GROUT SHALL ONLY BE WITH ASTM C1019. FINE GROUT SHALL ONLY BE WITH ASTM C1019. FINE GROUT SHALL ONLY BE ASTM C1019. FINE GROUT SHALL ONLY BE ASTM C1019. FINE GROUT SHALL ONLY BE C1019. FINE GROUT SHALL ONLY BE C1019. FINE GROUT SHALL ONLY BE FINE GROUT SHALL ONLY BE FINE GROUT SHALL ONLY BE GROUT SHALL ONLY BE GROUT SHALL ONLY BE SHALL ONLY BE SHALL ONLY BE ONLY BE ONLY BE BE BE ALLOWED WITH WRITTEN APPROVAL OF EOR. C. DEFINITIONS: DEFINITIONS: GROUT POUR HEIGHT: THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF POUR HEIGHT: THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF POUR HEIGHT: THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF HEIGHT: THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF HEIGHT: THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF TO BE GROUTED PRIOR TO ERECTION OF TO BE GROUTED PRIOR TO ERECTION OF BE GROUTED PRIOR TO ERECTION OF BE GROUTED PRIOR TO ERECTION OF GROUTED PRIOR TO ERECTION OF GROUTED PRIOR TO ERECTION OF PRIOR TO ERECTION OF PRIOR TO ERECTION OF TO ERECTION OF TO ERECTION OF ERECTION OF ERECTION OF OF OF ADDITIONAL MASONRY. GROUT POUR: CONSISTS OF ONE OR MORE GROUT LIFTS. GROUT LIFT: THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 LIFT: THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 LIFT: THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 CONTINUOUS OPERATION AND IS LIMITED TO 5 CONTINUOUS OPERATION AND IS LIMITED TO 5 OPERATION AND IS LIMITED TO 5 OPERATION AND IS LIMITED TO 5 AND IS LIMITED TO 5 AND IS LIMITED TO 5 IS LIMITED TO 5 IS LIMITED TO 5 LIMITED TO 5 LIMITED TO 5 TO 5 TO 5 5 5 FEET (1524 MM). RODDING: THE ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING THE ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING THE ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING POURED CONCRETE OR GROUT IN ITS FORM BY FREEING POURED CONCRETE OR GROUT IN ITS FORM BY FREEING CONCRETE OR GROUT IN ITS FORM BY FREEING CONCRETE OR GROUT IN ITS FORM BY FREEING OR GROUT IN ITS FORM BY FREEING OR GROUT IN ITS FORM BY FREEING GROUT IN ITS FORM BY FREEING GROUT IN ITS FORM BY FREEING IN ITS FORM BY FREEING IN ITS FORM BY FREEING ITS FORM BY FREEING ITS FORM BY FREEING FORM BY FREEING FORM BY FREEING BY FREEING BY FREEING FREEING FREEING THE MASS OF AIR POCKETS WITH REPEATED STABS OF A ROD. PUDDLING: THE PROCESS OF INDUCING COMPACTION OF GROUT BY USE OF A TAMPING ROD. PUDDLE: THE ACT OF WORKING CONCRETE TO ELIMINATE HONEYCOMB, AND TO PRODUCE A DENSER MASS. PUDDLE STICK: A STICK OR ROD USED TO CONSOLIDATE GROUT BY HAND. D. MASONRY CONSTRUCTION AND INSPECTION GUIDELINES: MASONRY CONSTRUCTION AND INSPECTION GUIDELINES: 1. LAY UP MASONRY IN RUNNING BOND FOR SIZES AND REINFORCING PER PLANS AND ELEVATIONS. LAY UP MASONRY IN RUNNING BOND FOR SIZES AND REINFORCING PER PLANS AND ELEVATIONS. 2. FACE SHELLS OF BED JOINT SHALL BE MORTARED. FACE SHELLS OF BED JOINT SHALL BE MORTARED. 3. WEBS SHALL BE MORTARED AT CELLS TO BE GROUTED. WEBS SHALL BE MORTARED AT CELLS TO BE GROUTED. 4. VERTICAL CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED VERTICAL CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED TO BE GROUT FILLED UNLESS BOND IS SHIFTED TO BE GROUT FILLED UNLESS BOND IS SHIFTED BE GROUT FILLED UNLESS BOND IS SHIFTED BE GROUT FILLED UNLESS BOND IS SHIFTED GROUT FILLED UNLESS BOND IS SHIFTED GROUT FILLED UNLESS BOND IS SHIFTED FILLED UNLESS BOND IS SHIFTED FILLED UNLESS BOND IS SHIFTED UNLESS BOND IS SHIFTED UNLESS BOND IS SHIFTED BOND IS SHIFTED BOND IS SHIFTED IS SHIFTED IS SHIFTED SHIFTED SHIFTED DUE TO SITE CONDITIONS. 5. INSTALL HORIZONTAL JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK INSTALL HORIZONTAL JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK HORIZONTAL JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK HORIZONTAL JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK INCHES (407 MM) ON CENTER STARTING FIRST BLOCK INCHES (407 MM) ON CENTER STARTING FIRST BLOCK (407 MM) ON CENTER STARTING FIRST BLOCK (407 MM) ON CENTER STARTING FIRST BLOCK MM) ON CENTER STARTING FIRST BLOCK MM) ON CENTER STARTING FIRST BLOCK ON CENTER STARTING FIRST BLOCK ON CENTER STARTING FIRST BLOCK CENTER STARTING FIRST BLOCK CENTER STARTING FIRST BLOCK STARTING FIRST BLOCK STARTING FIRST BLOCK FIRST BLOCK FIRST BLOCK BLOCK BLOCK ABOVE FOUNDATION. 6. MAINTAIN MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND MAINTAIN MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND MM) COVER ON JOINT REINFORCING TO EXTERIOR AND MM) COVER ON JOINT REINFORCING TO EXTERIOR AND COVER ON JOINT REINFORCING TO EXTERIOR AND COVER ON JOINT REINFORCING TO EXTERIOR AND ON JOINT REINFORCING TO EXTERIOR AND ON JOINT REINFORCING TO EXTERIOR AND JOINT REINFORCING TO EXTERIOR AND JOINT REINFORCING TO EXTERIOR AND REINFORCING TO EXTERIOR AND REINFORCING TO EXTERIOR AND TO EXTERIOR AND TO EXTERIOR AND EXTERIOR AND EXTERIOR AND AND AND REINFORCING SHALL BE EMBEDDED IN MORTAR. 7. GROUT SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, GROUT SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, FREE OF DROPPINGS, DEBRIS, FREE OF DROPPINGS, DEBRIS, OF DROPPINGS, DEBRIS, OF DROPPINGS, DEBRIS, DROPPINGS, DEBRIS, DROPPINGS, DEBRIS, DEBRIS, DEBRIS, LOOSE AGGREGATE AND ANY MATERIAL DELETERIOUS TO MASONRY GROUT. 8. INSTALL REINFORCING IN GROUT CELLS PRIOR TO GROUTING. INSTALL REINFORCING IN GROUT CELLS PRIOR TO GROUTING. 9. GROUT SPACES ARE TO BE INSPECTED PRIOR TO PLACING GROUT. GROUT SPACES ARE TO BE INSPECTED PRIOR TO PLACING GROUT. 10. FILL CELLS AS NOTED ON THE PLANS, ELEVATIONS AND DETAILS. FILL CELLS AS NOTED ON THE PLANS, ELEVATIONS AND DETAILS. 11. PLACE GROUT IN LIFT TO 60 INCHES IN HEIGHT (CLEAN OUT HOLES ARE NOT REQUIRED). PLACE GROUT IN LIFT TO 60 INCHES IN HEIGHT (CLEAN OUT HOLES ARE NOT REQUIRED). 12. A REINFORCING BAR MAY BE USED TO ROD GROUT IN CELL, TO ENSURE THERE ARE NO VOIDS IN GROUT. A REINFORCING BAR MAY BE USED TO ROD GROUT IN CELL, TO ENSURE THERE ARE NO VOIDS IN GROUT. 13. PLACE REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI PLACE REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI MM) TO THE SIDE OF DOWEL IN CELL (ACI MM) TO THE SIDE OF DOWEL IN CELL (ACI TO THE SIDE OF DOWEL IN CELL (ACI TO THE SIDE OF DOWEL IN CELL (ACI THE SIDE OF DOWEL IN CELL (ACI THE SIDE OF DOWEL IN CELL (ACI SIDE OF DOWEL IN CELL (ACI SIDE OF DOWEL IN CELL (ACI OF DOWEL IN CELL (ACI OF DOWEL IN CELL (ACI DOWEL IN CELL (ACI DOWEL IN CELL (ACI IN CELL (ACI IN CELL (ACI CELL (ACI CELL (ACI (ACI (ACI 530-1.12.3.3) 14. GROUT SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER GROUT SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER MINUTES DEPENDING ON GROUT SLUMP AND WEATHER MINUTES DEPENDING ON GROUT SLUMP AND WEATHER DEPENDING ON GROUT SLUMP AND WEATHER DEPENDING ON GROUT SLUMP AND WEATHER ON GROUT SLUMP AND WEATHER ON GROUT SLUMP AND WEATHER GROUT SLUMP AND WEATHER GROUT SLUMP AND WEATHER SLUMP AND WEATHER SLUMP AND WEATHER AND WEATHER AND WEATHER WEATHER WEATHER CONDITIONS. 15. DO NOT BEND OR MOVE REINFORCEMENT AFTER GROUT HAS SET. DO NOT BEND OR MOVE REINFORCEMENT AFTER GROUT HAS SET. 16. FILL ALL CELLS SOLID BELOW FINISH FLOOR ELEVATION. FILL ALL CELLS SOLID BELOW FINISH FLOOR ELEVATION. 17. PROVIDE LEVEL "B" QUALITY ASSURANCE, AS PER ACI 530-05 TABLE 1.15.2. PROVIDE LEVEL "B" QUALITY ASSURANCE, AS PER ACI 530-05 TABLE 1.15.2. E. TOLERANCES: TOLERANCES: 1. CENTERLINE REINFORCING: CENTERLINE REINFORCING: 1.1. CENTERLINE LOCATION SHOULD BE WITHIN INCH (13 MM) OF CENTER OF MASONRY. CENTERLINE LOCATION SHOULD BE WITHIN INCH (13 MM) OF CENTER OF MASONRY. 12 INCH (13 MM) OF CENTER OF MASONRY. 1.2. HORIZONTAL LOCATION SHALL BE WITHIN 2 INCHES (51 MM) OF THE CENTER OF THE CELL. HORIZONTAL LOCATION SHALL BE WITHIN 2 INCHES (51 MM) OF THE CENTER OF THE CELL. 1.3. REINFORCING SHALL MAINTAIN POSITION WITHOUT BEING TIED. REINFORCING SHALL MAINTAIN POSITION WITHOUT BEING TIED. 1.4. DO NOT MOVE REINFORCING AFTER INITIAL SET OF GROUT. DO NOT MOVE REINFORCING AFTER INITIAL SET OF GROUT. F. BOND BEAMS: BOND BEAMS: 1. HORIZONTAL REINFORCING SHALL BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH HORIZONTAL REINFORCING SHALL BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH REINFORCING SHALL BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH REINFORCING SHALL BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH SHALL BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH SHALL BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH BE INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH 14 INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH MM) CLEAR OF MASONRY FOR FINE GROUT AND INCH CLEAR OF MASONRY FOR FINE GROUT AND INCH CLEAR OF MASONRY FOR FINE GROUT AND INCH OF MASONRY FOR FINE GROUT AND INCH OF MASONRY FOR FINE GROUT AND INCH MASONRY FOR FINE GROUT AND INCH MASONRY FOR FINE GROUT AND INCH FOR FINE GROUT AND INCH FOR FINE GROUT AND INCH FINE GROUT AND INCH FINE GROUT AND INCH GROUT AND INCH GROUT AND INCH AND INCH AND INCH INCH 12 INCH INCH (13 MM) FOR COARSE GROUT. 2. KNOCK OUT WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND KNOCK OUT WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND OUT WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND OUT WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND BLOCKS SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND SHALL BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND BE USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND USED FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND FOR BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND BLOCK AT THE TIP AND/OR THE BOTTOM OF THE BOND AT THE TIP AND/OR THE BOTTOM OF THE BOND AT THE TIP AND/OR THE BOTTOM OF THE BOND THE TIP AND/OR THE BOTTOM OF THE BOND THE TIP AND/OR THE BOTTOM OF THE BOND TIP AND/OR THE BOTTOM OF THE BOND TIP AND/OR THE BOTTOM OF THE BOND AND/OR THE BOTTOM OF THE BOND AND/OR THE BOTTOM OF THE BOND THE BOTTOM OF THE BOND THE BOTTOM OF THE BOND BOTTOM OF THE BOND BOTTOM OF THE BOND OF THE BOND OF THE BOND THE BOND THE BOND BOND BOND BEAMS, DEPENDING ON THE LOCATION. 3.