B2604Plans.pdf

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name:

pr oj ec t a dd re ss cl ie nt n am e:

pr oj ec t s ta tu s:

pr oj ec t n am e:

AR96099

JOHNNIE LOHRUM, JR.

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City of Deland - Jackson Lane Park Pavillon PROJECT ADDRESS: 720 N Frankfort Ave. Ave. DeLand, FL 32724

INDEX OF DRAWINGS

100% CONSTRUCTION DOCUMENTS

PLUMBING

P001 PLUMBING SYMBOLS, LEGEND, NOTES AND INDEX

P100 PLUMBING PLAN

MECHANICAL

M001 MECHANICAL SYMBOLS, LEGEND, NOTES AND INDEX

M100 MECHANICAL FLOOR PLAN

ELECTRICAL

E-001 ELECTRICAL SYMBOLS, LEGEND, NOTES AND INDEX

E-002 ELECTRICAL GENERAL NOTES

E-003 ELECTRICAL SPECIFICATIONS

E-101 ELECTRICAL PLANS AND LIGHT FIXTURE SCHEDULE

E-102 ELECTRICAL SITE PLAN

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL ONE-LINE DIAGRAM & DETAILS

CIVIL ENGINEERING

CITY OF DELAND

MECHANICAL, ELECTRICAL, PLUMBING & FIRE

PROTECTION ENGINEERING

TLC ENGINEERING SOLUTIONS

STRUCTURAL ENGINEERING

BBM STRUCTURAL

PROJECT SITE

N

PROJECT SITE

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LOCATION MAP, NTSVICINITY MAP, NTS

ARCHITECT

JL2 ARCHITECTURE

STRUCTURAL

S001 STRUCTURAL GENERAL NOTES

S002 STRUCTURAL GENERAL NOTES

S101 FOUNDATION PLAN

S102 ROOF FRAMING PLAN

S201 FOUNDATION SECTIONS AND DETAILS

S301 ROOF FRAMING SECTIONS AND DETAILS

S401 SCHEDULES

ARCHITECTURAL

A001 GENERAL INFORMATION, SYMBOLS, & ABBREVIATIONS

A002 GENERAL SPECIFICATIONS

A003 GENERAL SPECIFICATIONS

A004 GENERAL SPECIFICATIONS

A005 GENERAL SPECIFICATIONS

A006 GENERAL SPECIFICATIONS

A007 GENERAL SPECIFICATIONS

A008 GENERAL SPECIFICATIONS

A009 GENERAL SPECIFICATIONS

A010 GENERAL SPECIFICATIONS

A011 GENERAL SPECIFICATIONS

A012 GENERAL SPECIFICATIONS

A013 FLOOR PLAN, EXTERIOR ELEVATIONS

A014 RCP PLAN, BUILDING SECTIONS, INTERIOR ELEVATIONS, DETAILS

A015 DETAILS

NOTE: THE ABOVE RENDERING IS FOR REFERENCE ONLY AND DOES NOT NECESSARILY REPRESENT THE FINAL DESIGN.

INDEX OF GENERAL DRAWINGS

SHEET

NO. SHEET NAME REV. DATE

G000 COVER SHEET

G001 LIFE SAFETY

CIVIL

C1 COVER SHEET

C2 GENERAL NOTES

C3 PAY ITEMS

C4 EXISTING CONDITIONS AND DEMOLITION PLAN

C5 GRADING AND DRAINAGE PLAN

C6 SITE, LANDSCAPE, & UTILITY

C7 DETAILS

C8 UTILITY MARKER BALL LOCATERS

C9 MOT / TTC PLAN

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34"

19'-6"

19'-6"

34"

130 SF

MEN

130 SF

WOMEN

OCCUPANCY CLASSIFICATION (FBC, CHAPTER 3)

FBC, BUILDING, 8TH EDITION, CHAPTER 3 - USE & OCCUPANCY CLASSIFICATION

BUSINESS - PRIMARY FUNCTION: SECTION 303.1.1 (SMALL BUILDING) & 304.1, BUSINESS

GROUP B - OCCUPANCY / : BUSINESS (B)

OCCUPANCY LOAD FACTORS

OCCUPANCY USE / SF PER OCCUPANT FBC (SF) NFPA (SF)

OCCUPANCY CLASSIFICATION

CONSTRUCTION TYPE

B (BUSINESS),(FBC, CHAPTER 3, SECTION 302.1)

TYPE III B CONSTRUCTION (NON-SPRINKLERED)

ALLOWABLE BUILDING HEIGHT*

(FBC, TABLE 504.3)NON-SPRINKLERED

55'

ALLOWABLE STORIES*

(FBC TABLE 504.4)

ALLOWABLE BUILDING AREA*

(FBC, TABLE 506.2)

19,000 SF

BUILDING SPECIFIC INFORMATION (OUTDOOR RESTROOM)

FBC ALLOWABLE BUILDING REQUIREMENTS

AS REQUIRED AS DESIGNED

14'-4"

327 GSF

PRIMARY STRUCTURAL FRAME

BEARING WALLS, EXTERIOR 2 HOURS

FIRE RESISTANCE BY CONSTRUCTION TYPE (FBC, TABLE 601)

0 HOURS (NOT APPLICABLE)

BEARING WALLS, INTERIOR 0 HOURS (NOT APPLICABLE)

NONBEARING WALLS, EXTERIOR 0 HOURS (NOT APPLICABLE)

NONBEARING WALLS, EXTERIOR 0 HOURS (PER TABLE 705.5, 10 < X < 30)

FLOOR CONSTRUCTION 0 HOURS (NOT APPLICABLE)

ROOF CONSTRUCTION 0 HOURS

CORRIDORS 0 HOURS (NOT APPLICABLE)

EXIT STAIRS 0 HOURS (NOT APPLICABLE)

FLOOR OPENINGS / SHAFTS 0 HOURS (NOT APPLICABLE)

CONSTRUCTION TYPE

1-HOUR FIRE BARRIER 3/4 HOUR

OPENING PROTECTIVES IN FIRE RESISTANT CONSTRUCTION

FIRE RESISTANCE RATING

2-HOUR FIRE BARRIER 1-1/2 HOUR

1-HOUR EXIT ENCLOSURE 1 HOUR

SMOKE PARTITION 1/3 HOUR

ROOM & FINISH TYPE

EXITS CLASS A

INTERIOR FINISHES (FBC, TABLE 803.11)

FIRE RESISTANCE RATING

EXIT ACCESS CORRIDORS

OTHER THAN EXITS

CLASS B

CLASS C

INTERIOR FLOOR FINISHES PER FBC, SECTION 804

GENERAL ASSEMBLY AREAS (>300) N/A

N/AGENERAL ASSEMBLY AREAS (<300)

OCCUPANCY LOAD

BUSINESS (150 GSF) 4 OCCUPANTS

TOTAL OCCUPANCY = 2 OCCUPANTS

EGRESS CAPACITY

LEVEL EXIT WIDTH REQUIRED

4 PERSON x 0.2" = 0.8 INCHESFIRST FLOOR

EXIT WIDTH AS DESIGNED

34 INCHES

EGRESS COMPONENTS

MIN. NUMBER OF EXITS 2 (PER FBC, TABLE 1006.3.2)

MAX. TRAVEL DISTANCE 200 FEET,WITHOUT SPRINKLER (PER FBC, TABLE 1017.2)

MAX. COMMON PATH OF TRAVEL 30 FEET

MAX. DEAD END CORRIDOR NOT APPLICABLE

MIN. CORRIDOR WIDTH NOT APPLICABLE

MIN. STAIR WIDTH NOT APPLICABLE

MIN. DOOR WIDTH 0.2 INCHES PER PERSON (PER FBC, TABLE 1005.1)

BUSINESS (B) 150 GSF 150 GSF

NOT APPLICABLE

PROJECT SUMMARY

THE PROJECT DESIGNED IS A NEW 327 SF PAVILION FOR THE CITY OF DELAND AT JACKSON

LANE MEMORIAL PARK. THE PAVILION WILL INCLUDE RESTROOMS AS WELL AS SPACE FOR

OUTDOOR SEATING. THE PAVILION WILL CONSIST OF WOOD FRAME CONSTRUCTION FOR ITS

POST AND ROOF AND WILL UTILIZE CMU FOR THE RESTROOM CONTRUCTION.

APPLICABLE CODES

BUILDING:

FIRE / LIFE SAFETY:

FLORIDA BUILDING CODE, BUILDING - 8TH EDITION

FLORIDA FIRE PREVENTION CODE, 8TH EDITION

NFPA 1 FIRE CODE, 2021 EDITION

NFPA 101 LIFE SAFETY CODE, 2021 EDITION

PLUMBING: FLORIDA BUILDING CODE, PLUMBING, 8TH EDITION

FLORIDA BUILDING CODE, FUEL GAS, 8TH EDITION

MECHANICAL: FLORIDA BUILDING CODE, MECHANICAL, 8TH EDITION

ELECTRICAL: FLORIDA BUILDING CODE, CHAPTER 27, 8TH EDITION

NFPA 70, NATIONAL ELECTRICAL CODE, 2020 EDITION

NFPA 72, NATIONAL FIRE ALARM CODE, 2019 EDITION

ACCESSIBILITY: FLORIDA BUILDING CODE, ACCESSIBILITY, 8TH EDITION

AGENCIES HAVING JURISDICTION

BUILDING: CITY OF DELAND, FL (AHJ)

THE APPLICABLE CODES AS REQUIRED BY THE CODE OF ORDINANCE CITY OF DELAND,

FLORIDA. PERTINENT SECTION ARE, BUT NOT LIMITED TO,

CHAPTER 6 - BUILDINGS AND BUILDING REGULATIONS.

CHAPTER 7 - BUILDING AND HOUSING CODES

CHAPTER 9 - CONSTRUCTION INDUSTRY LICENSING

CHAPTER 10 - ELECTRICITY

CHAPTER 10B - EMERGENCY MANAGEMENT

CHAPTER 12 - FIRE PREVENTION

CHAPTER 15 - SOLID WASTE

CHAPTER 16 - HEALTH AND SANITATION

CHAPTER 20 - NOISE

CHAPTER 25 - PLUMBING

CHAPTER 26 - STREET AND SIDEWALKS

CHAPTER 28 - TRAFFIC AND PARKING

CHAPTER 30 - UTILITIES

CHAPTER 33 - LAND DEVELOPMENT

FIRE / LIFE SAFETY: CITY OF DELAND FIRE CHIEF AND DEPUTY CHIEF OF FIRE

OPERATIONS

TEST PROTOCOLS: FLORIDA BUILDING CODE, TEST PROTOCOLS FOR HIGH-VELOCITY

HURRICANE ZONE, 8TH EDITION

ENERGY: FLORIDA BUILDING CODE, ENERGY CONSERVATION, 8TH EDITION

GENERAL INFORMATION

SITE: DELAND, FL (VOLUSIA COUNTY)

NOTES:

1. PARTITIONS NOT EXCEEDING 60 INCHES AND IN LOCATIONS OTHER THAN EXITS

LOW HEIGHT PARTITIONS CLASS C

ACTUAL (327 GSF) / BUSINESS (150 GSF) =

TRAVEL DISTANCE TO EXIT, COMMON PATH

LIFE SAFETY SYMBOLS

FIRE EXTINGUISHER, CABINET

1 HOUR FIRE BARRIER

NON-RATED PARTITION

FEC

FIRE EXTINGUISHER, WALL MOUNTEDFE

WIDTH OF EGRESS UNITS (IN)36"

WALL SPEAKER / STROBE

FIRE STROBE ONLY

WALL MOUNTED EXIT LIGHT

CEILING MOUNTED EXIT LIGHT

CEILING MOUNTED SMOKE DETECTOR

MANUAL PULL STATIONP

SPEAKER

CEILING SPEAKER STROBE

1000 SF

100 SF 10

BUSINESS OCCUPANCY GROUP

TOTAL ROOM AREA

ALLOWABLE TOTAL

OCCUPANCY (MAX)

MAX FLOOR AREA

ALLOANCE PER

OCCUPANT

NOTE: NOT ALL ITEMS IN THIS LEGEND MAY BE USED.

2 HOUR FIRE BARRIER

SECURE SPACE PERIMETER

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IF THIS SHEET MEASURES LESS THAN 42" x 30", IT HAS BEEN REDUCED scale:

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designed by:

project no.:

issue date:

professional license no.:

name:

pr oj ec t a dd re ss cl ie nt n am e:

pr oj ec t s ta tu s:

pr oj ec t n am e:

consultant:

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1/4" = 1'-0"

FIRST FLOOR - LIFE SAFETY PLAN

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DESIGN CRITERIA

ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS OF

THE FLORIDA BUILDING CODE (FBC), EIGHTH EDITION (2023).

D1

DESIGN LOAD VALUES ARE INDICATED ON THE APPROPRIATE SHEETS

AS FOLLOWS:

FOUNDATION DESIGN - SEE FOUNDATION NOTE F2 ON THIS SHEET

ROOF FRAMING DESIGN - SHEET S102.

WIND DESIGN - SHEET S401.

RAIN DESIGN:

15 MINUTE RAINFALL INTENSITY: 7.46 IN/H.

60 MINUTE RAINFALL INTENSITY: 4.12 IN/H.

D2

TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THE

STRUCTURAL PLANS AND SPECIFICATIONS HAVE BEEN

DESIGNED IN ACCORDANCE WITH THE BUILDING CODE.

D3

EVERY REASONABLE EFFORT HAS BEEN MADE TO

ENSURE COORDINATION BETWEEN THESE DRAWINGS AND

THE BOUND STRUCTURAL SPECIFICATIONS. SHOULD

THERE BE ANY DISCREPANCIES, THE CONTRACTOR SHALL

THEN REQUEST A CLARIFICATION IN WRITING.

D4

GENERAL

THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT

DIMENSIONS ARE COORDINATED BETWEEN ARCHITECTURAL AND

STRUCTURAL DRAWINGS PRIOR TO FABRICATION OR START OF

CONSTRUCTION.

G1

THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES

NECESSARY TO PROTECT THE STRUCTURE, THE WORK PERSONNEL AND

OTHER PEOPLE DURING CONSTRUCTION. HE SHALL SUPERVISE AND

DIRECT THE WORK AND BE RESPONSIBLE FOR ALL CONSTRUCTION.

G2

NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE

REDUCED IN STRENGTH.

G3

THE GENERAL CONTRACTOR SHALL COORDINATE ARCHITECTURAL

MECHANICAL AND ELECTRICAL DRAWINGS FOR ANCHORED,

EMBEDDED AND SUPPORTED ITEMS WHICH AFFECT THE STRUCTURAL

DRAWINGS AND NOTIFY THE ARCHITECT/ENGINEER OF ANY

DISCREPANCIES.

G4

ALL SHOP DRAWING SUBMITTALS SHALL BE SUBMITTED VIA

ELECTRONIC MEDIA (i.e. PDF OR DWF FORMAT). HARD COPY

SUBMITTALS WILL NOT BE ACCEPTED.

SUBMITTALS SHALL NOT BE SECURED IN ANY FORMAT

THAT WILL PREVENT COMMENTS FROM BEING ADDED.

SUBMITTALS THAT ARE REQUIRED TO BE SIGNED AND

SEALED SHALL BE SUBMITTED WITH A CERTIFIED DIGITAL

SIGNATURE CONSISTENT WITH REQUIREMENTS OF STATE

LAW WHERE THE PROJECT IS LOCATED. INVALID OR

BLANK SIGNATURE FIELDS WILL NOT BE ACCEPTED.

SUBMITTALS THAT ARE MARKED PRELIMINARY OR ARE

OTHERWISE INCOMPLETE WILL BE RETURNED REJECTED

AND OR NOT REVIEWED. SUBMITTALS SHALL BE IN FINAL

OR COMPLETED STATE PRIOR TO SUBMISSION TO BBM.

G5

1.

2.

ANY SUBMITTALS RECEIVED BY ARCH/ENG THAT HAVE NOT BEEN

CHECKED BY THE GC AND HIS SUB-CONTRACTOR SHALL BE RETURNED

WITHOUT REVIEW.

G6

ALL SECTIONS AND DETAILS SHALL BE CONSTRUED TO BE TYPICAL OR

SIMILAR UNLESS ANOTHER SECTION OR DETAIL IS NOTED.

G7

ANY CONFLICTS NOTICED, OR OBSERVED, BETWEEN THE WRITTEN

SPECIFICATIONS AND THE CONSTRUCTION DOCUMENTS DURING PROJECT

BIDDING OR PROJECT CONSTRUCTION SHALL BE BROUGHT TO THE

IMMEDIATE ATTENTION OF THE STRUCTURAL ENGINEER-OF-RECORD. IF

SUCH DISCREPANCY IS NOT NOTICED OR BROUGHT TO THE ATTENTION

OF THE STRUCTURAL ENGINEER-OF-RECORD FOR WRITTEN

CLARIFICATION, THE CONTRACTOR/SUB-CONTRACTOR SHALL PROVIDE,

AT PROJECT BID OR DURING PROJECT CONSTRUCTION, THE MORE

STRINGENT AND/OR MORE COSTLY OF THE TWO ITEMS IN THE BID

AND/OR FINAL INSTALLATION.

G8

"BBM STRUCTURAL ENGINEERS" ASSUMES NO RISK OR LIABILITY FOR

THE SITE SAFETY OR WELL-BEING OF ANY CONTRACTOR, SUB-

CONTRACTOR NOR THEIR EMPLOYEES DURING THE CONSTRUCTION OF

THE PROJECT CONTAINED IN THESE DOCUMENTS.

G9

GENERAL CONTRACTOR/CONSTRUCTION MANAGER SHALL SUPPLY ALL

SUB-CONTRACTORS WITH THE STRUCTURAL GENERAL NOTE SHEETS AS

WELL AS THE STRUCTURAL DRAWINGS.

G10

G11 THE CONTRACTOR'S MEANS AND METHODS SHALL FULLY CONFORM TO

THE REQUIREMENTS OF SEI/ASCE 37 (DESIGN LOADS ON STRUCTURES

DURING CONSTRUCTION) UNTIL ALL OF THE STRUCTURAL ELEMENTS ARE

IN PLACE AND HAVE RECEIVED THE INSPECTOR'S APPROVAL.

REFER TO ARCHITECTURAL DRAWINGS FOR ROOF COVERINGS. ROOFS

SHALL BE INSPECTED BY A LICENSED ENGINEER/ARCHITECT AND A

REPRESENTATIVE OF THE ROOFING MANUFACTURER AND REPORTS

SHALL BE SUBMITTED TO THE OWNER AND ARCHITECT.

G12

3.

SPECIALTY ENGINEERING REQUIREMENTS

SE2

SE1 GUARDRAILS, HANDRAILS, POSTS AND SUPPORT CONNECTIONS SHALL

BE DESIGNED BY THE FABRICATOR'S SPECIALTY ENGINEER. SHOP

DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW

AND MUST BE SIGNED, DATED AND SEALED BY A ENGINEER

REGISTERED IN THE SAME STATE AS THE PROJECT LOCATION. DUE

CONSIDERATION SHALL BE GIVEN TO EXPANSION & CONTRACTION BY

PROVIDING SLIP JOINTS AS REQUIRED. DESIGN LOADING(S) SHALL

CONFORM TO ALL REQUIREMENTS OF THE BUILDING CODE (SEE

DESIGN CRITERIA FOR THE APPLICABLE BUILDING CODE).

FLAGPOLES AND SITE LIGHTING POLES SHALL BE DESIGNED BY THE

POLE VENDOR'S SPECIALTY ENGINEER AND SHALL INCLUDE POLES,

FOUNDATIONS AND CONNECTIONS. SHOP DRAWINGS AND CALCULATIONS

SHALL BE SUBMITTED FOR REVIEW AND MUST BE SIGNED, DATED AND

SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE SAME STATE

AS THE PROJECT LOCATION. MINIMUM DESIGN LOADS SHALL CONFORM

TO NAAMM FP1001-17 "SPECIFICATIONS FOR DESIGN LOADS OF METAL

FLAGPOLES".

CONTRACTOR SHALL SUBMIT FOR ENGINEER'S APPROVAL A SHORING/RE-

SHORING PLAN WITH SECTIONS AND CALCULATIONS, SIGNED, DATED AND

SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS

PROJECT LOCATION.

SE3

TRUSSES AND THEIR CONNECTIONS SHALL BE DESIGNED BY A SPECIALTY

ENGINEER. SHOP DWGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW

AND MUST BE SIGNED, DATED AND SEALED BY AN ENGINEER REGISTERED IN

THE SAME STATE AS THE PROJECT LOCATION.

SE4

REFER TO STRUCTURAL STEEL NOTES FOR CONNECTION ENGINEERING.SE5

SLAB ON GRADE

SOG1

MAXIMUM SPACING OF CONTROL JOINTS (i.e. SAWCUT JOINT OR

CONSTRUCTION JOINT) SHALL BE AS SET IN THE TABLE BELOW, OR AS

NOTED ON PLANS. THE MORE STRINGENT SHALL APPLY. PATTERNS SHALL

BE APPROXIMATELY SQUARE WITH A RATIO OF LONG SIDE TO SHORT SIDE

NOT EXCEEDING 1.5 TO 1. SEE SLAB-ON-GRADE DETAILS FOR ADDITIONAL

INFORMATION.

SOG2

(IN)

SLAB

THICKNESS

3/4" OR LARGER

AGGREGATE SPACING

(FT)

7 AND

GREATER

MIX DESIGNS CONTAINING

AGGREGATE LESS THAN 3/4"

ARE NOT ACCEPTABLE.

GENERAL CONTRACTOR SHALL COORDINATE EXACT LOCATION OF SJ'S AND

CJ'S WITH ARCHITECTURAL FLOOR FINISHES TO ENSURE SLAB JOINTS DO

NOT READ THROUGH.

SOG3

SLAB THICKNESS SHALL BE INCREASED AS REQUIRED TO PROVIDE

ADEQUATE SUPPORT FOR CRANE LOADS WITHOUT CRACKING SLAB.

SOG4

UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT, COMPACT

INTERIOR FILL TO 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY

(ASTM D1557). SOIL COMPACTION SHALL BE FIELD-CONTROLLED BY A

REPRESENTATIVE TECHNICIAN OF A QUALIFIED LABORATORY. EACH LAYER

OF FILL SHALL NOT EXCEED 12" THICK AND SHALL BE COMPACTED PRIOR

TO PLACEMENT OF NEXT LAYER.

FOUNDATIONS

A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY-

STANDARD SOIL DENSITY TESTS TO ENSURE CONFORMANCE WITH GEOTECHNICAL

SOILS REPORT. SUBMIT REPORTS TO ARCHITECT AND ENGINEER.

F3

CONTRACTOR, IN CONJUNCTION WITH GEOTECHNICAL FIELD REPRESENTATIVE,

SHALL DETERMINE IF ANY UNSUITABLE CONDITIONS ARE DISCOVERED DURING

EXCAVATION WHICH WOULD PREVENT ATTAINMENT OF THE DESIGN SOIL

PRESSURE RECOMMENDED BY THE SOILS REPORT.

F4

FOOTINGS SHALL BE CAST TO THE SCHEDULED SIZE AND SHALL NOT BE

OVERSIZED BY MORE THAN 6" ON ANY SIDE FOR FOOTING WIDTH OF AT

LEAST 6'-0". FOR FOOTINGS LESS THAN 6'-0" IN WIDTH THE MAXIMUM

OVERSIZING SHALL BE 3".

F5

CONTRACTOR SHALL BE PREPARED FOR AND SHALL INCLUDE COST OF FORMING

FOUNDATIONS SHOULD THE EARTH NOT PROVIDE ADEQUATE BANK STABILITY.

F6

SUBSURFACE INVESTIGATION HAS NOT BEEN PERFORMED AND GEOTECHNICAL

ENGINEERING REPORT WAS NOT AVAILABLE FOR FOUNDATION DESIGN. PRIOR

TO CONSTRUCTION, THE OWNER SHALL RETAIN THE SERVICES OF A QUALIFIED

GEOTECHNICAL ENGINEER TO PERFORM SOIL TEST BORINGS, PROVIDE

RECOMMENDATIONS FOR FOUNDATION DESIGN (INCLUDING NET ALLOWABLE

SOIL BEARING PRESSURE), PROVIDE EARTHWORK COMPACTION CRITERIA, AND

PERFORM SOIL TESTING DURING CONSTRUCTION. THE CONTRACTOR IS

RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN STRICT

ACCORDANCE WITH THIS REPORT. IF THE FOUNDATION RECOMMENDATIONS AND

NET ALLOWABLE SOIL BEARING CAPACITY DIFFER FROM THE ASSUMED VALUE,

THEN MODIFICATIONS TO THE DRAWINGS WILL BE REQUIRED. SHOULD THIS

OCCUR, THE CONTRACTOR SHALL STOP CONSTRUCTION AND NOTIFY

ARCHITECT/ ENGINEER IMMEDIATELY.

F1

FOUNDATION DESIGN IS BASED ON AN ASSUMED NET ALLOWABLE SOIL

BEARING PRESSURE OF 2,000 PSF. COMPACTION UNDER ALL

FOUNDATIONS SHALL ALSO BE AS STATED IN NOTE SOG1.

F2

POST-INSTALLED ANCHORS

PIA1

PIA3

POWDER-ACTUATED FASTENERS (PAF) SHALL BE BY SIMPSON STRONG-TIE

(ICC-ES ESR-2138), HILTI (ICC-ES ESR-1663 AND ESR-2269), DEWALT "POWER

DRIVEN FASTENERS" (ICC-ES ESR-2024) OR ENGINEER-APPROVED EQUAL.

REFER TO LIGHT-GAGE FRAMING NOTES (IF APPLICABLE) FOR

ADDITIONAL INFORMATION.

ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY

POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE

CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM

THE STRUCTURAL ENGINEER-OF-RECORD (SEOR) PRIOR TO INSTALLING POST-

INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE

ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID

CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED AND

PRODUCT SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER

THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE

STRUCTURAL ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE

PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER IN THE SAME

STATE AS PROJECT LOCATION. THE CALCULATIONS SHALL DEMONSTRATE THAT THE

SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT OR BETTER

PERFORMANCE VALUES OF THE SPECIFIED PRODUCT USING THE APPROPRIATE

DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

CONCRETE ANCHORS:

MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE

SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH

ACI 355.2 AND ICC-ES AC193. PRE-APPROVED MECHANICAL ANCHORS

INCLUDE:

HILTI KWIK BOLT-TZ2 EXPANSION ANCHOR SAFE SET SYSTEM WITH AT

MODULE FOR APPLICABLE SIZES (ICC-ES ESR-4266)

HILTI KWIK BOLT 1 EXPANSION ANCHOR SAFE SET SYSTEM WITH

HOLLOW DRILL BIT AND VACUUM AND AT MODULE FOR APPLICABLE

SIZES PER IAPMO UES ER-678

SIMPSON STRONG-TIE "STRONG-BOLT 2" (ICC-ES ESR-3037)

SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-2713)

DEWALT "POWER-STUD+ SD1" (ICC-ES ESR-2818)

DEWALT "POWER-STUD SD2, SD4 (304SS) AND SD6 (316SS)"

(ICC-ES ESR-2502)

DEWALT "SCREW-BOLT+" (ICC-ES ESR-3889)

DEWALT "SNAKE+" (ICC-ES ESR-2272)

A.

B.

PIA4 MASONRY ANCHORS:

A.

MECHANICAL AND CONCRETE SCREW ANCHORS FOR USE IN SOLID-

GROUTED CONCRETE MASONRY SHALL HAVE BEEN TESTED AND

QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR AC106,

RESPECTIVELY. PRE-APPROVED MECHANICAL AND CONCRETE

SCREW ANCHORS INCLUDE:

HILTI KWIK BOLT-TZ2 EXPANSION ANCHOR PER ICC-ES ESR-4561

SIMPSON STRONG-TIE "STRONG-BOLT 2" (IAPMO UES ER-240)

DEWALT "POWER-STUD+ SD1" (ICC-ES ESR-2966)

DEWALT "SCREW-BOLT+" (ICC-ES ESR-4042)

ADHESIVE ANCHORS FOR USE IN SOLID-GROUTED CONCRETE

MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE

IN ACCORDANCE WITH ICC-ES AC58. PRE-APPROVED ADHESIVE

ANCHORS INCLUDE:

HILTI HIT-HY 270 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL

BIT AND VACUUM PER ICC-ES ESR-4143

SIMPSON STRONG-TIE "SET-XP" (IAPMO UES ER-265)

SIMPSON STRONG-TIE "AT-XP" (IAPMO UES ER-281)

DEWALT AC100+ GOLD (ICC-ES ISR-3200)

B. ANCHORAGE TO HOLLOW CONCRETE MASONRY / UNREINFORCED

CLAY BRICK MASONRY

SCREW ANCHORS FOR USE IN HOLLOW CONCRETE MASONRY

SHALL HAVE BEEN TESTED AND QUALIFIED IN ACCORDANCE

WITH ICC-ES AC106. PRE-APPROVED SCREW ANCHORS

INCLUDE:

SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-1056)

ADHESIVE ANCHORS WITH SCREEN TUBES FOR USE IN HOLLOW

CONCRETE MASONRY / UNREINFORCED CLAY BRICK MASONRY

SHALL BE TESTED AND QUALIFIED IN ACCORDANCE WITH ICC-ES

AC58 OR AC60, AS APPROPRIATE. THE APPROPRIATE SCREEN

TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE

MANUFACTURER. PRE-APPROVED ADHESIVE ANCHORS WITH

SCREEN TUBES INCLUDE:

HILTI HY 270 ADHESIVE ANCHOR (ICC-ES ESR-4143)

SIMPSON STRONG-TIE "SET-XP" (IAPMO UES ER-265)

SIMPSON STRONG-TIE "ACRYLIC-TIE" (ICC-ES ER-5791)

DEWALT AC100+ GOLD (ICC-ES ISR-3200)-HOLLOW CONCRETE MASONRY

PIA5

PIA7

1.

3.

4.

6.

7.

2.

1.

2.

GAS-ACTUATED FASTENERS (GAF) SHALL BE BY SIMPSON STRONG-TIE

(ICC-ES ESR-2811), HILTI (ICC-ES ESR-1752), DEWALT "TRAK-IT C5

FASTENERS" (ICC-ES ESR-3275) OR ENGINEER-APPROVED EQUAL.

PIA6

9.

10.

1.

2.

3.

PIA2 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE

TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING

PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE

DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO

INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING

ANCHORS. ADDITIONALLY, INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO

VERTICALLY OVERHEAD ORIENTATION SHALL BE DONE BY CERTIFIED ADHESIVE

ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH

ACI 318-19 (SECTION 17.2.3). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED

PRIOR TO COMMENCEMENT OF INSTALLATION.

4.

HILTI

HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH THE HILTI HIT-Z ROD

PER ICC ESR-4868.

HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT

(TE-CD OR TE-YD) AND VACUUM WITH HAS-E THREADED ROD PER

ICC ESR-4868.

HILTI HY 200 V3 ADHESIVE ANCHOR USING TRADITIONAL CLEANING

METHOD, 2 BLOWS OF COMPRESSED AIR (90 PSI MINIMUM, OIL FREE

COMPRESSOR), 2 BRUSHES WITH SAME SIZE AS HOLE WIRE BRUSH

AND 2 MORE BLOWS, (2x2x2 CLEANING METHOD) PER ICC ESR-4868.

a.

b.

c.

HILTI HIT-RE 500-V3 EPOXY ADHESIVE ANCHORING SYSTEM WITH

HAS-E THREADED ROD PER ICC ESR-3814 FOR SLOW CURE

APPLICATIONS.

d.

SIMPSON STRONG-TIE "ET-3G" (ICC-ES ESR-5334)5.

SIMPSON STRONG-TIE "AT-XP" (IAPMO UES ER-263)

1. DEWALT

2. DEWALT AC200+ GOLD (ICC-ES ESR-4027)

c.

f.

SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-1056)g.

a.

b.

b.

d.

e.

a.

a.

c.

d.

e.

a.

ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL

BE INSPECTED AS FOLLOWS: AT THE ONSET OF EACH APPLICATION, A

MANUFACTURER'S REPRESENTATIVE MUST BE PRESENT TO WITNESS AT LEAST

FIVE COMPLETE INSTALLATIONS. INSTALLERS MUST BE TRAINED BY THE

MANUFACTURER AND MANUFACTURER SHALL SUBMIT DOCUMENTATION TO THE

CONTRACTOR INDICATING TRAINING HAS TAKEN PLACE. TRAINED INSTALLERS

SHALL PROVIDE WRITTEN DOCUMENTATION TO THE CONTRACTOR THAT ALL

ANCHORS HAVE BEEN INSTALLED PER THE MPII. CONTRACTOR SHALL SUBMIT

THIS DOCUMENTATION TO THE SEOR. ADHESIVE ANCHORS SHALL BE INSTALLED

IN CONCRETE HAVING MINIMUM AGE OF 21 DAYS. HOLES SHALL BE DRY AT THE

TIME OF INSTALLATION. ADHESIVES SHALL HAVE MAX IN-SERVICE SHORT-TERM

TEMPERATURE OF 150˚F, AND MAX IN-SERVICE LONG-TERM TEMPERATURE OF

110˚F. PRIOR TO INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL OR

UPWARDLY INCLINED ORIENTATIONS RESISTING SUSTAINED TENSION LOADS,

INSTALLERS ARE REQUIRED TO BE CERTIFIED IN ACCORDANCE WITH THE ACI /

CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM AND MUST BE

CONTINUOUSLY INSPECTED. ANCHORS SHALL ALSO HAVE BEEN TESTED AND

QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308. PRE-APPROVED

ADHESIVE ANCHORS INCLUDE THE FOLLOWING PRODUCTS:

6.

SIMPSON STRONG-TIE "ET-HP" (ICC-ES ESR-3372)

SIMPSON STRONG-TIE "ET-HP" (IAPMO UES ER-241)f.

DEWALT "MINI-UNDERCUT+" (ICC-ES ESR-3912)5.

DEWALT AC100+ GOLD (ICC-ES ISR-4105)-CLAY BRICK MASONRYb.

SIMPSON STRONG-TIE "STAINLESS STEEL TITEN HD" (IAPMO UES ER-493)

(316 OR 304 STAINLESS STEEL)

11.

7.

SIMPSON STRONG-TIE "SET-3G" (ICC-ES ESR-4057)

CORDLESS DIRECT FASTENERS (CDF) SHALL BE BY DEWALT (ICC-ES ESR-4076)

OR ENGINEER-APPROVED EQUAL.

PIA8

"PURE 220+" WITH DUSTX+ HOLLOW DRILL BIT SYSTEM OR USING

TRADITIONAL BLOW OUT METHOD PER ICC-ES ESR-5144.

AC200+ WITH DUSTX+ HOLLOW DRILL BIT SYSTEM OR USING

TRADITIONAL BLOW OUT METHOD PER ICC-ES ESR-4027.

a.

b.

HILTI KWIK-X DUAL ACTION ANCHOR SAFESET SYSTEM WITH KHC

CAPSULE ADHESIVE AND KWIK-HUS EZ PER ICC ESR-5065.

e.

HILTI KWIK BOLT-1 EXPANSION ANCHOR PER IAPMO UES ER-677d.

HILTI KH-EZ, KH-EZ CRC, KH-EZ SS316, KH-EZ C, AND KH-EZ P

SCREW ANCHORS PER ICC-ES ESR-3056

e.

HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH HILTI HOLLOW

DRILL BIT AND VACUUM PER ICC ESR-4878

c.

HILTI KWIK HUS-EZ (KH-EZ), KH-EZ CRC, KH-EZ SS316, KH-EZ C,

KH-EZ E, KH-EZ I, AND KH-EZ P SCREW ANCHOR SAFE SET SYSTEM

WITH HOLLOW DRILL BIT AND VACUUM PER ICC-ES ESR-3027

8.

POST-INSTALLED ANCHORS (cont).

FLORIDA PRODUCT APPROVAL / NOTICE OF ACCEPTANCE

THE STRUCTURAL ROOF DECK(S) FOR THIS PROJECT HAVE BEEN

DESIGNED TO BE COMPLIANT WITH THE CODES AND PRESSURES LISTED

HEREIN. ANY PRODUCTS INSTALLED OVER THE STRUCTURAL DECK(S)

SHALL HAVE BEEN TESTED AS AN ASSEMBLY, INCLUSIVE OF THE

STRUCTURAL DECK, AND SHALL BE SUBMITTED FOR APPROVAL WITH

THE FPA/NOA CLEARLY IDENTIFIED. FAILURE TO PROVIDE THIS

INFORMATION SHALL BE CAUSE FOR REJECTION BY THE ARCHITECT

AND BBM STRUCTURAL ENGINEERS, INC. ALL WARRANTIES MUST BE

PART OF THE ROOFING SUBMITTAL. ANY WARRANTY CONTAINING

LANGUAGE WHICH "EXCLUDES GALE AND/OR HURRICANE FORCE WIND

DAMAGE", OR "EXCLUDES DAMAGE FROM GALE AND/OR HURRICANE

FORCE WINDS", OR ANY OTHER SIMILAR VERBIAGE, SHALL BE

REJECTED AND THE ENTIRE PRODUCT ASSEMBLY SHALL NOT BE

PERMITTED FOR USAGE ON THE PROJECT.

FPA1

RATIONAL ANALYSIS OF THE ROOF SYSTEM SHALL NOT BE

PERMITTED WITHOUT THE WRITTEN CONSENT OF THE OWNER,

ARCHITECT AND ENGINEER, AND THEN, ONLY WHERE PERMITTED

BY THE LOCAL JURISDICTION HAVING DIRECT AUTHORITY.

FPA2

2x4 & 2x6 2x8 & 2x10 2x12

WOOD

Fb (PSI)

WD11

WD9

WD10

WD8

WD5

WD6

WD7

2 TO 4

WD3

WD2

WD1

Fv (PSI)

Fc (PSI)

NO. 2 SYP

NO. 2 SYP

NO. 2 SYP

NO. 2 SYP

NO. 2 SYP

1"

EDGE 2" END

WD12

DIST

DIST

2" END

DIST

(4 NAILS/ft) (5 NAILS/ft) (6 NAILS/ft)

DIST

2" END

REVIEW ARCHITECTURAL REFLECTED CEILING PLANS AND SECTIONS FOR

SPECIAL CEILING CONDITIONS INCLUDING CEILING SLOPES, TROFFERS,

COFFERS, TRAYS, STEPS AND OTHER SPECIAL FEATURES.

WOOD CONSTRUCTION SHALL CONFORM TO AITC, NATIONAL DESIGN

SPECIFICATIONS AND THE APPLICABLE CODE. SEE NOTE D1 FOR APPLICABLE

BUILDING CODE.

HURRICANE CLIPS, JOIST HANGERS, POST CAPS AND BASES, BEAM

HANGERS AND OTHER STANDARD CONNECTIONS SHALL BE ADEQUATE

FOR LOADS. METAL CONNECTORS AND FASTENERS SHALL BE G185 HOT-

DIPPED GALVANIZED.

PROVIDE MEMBERS AS SCHEDULED:

WOOD IN CONTACT WITH MASONRY OR CONCRETE

SHALL BE PRESSURE-TREATED.

UNLESS NOTED OTHERWISE, MULTI-MEMBER WOOD RAFTERS, BEAMS AND

LEDGERS SHALL BE FASTENED TOGETHER WITH 10d COMMON NAILS (0.131"x3"

PNEUMATIC FRAMING NAILS ARE AN ACCEPTABLE ALTERNATE) IN EVENLY

SPACED STAGGERED PATTERNS AS SHOWN BELOW:

FOR THREE (OR MORE) PLY MULTI MEMBERS, THE NAILS SHALL BE

INSTALLED SUCCESSIVELY. FOR EXAMPLE, PLACE THE FIRST AND SECOND

MEMBERS TOGETHER AND ATTACH PER THE SPECIFIED NAIL SPACING, THEN

PLACE THE THIRD MEMBER AGAINST THE

SECOND AND REPEAT NAILING, AND SO ON. EXCEPT FOR LEDGERS, EACH

MEMBER SHALL BE FULL LENGTH.

JOISTS OR RAFTERS SHALL BE LATERALLY SUPPORTED AT ENDS BY SOLID

BLOCKING OR OTHER MEANS TO PREVENT ROTATION.

STANDARD WASHERS SHALL BE USED BETWEEN WOOD AND BOLT HEADS AND

NUTS. BOLTS AND SCREWS SHALL BE ASTM A307. ALL FASTENERS IN

CONTACT WITH TREATED WOOD SHALL BE G185 HOT-DIPPED GALVANIZED.

DOUBLE STUDS SHALL BE PROVIDED UNDER EACH END OF BEAMS AND ON EACH

SIDE OF OPENINGS TO 4'-0" IN WIDTH. TRIPLE STUDS SHALL BE PROVIDED EACH

SIDE OF OPENINGS UP TO 7'-0" IN WIDTH, UNLESS NOTED OTHERWISE.

HEADERS SHALL BE (2) 2x10'S FOR SPANS UP TO 4'-0" AND (2) 2x12'S FOR SPANS UP TO 7'-0".

MICROLAM BEAMS SHALL CONFORM TO NER 126 AND SHALL BE 2.0 E S.P. (Fb = 2925 PSI, E=2,000,000 PSI)

1"

EDGE

DIST

1"

EDGE

DIST

VISUALLY GRADED DIMENSION LUMBER

1,400,000

1,400,000

1,400,000

1,400,000

1,400,000

E (PSI)

JOIST, STUD & HEADERS

THICKNESS

(in)

WIDTH

(in)

2 TO 4

2 TO 4

2 TO 4

2 TO 4

(PER SOUTHERN FOREST PRODUCTS ASSOCIATION SUPPLEMENT No. 13)

Fb (PSI)

WD4

Fv (PSI)

Fc (PSI)

NO. 2 SYP

PROVIDE MEMBERS AS SCHEDULED:

VISUALLY GRADED TIMBERS

1,500,000

1,200,000

E (PSI)BEAMS & COLUMNS

5x5 & LARGER SELECT

STRUCTURAL

SYP

* INCLUDES SIZE FACTOR (C )F

(PER SOUTHERN FOREST PRODUCTS ASSOCIATION SUPPLEMENT No. 13)

COMMERCIAL

GRADE AND

SPECIES

COMMERCIAL

GRADE AND

SPECIES

* INCLUDES SIZE FACTOR (C )F

1'-0"

1'-0" 1'-0"

NAILING PATTERN DETAILS

ABBREVIATIONS

EXTERIOREXT

SHORT LEG BACK-TO-BACK

SPACE(S)

SQUARE

STEEL

THICK

TIE BEAM

TOPPING

SHORT WAY

SOUTHERN YELLOW PINE

SYMMETRICAL

STRUCTURAL

STRENGTH

STIFFENER

STANDARD

SHORT SLOTTED

STAINLESS STEEL

SPECIFICATIONS

TIE COLUMN

TEMPERATURE

TOP AND BOTTOM

WITH

UNLESS NOTED OTHERWISE

WORKING POINT

WATERSTOP

WELDED WIRE FABRIC

WALL FOOTING

WINDOW OPENING (MASONRY)

VERIFY IN FIELD

WOOD

TOP OF

TYPICAL

TRANSVERSE

SLAB ON GRADE

INSIDE DIAMETER

JT

K

KO

INT

JST

ID

IF

JOINT

KNOCK-OUT

KIP

JOIST

INSIDE FACE

INTERIOR

WWF

W/

WO

WS

WP

VIF

UNO

WD

WF

GALVANIZE(D)

HOLLOW STRUCTURAL SECTION

GROUT FILLED CELL(S) / COURSE

GENERAL CONTRACTOR

GLU-LAM BEAM

HOLLOW-CORE

FINISHED FLOOR

GAUGE

GALV

GLB

HORIZ

HP

HS

HSS

HC

HK

GC

GFC

GR

ga

GB

HORIZONTAL

HOOK

HEADED STUD

HIGH POINT

GRADE

GRADE BEAM

FLR

FT

FTG

FLG

FS

FMG

FDN

FF

FIN

F/

FBC

FLOOR

FLANGE

FAR SIDE

FRAMING

FOOTING

FOOT

FINISH

FLORIDA BUILDING CODE

FACE OF

FOUNDATION

TEMP

TYP

TRANS

TOPG

THK

T/

SYMM

T&B

SYP

TC

TB

SSL

STIFFR

STRL

STR

STD

SW

STL

SLBB

SPECS

SOG

SS

SQ

SP

STEPPED FOOTING

SLOPE

SIMILAR

SHEET

STEEL JOIST INSTITUTE

SAWCUT JOINT

SCHEDULE

STEEL DECK INSTITUTE

POWDER-ACTUATED

PERPENDICULAR

PRE-ENGINEERED METAL

POUNDS PER LINEAR FOOT

RADIUS POINT

PLYWOOD

PARTITION

REINFORCED CONCRETE

REFERENCE

REINFORCE(D) (ING)

REQUIRED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

ROOM

RETURN

RADIUS

REQUIRE

ROOF

PANEL

PRECAST

PLATE

PLACES

LONG

POUND(S)

LINTEL

OVERALL

OPENING

LIVE LOAD

LOCATION

LONG WAY

LONG LEG BACK-TO-BACK

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG SLOTTED

LONGITUDINAL

LOW POINT

NEAR SIDE

NOT IN CONTRACT

OPPOSITE

OUTSIDE FACE

OUTSIDE DIAMETER

ON CENTER

NOT TO SCALE

OPPOSITE HAND

BELOWBLW

PLYWD

DEFORMED BAR ANCHOR

EDGE OF SLAB

EXPANSION JOINT

EQUAL SPACE(S) (ING)EQ SP

EXP

EOS

EW

ES

EQ

EL

EF

EJ

ENG

EA

EE

EXPANSION

ELEVATION

EQUAL

EACH SIDE

EACH WAY

ENGINEER

EACH

EACH FACE

EACH END

CTRD

DIAG

COORD

DWG

DBA

CSK

DN

DTL

DWL

DIA

DL

CY

CTR

DOWEL

DIAMETER

DIAGONAL

DOWN

DETAIL

DRAWING

DEAD LOAD

COORDINATE

COUNTER SINK

CUBIC YARD

CENTERED

CENTER

RP

SDI

SHT

SIM

SJI

SL

SJ

SF

SCH

RTN

RC

REF

REINF

REQ'D

REQ

RF

RM

PNL

PSF

PTN

R

PSI

CENTER TO CENTER

CONCRETE BEAM

CONCRETE COLUMN

COLD-FORMED STEEL

BOLTED TIE JOIST

CONSTRUCTION JOINT (OR

CONTROL JOINT)

CONSTRUCTION MANAGER

CONCRETE MASONRY UNIT

CAST-IN-PLACE

CC

CONC

CONT

CONN

COL

CLR

CONTR

CM

CMU

CIP

CFS

CJ

CONTRACTOR

CONNECTION

CONTINUOUS

CONCRETE

COLUMN

CLEAR(ANCE)

CENTERLINE

BTWN

BRDG

CANT

BRK

BRG

BOT

BS

C/C

CB

BTJ

BM

BP

BOTH SIDES

BETWEEN

CANTILEVER

BRICK

BEAM

BOTTOM

BASE PLATE

BRIDGING

BEARING

OH

PERP

PLF

PLS

PC

PAF

PEMB

OPNG

OPP

NS

NTS

OF

OD

OC

OA

NIC

ANCHOR BOLT

ARCHITECT(URAL)

ABOVE FINISH FLOOR

AMERICAN CONCRETE INSTITUTE

AUTOCLAVED AERATED CONCRETE

AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

AMERICAN IRON AND STEEL

AMERICAN SOCIETY OF TESTING

MATERIALS

AMERICAN WELDING SOCIETY

BLDG

A.I.S.I.

ARCH

ASTM

A.W.S.

B/

BB

AL

ALT

BUILDING

BOTTOM OF

BOND BEAM

ALUMINUM

ALTERNATE

INSTITUTE

AAC

ABV

A.C.I.

ADDL

AGGR

A.I.S.C.

AB

AFF

ADDITIONAL

AGGREGATE

ABOVE

LONG

LW

LP

LL

LLV

LOC

LNTL

LSL

LLBB

LLH

lb, #

LG

BUILDING

FASTENER(S)

MAS

MATL

MB

MBM

MC

MCJ

MECH

MEZZ

MFR

MIN

MISC

MO

MS

MTL

MASONRY

MATERIAL

MACHINE BOLT

METAL BUILDING MFR

MASONRY COLUMN

MASONRY CONTROL JT

MECHANICAL

MEZZANINE

MANUFACTURE(ER)

MINIMUM

MISCELLANEOUS

MASONRY OPENING

METAL STUD

METAL

MONOLITHIC EDGEME

MONOLITHIC FOOTINGMF

MONOLITHIC WALL FOOTINGMWF

PB PRE-CAST BEAM

VERTICALVERT

FD FLOOR DRAIN

SECTIONSECT

C, CL

P, PL

ANCHOR RODAR

MCN MOMENT CONNECTION

BLKG BLOCKING

ALLOWABLE STRESS DESIGNASD

LRFD LOAD & RESISTANCE FACTOR

DESIGN

HOT DIPPED GALVANIZEDHDG

OVERHEADOHD

SHEAR WALLSHW

MAX MAXIMUM

REINFORCED WITHR/W

L

L

COLD FORMED METAL FRAMINGCFMF

ROUGH OPENINGRO

GT GIRDER TRUSS

EXIST EXISTING

B O

R A ERB ILE

N

L I CENSE

F LO R I DA

P R

O F

E

S S

I O N A L E

N G

I N

E E

R

STATE OF

NO. 55996

2300 Maitland Center Parkway Suite 201 Maitland, FL 32751 p: 407 - 645 - 3423

EB: 5343

ENGINEER HEREBY EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT AND OTHER

PROPERTY RIGHTS IN THESE PLANS. THIS DESIGN AND DRAWINGS ARE NOT TO BE

REPRODUCED, CHANGED, COPIED OR ELECTRONICALLY DOWNLOADED OR OTHERWISE

DIGITALLY OBTAINED IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST SECURING THE

EXPRESSED WRITTEN PERMISSION AND CONSENT OF "BBM STRUCTURAL". NEITHER MAY THESE

DRAWINGS BE ASSIGNED TO ANY PERSON, PERSONS OR COMPANY WITHOUT FIRST OBTAINING

SAID WRITTEN PERMISSION AND CONSENT.

BBM PROJECT #

A R C H I T E C T U R E

F

E

D

C

B

A

F

E

D

C

B

A sh ee t t itl e:

sheet number:

IF THIS SHEET MEASURES LESS THAN 42" x 30", IT HAS BEEN REDUCED scale:

drawn by:

designed by:

project no.:

issue date:

professional license no.:

name:

pr oj ec t a dd re ss cl ie nt n am e:

pr oj ec t s ta tu s:

pr oj ec t n am e:

This item has been digitally signed and sealed by Bora

Erbilen, P.E. per the date provided.

Printed copies of this document are not considered signed and sealed and the signature must be verified on the any electronic copies.

55996

Bora Erbilem P.E.

consultant:

client:

25138

/1

4/

:0 6:

P

M

3/4" = 1'-0"

S001

S

TR

U C

TU

R

A L

G E

N E

R A

L N

O

TE

S

JG

RC

2025-P004

11/14/25

C ity o f D el an d

N . F ra nk fo rt

A ve

. A ve

. D eL an d, F L

C ity o f D el an d

Ja ck so n

La ne

P ar k P av ill on

0%

C D

N O

D

E S

C R

IP

T

IO

N

D A

MASONRY

NOTES:

MASONRY CONSTRUCTION MATERIALS AND INSPECTIONS SHALL CONFORM TO

THE LATEST EDITION OF THE ACI BUILDING CODE REQUIREMENTS FOR

CONCRETE MASONRY STRUCTURES (TMS 402-2016), SPECIFICATIONS FOR

MASONRY STRUCTURES (TMS 602-2016) ASTM C476-19, ASTM C1019-20 AND

NCMA TEK 107.

STOPPING AND RESUMING WORK: RACK BACK 1/2-UNIT LENGTH IN EACH

COURSE. DO NOT TOOTH. CLEAN EXPOSED SURFACES OF SET MASONRY.

REMOVE LOOSE MASONRY UNITS AND MORTAR PRIOR TO LAYING FRESH

MASONRY.

REINFORCE MASONRY OPENINGS LESS THAN 2'-0" WIDE, WITH HORIZ JOINT REINF

PLACED IN (2) HORIZ JOINTS APPROXIMATELY 8" APART, IMMEDIATELY ABOVE

THE GROUT FILLED LINTEL AND IMMEDIATELY BELOW THE GROUT FILLED SILL.

EXTEND REINFORCING A MINIMUM OF 2'-0" BEYOND JAMBS OF THE OPENING

EXCEPT AT CONTROL JOINTS.

DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS.

DO NOT APPLY CONCENTRATED LOADS TO MASONRY WALLS FOR (7)

DAYS.

EXTEND ALL VERTICAL WALL REINFORCEMENT TO WITHIN 2" OF TOP OF WALL

OR BEAM UNLESS NOTED OTHERWISE. TERMINATE REINFORCING WITH

STANDARD ACI 90 DEGREE HOOK IF ROOF JOISTS AND/OR TRUSSES BEAR ON

TOP OF WALL AND THERE IS NO PARAPET. IF PARAPET EXISTS, HOOK IS NOT

REQUIRED.

JOB SITE MIXING OF GROUT SHALL NOT BE PERMITTED. TESTING SHALL

CONFORM TO ASTM C1019. SEE TEST MOLD DETAIL BELOW. SEE SCHEDULE

BELOW FOR COMPRESSIVE STRENGTH AND SLUMP REQUIREMENTS.

M21

M17

M16

M15

M12

CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90. (f'm = 2000 PSI)

(2000 PSI ON THE NET AREA).

BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING.

ALL MASONRY CROSS WEBS SHALL BE FULLY BEDDED IN MORTAR AROUND

CELLS TO BE GROUTED.

REINFORCE WALLS WITH LADDER TYPE (ASTM A-153, #9 GAGE WIRE) DEFORMED

REINFORCEMENT EQUAL TO DUR-O-WAL IN BED JOINTS AT 16" OC UNO, MEASURED

VERTICALLY. PLACE PER MFR'S INSTRUCTIONS. LAP ALL HORIZONTAL JOINT

REINFORCING 6" MIN.

GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHOULD BE STOPPED

1 1/2" BELOW THE TOP OF THE MASONRY UNIT TO PROVIDE A KEY FOR

SUBSEQUENT GROUTING.

TYPICAL VERTICAL REINFORCING SIZE AND SPACING SHALL BE ABOVE AND

BELOW ALL WALL OPENINGS.

TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE STABILITY DURING

CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

PROVIDE FILLED PRECAST U-LINTELS AS MANUFACTURED BY CAST- CRETE OR

APPROVED EQUAL WITH (2) #5 CONT AT ALL OPENINGS WHERE BEAMS ARE NOT

SHOWN, SCHEDULED OR NOTED 2'-0" WIDE AND GREATER. LINTELS SHALL HAVE

MINIMUM UNFILLED CAPACITY OF 400 lb/LF AND BEAR NOMINAL 8" (MIN 8") EACH

END ON A GROUT FILLED CELL. PROVIDE PRE-CAST LINTEL MFR'S STANDARD

TABULATED LOAD TABLES AS EVIDENCE THAT THE MINIMUM CAPACITIES AS

LISTED IN THE BEAM SCHEDULE ARE SATISFIED. REFER TO MASONRY WALL BEAM

SCHEDULE FOR TYPICAL PRECAST LINTEL SPANS AND DETAILS.

VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/2" TO INSIDE

FACE. VERTICAL REINFORCEMENT IN WALLS SHALL BE SECURED AND

LATERALLY SUPPORTED AGAINST DISPLACEMENT AT INTERVALS NOT

EXCEEDING 192 x (BAR DIAMETER) OR 10 FT (WHICHEVER IS LESS) WHENEVER A

CLEANOUT IS REQUIRED. SEE GROUTING DETAIL NOTE FOR CLEANOUT

REQUIREMENTS.

M9

M14

M13

M11

M10

M6

M7

M5

M4

M3

M1

M2

IF WALL IS LAID UP NO GREATER THAN 5'-0" IN

HEIGHT ABOVE THE FOOTING OR PREVIOUS

GROUT POUR(S), A CLEAN-OUT HOLE SHALL NOT

BE REQUIRED. OTHERWISE, PROVIDE CLEAN-OUT

HOLE WITH MINIMUM SIZE OF 3"x3". OVERHANGING

MORTAR AND DEBRIS SHALL BE REMOVED FROM

INSIDE THE CELL WALLS. SEAL PRIOR TO

GROUTING BUT AFTER INSPECTION.

SEE NOTE M21 FOR GROUT PROPERTIES

GROUT FOR FILLED CELLS SHALL BE PLACED IN CONFORMANCE WITH ASTM C476-19

AND AS INDICATED BELOW:

M19

TYPICAL MASONRY DETAILS:M20

MORTAR SHALL COMPLY WITH ASTM C270, TYPE 'M' FOR RETAINING WALLS

AND WALLS BELOW GRADE, TYPE 'S' FOR TYPICAL WALLS. (COMPRESSIVE

STRENGTH = 2500 PSI AND 1800 PSI, RESPECTIVELY. SITE TESTED MORTAR

CUBES SHALL ACHIEVE A MINIMUM OF 80% OF THE DESIGN COMPRESSIVE

STRENGTH)

REFER TO ARCHITECTURAL DRAWINGS FOR WATERPROOFING DETAILS AT

MASONRY CONTROL JOINTS.

M18

M22

(4) 8x8x16 CMU BLOCKS

REQUIRED (FRONT BLOCK

REMOVED FOR CLARITY)3"x3"x1 5/8" WOOD BLOCK

COVER UNITS USING

ABSORPTIVE PAPER

TOWELLING W/ TAPE

GROUT TEST PRISM

MAX HEIGHT OF GROUT LIFT = 5'-0".

CONSOLIDATE BY MECHANICAL VIBRATION

PER ASTM C476-19. ONE OR MORE GROUT

LIFTS CONSTITUTE A GROUT POUR AND A

GROUT POUR EQUALS THE HEIGHT OF BLOCK

LAID UP AT ONE TIME.

STANDARD HOOK

(ALTERNATE SIDES)

DOWELS SAME AS

VERT BARS

VERT BAR CENTERED

IN FILLED CELL

L A P S

P L

IC

E

STOP VERTS 2" FROM TOP OF

WALL. HOOK MAY BE REQ'D,

SEE NOTE M17

JOINT REINF

SHALL BE

CONTINUOUS IN

BOTH DIRECTIONS

FILLED CELL W/ TYP WALL

REINF EACH SIDE OF MCJ

BOND BEAM REINF

CONTINUOUS AT MCJ

INTERSECTING

MASONRY WALLS

INTERSECTING

MASONRY WALLS

1/2" THROUGH-WALL

VERTICAL CONTROL JOINT

PRE-FABRICATED

"T" JOINT REINF

SEALANT - SEE ARCH

DWGS AND OR SPECS

HORIZ JOINT REINF @ 16"

OC VERT SPACING

FILLED CELL WITH TYP WALL

REINF EACH SIDE OF MCJ

3.

NOTES:

2.

1.

1/2" THROUGH-WALL

VERTICAL CONTROL JOINT

SEALANT - SEE ARCH

DWGS AND OR SPECS

MAXIMUM SPACING OF CONTROL JOINTS SHALL BE 1 1/2

x (WALL HEIGHT) OR 25'-0", WHICHEVER IS LESS.

THROUGH-WALL JOINT SHALL BE CONTINUOUS WITHOUT

INTERRUPTION FROM FOUNDATION TO TOP OF WALL.

TERMINATE TYPICAL HORIZONTAL JOINT

REINFORCING 2" FROM JOINT.

MINIMUM LAP SPLICES FOR REINFORCED CMU PER EIGHTH EDITION

(2023) FBC FOR LRFD DESIGNS.

#4 #5 #6 #7 #8

15" 23" 35" 48" 72" 82"

NOTES:

1.

2. #10 BARS SHALL BE SPLICED USING MECHANICAL CONNECTORS

AND SHALL ONLY BE ALLOWED IN 12" CMU.

#9 BARS ARE NOT ALLOWED IN 8" CMU BUT ACCEPTABLE FOR 10"

AND 12" CMU. MAXIMUM BAR DIAMETER SHALL NOT EXCEED ONE-

EIGHTH OF THE NOMINAL WALL THICKNESS.

#9

(NOTE 1)

#10

(NOTE 2)

CMU WALLS WITH CENTERED VERTICAL REINFORCING

#4 #5 #6 #7 #8

23" 36" 54" 63" 72" 82"

#9

(NOTE 1)

#10

(NOTE 2)

CMU WALLS WITH EACH FACE VERTICAL REINFORCING

3. EPOXY COATED BARS SHALL NOT BE USED.

1. BUTTER AROUND ALL CELLS THAT ARE TO BE FILLED WITH GROUT TO

ENSURE GROUT DOES NOT LEAK OUT.

L A P S

P L

IC

E

TEST MOLD (ASTM C-1019)

DETAIL - MASONRY GROUT

TYPICAL FILLED CELL

DETAILS

WALL INTERSECTION

WALL INTERSECTION

MAS CONTROL JOINT

(MCJ)

MCJ @ BOND BEAM

GROUTING DETAIL

DD

CC

BB

AA

2. DO NOT GROUT UNTIL MORTAR HAS SET SUFFICIENTLY TO WITHSTAND

THE PRESSURE OF THE GROUT. WAIT NOT LESS THAN 24 HOURS.

3. PLACE GROUT WITHIN 90 MINUTES FROM INTRODUCING WATER IN THE

MIXTURE AND PRIOR TO INITIAL SET.

4. MAXIMUM WALL HEIGHT FROM TOP OF FOOTING OR PREVIOUS GROUT

POURS LAID UP AT ONE TIME SHALL BE 4'-0".

5. THE MINIMUM CONTINUOUS UNOBSTRUCTED CLEAR AREA IN CELL TO

RECEIVE GROUT MUST BE NOT LESS THAN 3"x3". MORTAR FINS MUST

BE REMOVED AS BLOCK PLACEMENT PROCEEDS. MORTAR

DROPPINGS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE

GROUTED.

D D

NOTES:

REINF IS CONTINUOUS

AT CONTROL JOINT IN

CONC TIE BEAM

ADJUST STIRRUP LOCATION

SLIGHTLY TO CLEAR JOINT

BY MIN 2"

3/8"W x 1"D VERT

(DUMMY) JOINT EACH

SIDE OF TIE BEAM

NTS

M A S O

N R

Y

A L

IG

N W

IT

H

C O

N T R

O L

J

IN

T STIRRUPS - SEE

SCH FOR SIZE

AND SPACING

SEE MASONRY NOTES ON GENERAL NOTE SHEETS FOR

HORIZONTAL JOINT REINFORCING AND OTHER ADDITIONAL

INFORMATION.

SEE FDN PLAN NOTES FOR REINFORCED FILLED CELL

SIZE & SPACING.

MULTIPLE FILLED CELLS MAY BE REQUIRED AT JAMBS.

ADDITIONAL BARS WILL BE SHOWN ON PLAN(S). IF NONE ARE

SHOWN, THEN A SINGLE TYPICAL REINFORCED JAMB CELL IS

SUFFICIENT.

SEE ARCHITECTURAL DRAWINGS FOR OPENING SIZES

AND LOCATIONS.

5.

4.

3.

2.

SPACING

TYPICAL

SPACING

TYPICAL

SEE DETAIL "CC" FOR LOCATING MASONRY CONTROL JOINTS.

CONTRACTOR SHALL SUBMIT MCJ PLAN TO ARCHITECT FOR

APPROVAL.

1.

TYP INTERIOR

NON-LOAD-BEARING

CMU WALL ON

THICKENED SLAB

WINDOW OPNG

(SEE NOTE 4)

TYP INTERIOR LOAD-BEARING

CMU WALL ON FOOTING

DOOR

OPENING

TYP EXTERIOR

LOAD-BEARING CMU

WALL ON FOOTING

S P A C

IN

G T Y P

IC

A L

SEE PLANS FOR ADD'L

FILLED CELLS REQ'D

AT OPENINGS (VARIES)

C WALL

PROVIDE ADD'L

REINFORCED

FILLED CELL

/8

INTERIOR NON-LOAD-

BEARING WALL ON

THICKENED SLAB

SEALANT - SEE

ARCH DWGS AND

OR SPECS EXTERIOR LOAD-

BEARING WALL

(3) REINF CELLS

AT CORNERS, TYP

(SEE

NOTE 4)

ILLUSTRATIVE PLAN OF VARIOUS

CMU WALL CONDITIONS

MCJ @ TIE BEAM

& NON-LOAD-BRG WALLS

INTERSECTION OF LOAD-BRG

EE BB

AA

CC

EE

L

ANY MASONRY THAT IS BELOW GRADE SHALL BE FULLY GROUTED UP TO

FINISHED FLOOR.

M8

MCJ SEE DETAIL CC NOTE 4

4. MASONRY CONTROL JOINTS IN CMU WALLS SHALL

NOT BE LOCATED WITHIN 16" OF ANY JAMB.

FILLED CELL, PRECAST

LINTELS & BOND BEAMS

LOCATION SLUMP

28 DAY

STRENGTH

COARSE

AGGREGATE

HOLLOW METAL FRAMES, 4"

PARTITION BLOCK

2500 PSI 8" TO 11" 3/8"

2500 PSI 8" TO 11" NONE

NOTES:

ALL MASONRY GROUT SHALL CONFORM TO ASTM C 476.

COURSE AGGREGATES SHALL CONFORM TO ASTM C 404.

DO NOT TEST GROUT USING CYLINDERS AS THIS IS CONTRARY

TO ASTM C476-19 AND IS STRICTLY PROHIBITED.

1.

2.

3.

MASONRY GROUT SHALL HAVE THE FOLLOWING PROPERTIES:

GRID LINE

EXISTING

MATCH LINE

HIDDEN

CONTINUOUS

DASHED

TYPICAL LINETYPES

SECTION CUTS

GRID ID

REVISION MARK

TYPICAL PLAN

KEYNOTE SYMBOL

SECTION & DETAIL ID

ELEVATION SYMBOL

MATERIALSCHANGE IN

SLAB ELEVATION

PLAN HATCHES

SECTION HATCHES

SHEET

NUMBER

NUMBER FOR SECTION

LETTER FOR DETAIL

OR DETAIL OCCURS

SHEET ON WHICH SECTION

LETTER FOR DETAIL

NUMBER FOR SECTION

SCALE

CONCRETE

EARTH

STEEL

PRECAST

CONCRETE

GROUT

8" LOAD-BRG

CMU WALLS

NON-LOAD-

BRG CMU

WALLS

SYMBOL LEGEND

TITLE

MOMENT CONNECTION

B O

R A ERB ILE

N

L I CENSE

F LO R I DA

P R

O F

E

S S

I O N A L E

N G

I N

E E

R

STATE OF

NO. 55996

2300 Maitland Center Parkway Suite 201 Maitland, FL 32751 p: 407 - 645 - 3423

EB: 5343

ENGINEER HEREBY EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT AND OTHER

PROPERTY RIGHTS IN THESE PLANS. THIS DESIGN AND DRAWINGS ARE NOT TO BE

REPRODUCED, CHANGED, COPIED OR ELECTRONICALLY DOWNLOADED OR OTHERWISE

DIGITALLY OBTAINED IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST SECURING THE

EXPRESSED WRITTEN PERMISSION AND CONSENT OF "BBM STRUCTURAL". NEITHER MAY THESE

DRAWINGS BE ASSIGNED TO ANY PERSON, PERSONS OR COMPANY WITHOUT FIRST OBTAINING

SAID WRITTEN PERMISSION AND CONSENT.

BBM PROJECT #

A R C H I T E C T U R E

F

E

D

C

B

A

F

E

D

C

B

A sh ee t t itl e:

sheet number:

IF THIS SHEET MEASURES LESS THAN 42" x 30", IT HAS BEEN REDUCED scale:

drawn by:

designed by:

project no.:

issue date:

professional license no.:

name:

pr oj ec t a dd re ss cl ie nt n am e:

pr oj ec t s ta tu s:

pr oj ec t n am e:

This item has been digitally signed and sealed by Bora

Erbilen, P.E. per the date provided.

Printed copies of this document are not considered signed and sealed and the signature must be verified on the any electronic copies.

55996

Bora Erbilem P.E.

consultant:

client:

25138

/1

4/

:0 6:

P

M

3/4" = 1'-0"

S002

S

TR

U C

TU

R

A L

G E

N E

R A

L N

O

TE

S

JG

RC

2025-P004

11/14/25

C ity o f D el an d

N . F ra nk fo rt

A ve

. A ve

. D eL an d, F L

C ity o f D el an d

Ja ck so n

La ne

P ar k P av ill on

0%

C D

N O

D

E S

C R

IP

T

IO

N

D A

MWF20

MWF20

M W

F

M W

F

WC1

MF46 MF46 MF46

MF46 MF46 MF46

MF46 MF46 MF46

WC1 WC1

WC1 WC1 WC1

WC1 WC1 WC1

1 2 3

A

B

E

19' - 4"

9' - 8" 9' - 8"

20' - 0 3/8"

4"

B1

S201

B1

S201

B3

S201

C

D

FOUNDATION PLAN NOTES:

MAINTAIN STRUCTURAL SLAB THICKNESS AT ALL FLOOR SLOPES

AND DEPRESSIONS.

TYP SPACING OF FILLED CELLS SHALL APPLY

ABOVE AND BELOW OPENINGS ALSO.

REINF LOAD-BEARING CMU WALLS WITH #5 VERT BAR

CENTERED IN GROUT-FILLED CELL AT ENDS, CORNERS AND AT

MAX SPACING OF 32" OC. PROVIDE (1) REINF CELLS AT ALL

GIRDER BEARING LOCATIONS WHERE A TIE COLUMN IS NOT

CALLED OUT. ADDITIONAL FILLED CELLS REQUIRED AT JAMBS

ARE SHOWN THUS " " ON EACH STRUCTURAL PLAN. SEE

"ILLUSTRATIVE PLAN OF VARIOUS CMU WALL CONDITIONS" ON

SHEET S002 FOR ADDITIONAL REQUIRED FILLED CELLS AND

OTHER INFORMATION.

ALL FTGS ARE CENTERED BENEATH BEARING

WALLS AND COLUMNS (TYP, UNO).

STEP AND/OR LOWER FOUNDATIONS WHERE SHOWN AND AS

NECESSARY TO AVOID INTERFERENCE WITH OTHER TRADES.

SEE CONCRETE GENERAL NOTES FOR DETAILS AND SECTIONS.

PARTICULAR ATTENTION SHALL BE PAID TO DOWNSPOUTS

ENSURING THAT PROPER ACTIONS HAVE BEEN TAKEN TO

PREVENT PIPES FROM CONFLICTING WITH THE FOUNDATION

SYSTEM.

ALL CMU BEARING WALLS ARE 8" (TYP, UNO).

T/ SLAB EL = 100'-0" (TYP, UNO). REFERENCE ONLY - SEE

CIVIL DWGS FOR ACTUAL ELEVATION.

FLOOR SLAB SHALL BE 4" THICK CONCRETE REINF WITH

6x6-W1.4xW1.4 WWF. UNO IN ARCHITECTURAL

SPECIFICATIONS, PROVIDE CLASS A (MIN 10 MIL) VAPOR

RETARDER (ASTM E 1745-11) ON COMPACTED SUBGRADE.

SEE "SLAB-ON-GRADE DETAILS" ON SHEET S201 FOR

PLACEMENT OF REINF.

LOCATION OF MASONRY CONTROL JOINTS (MCJ) SHALL BE

COORDINATED WITH ARCHITECTURAL DRAWINGS AND

SHALL NOT EXCEED REQUIREMENTS OUTLINED IN NOTE M20

ON SHT S002. FOR ADDITIONAL FILLED CELLS REQUIRED

AT MASONRY CONTROL JOINTS AND NOT SHOWN ON

FOUNDATION PLANS, SEE "ILLUSTRATIVE PLAN OF VARIOUS

CMU WALL CONDITIONS" ON SHT S002. SUBMIT MCJ PLAN

TO ARCHITECT FOR APPROVAL.

NOTE TO GC:

SEE SHEETS S001 AND S002 FOR STRUCTURAL GENERAL NOTES.

12.

11.

9.

8.

7.

6.

5.

4.

3.

2.

1.

T/ WALL FTG EL = 98'-8" (TYP, UNO).

T/ COL FTG EL = 98'-8" (TYP, UNO). 13. THE CONTRACTOR SHALL COORDINATE ALL UNDERGROUND

UTILITIES, PIPES, ETC...WITH THE FOUNDATION PLAN AND

FOUNDATION ELEVATIONS. FOOTING PENETRATION DETAILS

MAY BE FOUND IN THE CONCRETE AND REINFORCING SECTION

OF THE STRUCTURAL GENERAL NOTES.

SEE SHEET S401 FOR SCHEDULED PRECAST BEAMS (PB)

REQUIRED AT ALL MASONRY OPENINGS, UNO. PB'S SHALL BE

PROVIDED FOR ALL OPENINGS BASED ON THE PB SPAN AS

INDICATED IN SCHEDULE.

10.

FOUNDATION PLAN KEY NOTES:

(2) #4x4'-0" LONG @ 3" OC PLACED 2" CLR FROM

CORNER, CENTERED IN SLAB (TYP).

FOUNDATION LEGEND:

INDICATES WOOD COLUMN. SEE B3/S201 FOR INFO.

INDICATES PAD FOOTING. SEE FOUNDATION

SCHEDULE ON SHEET S401 FOR INFO.

INDICATES WALL FOOTING. SEE FOUNDATION

SCHEDULE ON SHEET S401 FOR INFO.

WC

F

WF

INDICATES MASONRY CONTROL JOINT. SEE M20 ON

GENERAL NOTE SHEET S002 FOR INFO.

MCJ-

SLAB DEPRESSION, SEE DETAIL F4/S201. REFERENCE

ARCH DWGS FOR EXACT SIZE, LOCATION AND DEPTH OF

DEPRESSION.

B O

R A ERB ILE

N

L I CENSE

F LO R I DA

P R

O F

E

S S

I O N A L E

N G

I N

E E

R

STATE OF

NO. 55996

2300 Maitland Center Parkway Suite 201 Maitland, FL 32751 p: 407 - 645 - 3423

EB: 5343

ENGINEER HEREBY EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT AND OTHER

PROPERTY RIGHTS IN THESE PLANS. THIS DESIGN AND DRAWINGS ARE NOT TO BE

REPRODUCED, CHANGED, COPIED OR ELECTRONICALLY DOWNLOADED OR OTHERWISE

DIGITALLY OBTAINED IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST SECURING THE

EXPRESSED WRITTEN PERMISSION AND CONSENT OF "BBM STRUCTURAL". NEITHER MAY THESE

DRAWINGS BE ASSIGNED TO ANY PERSON, PERSONS OR COMPANY WITHOUT FIRST OBTAINING

SAID WRITTEN PERMISSION AND CONSENT.

BBM PROJECT #

A R C H I T E C T U R E

0 4'

1/8" = 1'-0" GRAPHIC SCALE

8' 16' 24' 32'

N

F

E

D

C

B

A

F

E

D

C

B

A sh ee t t itl e:

sheet number:

IF THIS SHEET MEASURES LESS THAN 42" x 30", IT HAS BEEN REDUCED scale:

drawn by:

designed by:

project no.:

issue date:

professional license no.:

name:

pr oj ec t a dd re ss cl ie nt n am e:

pr oj ec t s ta tu s:

pr oj ec t n am e:

TRUE

NORTH

This item has been digitally signed and sealed by Bora

Erbilen, P.E. per the date provided.

Printed copies of this document are not considered signed and sealed and the signature must be verified on the any electronic copies.

55996

Bora Erbilem P.E.

consultant:

client:

25138

/1

4/

:0 6:

P

M

As indicated

S101

FO

U

N D

A

TI

O N

P

LA

N

JG

RC

2025-P004

11/14/25

C ity o f D el an d

N . F ra nk fo rt

A ve

. A ve

. D eL an d, F L

C ity o f D el an d

Ja ck so n

La ne

P ar k P av ill on

0%

C D

SCALE: 1/8" = 1'-0"S101

1 FOUNDATION PLAN

N O

D

E S

C R

IP

T

IO

N

D A

1 2 3

A

B

E

19' - 4"

9' - 8" 9' - 8"

TB1 RAKED

@ T/ WALL

TB1 RAKED

@ T/ WALL

B B

T

W

A L L

B B

T

W

A L L

-P

L Y

X S

Y P N o .2

-P

L Y

X

S Y P N o .2

-P

L Y

X

S Y P N o .2

-P

L Y

X

S Y P N o .2

X S

Y P N o .2

C

B1

S301

B3

S301

B4

S301

B3

S301

B1

S301

B4

S301

B8

S301

0"

C

D

C1

S301

C3

S301

2-PLY 2X12 SYP No.2

2-PLY 2X12

SYP No.2

WOOD ROOF FRAMING PLAN NOTES:

WOOD ROOF FRAMING PLAN KEY NOTES:

DIAPHRAGM BLOCKING: UNO ON PLANS, PROVIDE

DIAPHRAGM BLOCKING AT EDGES OF ALL

OPENINGS IN THE DIAPHRAGM.

REFER TO ARCHITECTURAL DRAWINGS FOR FRAMED

DOWN CEILINGS, VOLUME CEILINGS AND OTHER INTERIOR

TREATMENTS.

ROOF DECK SHALL BE 5/8" A.P.A. RATED, EXPOSURE "1" TYPE

PLYWOOD SHEATHING WITH 40/20 (MIN) SPAN RATING

CONNECTED TO WOOD TRUSSES WITH 10d COMMON NAILS

@ 6" OC EVERYWHERE.

SEE ARCHITECTURAL BUILDING SECTIONS, STRUCTURAL

FRAMING PLANS AND TRUSS ELEVATIONS FOR ROOF

PITCHES (TYP).

OVERHANGS MAY VARY. SEE STRUCTURAL FRAMING

PLAN(S) AND ARCHITECTURAL BUILDING SECTIONS AND

WALL SECTIONS.

BEARING PLATE HEIGHTS VARY. SEE ARCHITECTURAL

BUILDING SECTIONS, WALL SECTIONS AND STRUCTURAL

FRAMING PLAN(S) FOR BEARING HEIGHTS.

PROVIDE SHEATHING SUPPORT CLIPS BETWEEN TRUSSES AT

UNBLOCKED PANEL EDGES (SIMPSON PSCL OR EQUAL).

COORDINATE SIZE AND LOCATION OF ROOFTOP

UNITS WITH MECHANICAL DWGS (IF REQUIRED).

9.

8.

7.

5.

4.

3.

2.

1.

SIMPSON CJT3Z EACH LAND OF BEAM UNO.

MASONRY BOND BEAMS AND TIE BEAMS THAT ARE

INDICATED ON THE PLAN SHALL BE CONTINUOUS FOR THE

ENTIRE LENGTH OF THE WALL, UNO.

10.

BLOCKING SHALL BE PROVIDED UNDER ALL HIPS &

VALLEYS WHERE DISCONTINUOUS DECK ENDS ARE NOT

SUPPORTED BY A TRUSS.

6.

ROOF LEGEND:

INDICATES BOND BEAM. SEE SCHEDULE

ON SHEET S401 FOR INFO.

INDICATES TIE BEAM. SEE SCHEDULE ON

SHEET S401 FOR INFO.

BB

TB

ROOF DESIGN LOADS

DEAD LOAD

NOTES:

1.

2.

LIVE LOAD

SEE TABLE ON SHEET S401 FOR GROSS UPLIFT

LOADS.

SEE PLAN FOR CONCENTRATED LOADS.

15 PSF 20 PSF

(UNREDUCIBLE)

2 CONNECT WOOD BEAM TO CMU WALL WITH SIMPSON HU212-2 HANGER.

3 SIMPSON APHH610 AT BEAM END W/ APVA6 AT TOP OF BEAM.

1 2 3

A

B

E

C

D

19' - 4"

9' - 8" 9' - 8"

BB2 @ T/ BEAM EL 109'-4"

TB1 RAKED

@ T/ WALL

B4

S301

B4

S301

B8

S301 6X12 SYP No.2, T/ EL 109'-4"

6X12 SYP No.2, T/ EL 109'-4"

6X12 SYP No.2, T/ EL 109'-0"

C3

S301

1 TYP

1TYP

B O

R A ERB ILE

N

L I CENSE

F LO R I DA

P R

O F

E

S S

I O N A L E

N G

I N

E E

R

STATE OF

NO. 55996

2300 Maitland Center Parkway Suite 201 Maitland, FL 32751 p: 407 - 645 - 3423

EB: 5343

ENGINEER HEREBY EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT AND OTHER

PROPERTY RIGHTS IN THESE PLANS. THIS DESIGN AND DRAWINGS ARE NOT TO BE

REPRODUCED, CHANGED, COPIED OR ELECTRONICALLY DOWNLOADED OR OTHERWISE

DIGITALLY OBTAINED IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST SECURING THE

EXPRESSED WRITTEN PERMISSION AND CONSENT OF "BBM STRUCTURAL". NEITHER MAY THESE

DRAWINGS BE ASSIGNED TO ANY PERSON, PERSONS OR COMPANY WITHOUT FIRST OBTAINING

SAID WRITTEN PERMISSION AND CONSENT.

BBM PROJECT #

A R C H I T E C T U R E

1'-0" = 1'-0" GRAPHIC SCALE

0 3"2"1" 4"½"

F

E

D

C

B

A

F

E

D

C

B

A sh ee t t itl e:

sheet number:

IF THIS SHEET MEASURES LESS THAN 42" x 30", IT HAS BEEN REDUCED scale:

drawn by:

designed by:

project no.:

issue date:

professional license no.:

name:

pr oj ec t a dd re ss cl ie nt n am e:

pr oj ec t s ta tu s:

pr oj ec t n am e:

This item has been digitally signed and sealed by Bora

Erbilen, P.E. per the date provided.

Printed copies of this document are not considered signed and sealed and the signature must be verified on the any electronic copies.

55996

Bora Erbilem P.E.

consultant:

client:

25138

/1

4/

:0 6:

P

M

As indicated

S102

R O

O F

FR

A

M

IN

G P

LA

N

JG

RC

2025-P004

11/14/25

C ity o f D el an d

N . F ra nk fo rt

A ve

. A ve

. D eL an d, F L

C ity o f D el an d

Ja ck so n

La ne

P ar k P av ill on

0%

C D

SCALE: 1/8" = 1'-0"S102

D5 ROOF FRAMING PLAN

SCALE: 1/8" = 1'-0"S102

D2 LOW FRAMING PLAN

N O

D

E S

C R

IP

T

IO

N

D A

8"

NOTE…