STRUCTURAL_BID_TDC_GRAYTON_BEACH.pdf

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00.00 GENERAL

00.01

ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2023, 8th EDITION. REFERENCE TO OTHER CODES OR STANDARD SPECIFICATIONS REFER TO THE LATEST EDITION OF SUCH CODES OR

SPECIFICATIONS, UNLESS STATED OTHERWISE.

00.02 THE CONTRACTOR SHALL COORDINATE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL WORKS DOCUMENTS WITH THE STRUCTURAL CONTRACT DOCUMENTS. NOTIFICATION SHALL BE

MADE TO THE STRUCTURAL ENGINEER AND ARCHITECT OF ANY CONFLICT AND/OR OMISSIONS.

00.03 THE DRAWINGS SHOWN ARE FOR TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. PROVIDE DETAILS

SIMILAR TO THOSE SHOWN FOR DETAILS THAT ARE NOT SPECIFICALLY SHOWN.

00.04 FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, SEE THE ARCHITECTURAL

DRAWINGS.

00.05 THE CONTRACTOR SHALL VERIFY EXISTING SITE CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO STARTING WORK. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES IN EXISTING SITE CONDITIONS, DIMENSIONS, OR ELEVATIONS TO THOSE SHOWN IN THE STRUCTURAL

CONTRACT DOCUMENTS.

00.06 THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS

PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. THE CONTRACTOR REMAINS SOLELY

RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR ALSO SHALL BE RESPONSIBLE FOR MEANS, METHOD, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.

00.07 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, CONSTRUCTION, AND ERECTION OF SAFE AND ADEQUATE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. REQUIRED FOR STABILITY OF THE

STRUCTURE DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION.

10.00 STRUCTURAL LOADS

00.08

10.01 SUPERIMPOSED DEAD LOADS:

DEAD LOADS SHALL BE TAKEN AS THE ACTUAL WEIGHTS OF MATERIALS AND CONSTRUCTIONS OR OTHERWISE

SATISFACTORY VALUES DESCRIBED IN THE FLORIDA BUILDING CODE.

- PARTITIONS 15 PSF

IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE MADE, UNLESS APPROVED BY ANDERSON ENGINEERS, P.A. IN WRITING.

10.02 SUPERIMPOSED LIVE LOADS:

- ROOF

- RECREATIONAL AREAS

- LIGHT STORAGE

- BALCONIES AND DECKS

- GUARDRAILS & HANDRAILS

- LOBBY

- STAIRS & EXIT WAYS

10.03 WIND LOADS (ASCE 7-22):

20 PSF

75 PSF

125 PSF

40 PSF

50 PLF (200#)

100 PSF

100 PSF

BASIC WIND SPEED = 150 MPH (INTERPOLATED VALUE)

STRUCTURAL RISK CATEGORY = II

WIND EXPOSURE CATEGORY = D

ENCLOSURE CLASSIFICATION = ENCLOSED

INTERNAL PRESSURE COEFFICIENT = 0.18 + /-

COMPONENTS & CLADDING (PER ASD)

ALLOWABLE DESIGN PRESSURE (PSF)

COMPONENT EFFECTIVE AREA 1 OSF EFFECTIVE AREA 20SF EFFECTIVE AREA 100SF

ZONE

LOAD CASE 1 LOAD CASE 2 LOAD CASE 1

1 -41.7 24.0 -41.0

ROOF 2 -70.0 24.0 -67.5

3 -105.4 24.0 -101.6

WALLS 4 -45.2 41.7 -43.6

5 -70.0 38.2 -65.0

, . , / ,., J a a

2 1 2 1 2

'" L '" L a a a a a a a a la=4.00'I , GABLED ROOF HIPPED ROOF WALL ZONES

COMPONENTS & CLADDING PRESSURES (ALLOWABLE STRESS DESIGN):

LOAD CASE 2 LOAD CASE 1 LOAD CASE 2

23.6 -39.2 22.6

23.6 -61.7 22.6

23.6 -92.9 22.6

39.5 -39.9 34.4

36.1 -53.5 31.4

ALL COMPONENTS TO BE ZONE 4 UNLESS OVER HALF OT EH COMPONENT WIDTH FALLS WITHIN "a" ZONE

MEASURED FROM THE EXTERIOR CORNERS OF THE BUILDING.

WINDOWS & DOORS (ZONE 4

l

: DP +/-50 PSF

WINDOWS & DOORS (ZONE 5 : DP +/-70 PSF

ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED FROM WIND-BORNE DEBRIS AS PER SECTION

1609.1.2. OF THE 2023 FLORIDA BUILDING CODE.

20.00 FOUNDATIONS AND SLAB-ON-GRADE

20.01

FOUNDATION DESIGN IS BASED ON ALLOWABLE SOILS BEARING PRESSURE OF 2,000 PSF PER PROJECT SOILS REPORT.

20.02 THE AREA UNDER FOOTINGS, FOUNDATIONS, AND CONCRETE SLABS-ON-GRADE SHALL HAVE ALL VEGETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO THEIR CONSTRUCTION.

20.03 FILL MATERIALS SHOULD BE RELATIVELY CLEAN SANDS, SIMILAR TO THE EXISTING ON-SITE SOILS, WITH LESS THAN 12 PERCENT FINES (MATERIAL PASSING THE NO. 200 SIEVE), AND FREE OF NON-SOIL MATERIALS, CONSTRUCTION DEBRIS, ROCK FRAGMENTS LARGER THAN 3 INCHES IN DIAMETER AND ANY OTHER FOREIGN MATERIAL. FILL MATERIALS THAT CONTAIN ORGANIC DEBRIS ARE NOT SUITABLE FOR REUSE AS STRUCTURAL FILL.

20.04 FILL SHOULD BE PLACED IN THIN, HORIZONTAL LOOSE LIFTS (MAXIMUM 12-INCH) AND COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D 1557). FILL MATERIALS USED IN

STRUCTURAL AREAS SHOULD HAVE A TARGET MAXIMUM DRY DENSITY OF 95 PCF OR GREATER.

20.05

FINISH GRADE SHALL BE SLOPED AWAY FROM THE FOUNDATION FOR DRAINAGE.

20.06 THE CONTRACTOR SHALL INVESTIGATE ACTUAL LOCATIONS OF UNDERGROUND LINES AND UTILITIES BEFORE EXCAVATING. ALL EXCAVATIONS NEAR THESE LINES SHALL BE CARRIED OUT WITH EXTREME CAUTION.

30.00 CONCRETE AND REINFORCING STEEL

30.01

CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318.

30.02

ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE A MINIMUM 28 DAY.

MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS:

FOUNDATION ................................................ 3,000 PSI

CONCRETE SLAB-ON-GRADE ...................... 3,000 PSI

ELEVATED CONCRETE SLABS ....................... 5,000 PSI

COLUMNS & BEAMS .................................... 5,000 PSI

MASONRY GROUT (ASTM C476) .................. 3,000 PSI

30.03 NOMINAL MAXIMUM SIZE OF COARSE AGGREGATE SHALL NOT BE LARGER THAN: 1 /5 THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS, 1/3 THE DEPTH OF SLABS, NOR 3/4 THE MINIMUM CLEAR SPACING

BETWEEN INDIVIDUAL REINFORCING BARS OR WIRES.

30.04 THE MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNERS TESTING LABORATORY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR OBTAINING THE REQUIRED DESIGN STRENGTH. CONTRACTOR NOTE: VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO START OF CONSTRUCTION

30.00 CONCRETE AND REINFORCING STEEL (CONT'D)

30.05 CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS ARE NOT PERMITTED TO BE USED IN CONCRETE.

30.06 CONCRETE (OTHER THAN HIGH-EARLY-STRENGTH) SHALL BE MAINTAINED ABOVE 50'F (10'C) AND IN A MOIST CONDITION FOR AT LEAST THE FIRST 7 DAYS AFTER PLACEMENT, EXCEPT WHEN CURED IN ACCORDANCE WITH

FLORIDA BUILDING CODE SECTION 1906.5.3 SPECIFICATION ON ACCELERATED CURING.

30.07 ADEQUATE EQUIPMENT SHALL BE PROVIDED FOR HEATING CONCRETE MATERIALS AND ALL REINFORCEMENT, FORMS, FILLERS, AND GROUND IN WHICH CONCRETE IS TO COME INTO CONTACT DURING FREEZING OR NEAR

FREEZING WEATHER.

30.08 ALL REINFORCING STEEL PLACEMENT SHALL BE REVIEWED BY A REGISTERED STRUCTURAL ENGINEER OR BY

THEIR REPRESENTATIVE.

30.09

ALL REINFORCEMENT SHALL BE BENT COLD, UNLESS OTHERWISE APPROVED BY THE E.O.R.

30.10 SHOP DRAWINGS SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL

SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION.

30.11 ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS FOR REINFORCED

CONCRETE, "ACI 318-19(22)" AND THE "MANUALS OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE

STRUCTURES," ACI 315 (LATEST EDITION).

30.12

REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED.

30.13

WELDED WIRE FABRIC (MESH) SHALL CONFORM TO ASTM A185.

30.14 ALL WELDED WIRE FABRIC SHALL BE LAPPED MIN. ONE FULL MESH PANEL PLUS 2" AT SIDES AND ENDS AND SHALL

BE WIRED TOGETHER

30.15 ALL REINFORCING STEEL AND EMBEDMENTS SHALL BE SECURELY TIED AND SUFFICIENTLY SUPPORTED TO MAINTAIN THE POSITION WITHIN SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES.

30.16 CONTINUOUS REINFORCEMENT SHALL BE PROVIDED WHEREVER POSSIBLE. REINFORCEMENT SHALL BE SPLICED

ONLY AS SHOWN OR NOTED IN THE STRUCTURAL CONTRACT DOCUMENTS.

30.17 CLEAR CONCRETE COVER FOR REINFORCEMENT SHALL BE:

30.18

- BEAMS AND COLUMNS : EXPOSED TO WEATHER 2''

NO EXPOSURE TO WEATHER 1-I /2"

- SLABS: IN CONTACT WITH EARTH 3"

EXPOSED TO WEATHER 1-1 (2"

NO EXPOSURE TO WEATHER 3/4 '

REINFORCING STEEL SHALL NOT BE WELDED OR TACK WELDED UNLESS APPROVED BY THE STRUCTURAL

ENGINEER.

30.19 ALL STEEL REINFORCING AND WELD WIRE MESH USED IN SLAB-ON-GRADE CONSTRUCTION IS REQUIRED TO BE

SUPPORTED IN THE CENTER TO UPPER ONE THIRD OF THE SLAB.

30.20 WEATHER CONDITIONS SHALL NOT BE ACCEPTED AS A VALID REASON FOR INCORRECT OR OTHERWISE POOR

QUALITY OF CONCRETE OR CONCRETE SURFACES.

40.00 MASONRY

40.01 DESIGN, MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE FLORIDA BUILDING CODE AND "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES" OF ACI 530/530.1 /ASCE 6 LATEST EDITION.

40.02 CONCRETE BLOCKS USED FOR FIRE-RESISTIVE WALLS RATED 2 HOURS OR MORE, OR USED FOR LOAD-BEARING OR EXTERIOR WALLS, SHALL HAVE A MINIMUM FACE SHELL THICKNESS OF 1-1/4", A MINIMUM WEB THICKNESS OF I", AND SHALL HAVE A NET CROSS-SECTIONAL AREA NOT LESS THAN 50 PERCENT OF THE GROSS SECTION WITH F'm=

1500 PSI.

40.03 STANDARD UNITS OF HOLLOW CONCRETE BLOCK SHALL CONFORM TO THE "STANDARD SPECIFICATION FOR HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS," ASTM C 90, EXCEPT THAT THE MAXIMUM MOISTURE

CONTENT SHALL NOT EXCEED 50 PERCENT OF THE TOTAL ABSORPTION.

40.04 ALL MORTARS AND THE MATERIALS THEREIN SHALL CONFORM TO THE "STANDARD SPECIFICATIONS FOR MORTAR

OF MASONRY UNITS," ASTM C 270.

40.05 GROUT TO BE 3000 PSI AND SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATION. COURSE

GROUT MAY ONLY BE USED WITH 8" AND 12" CMU.

40.06 WHEN MIXING GROUT FOR MASONRY, A SLUMP TEST IS REQUIRED FOR EACH BATCH TO ENSURE EACH MEETS THE

8" TO 11" SLUMP REQUIRED.

40.07 EXTERIOR WALLS OF UNIT MASONRY SHALL HAVE A MINIMUM THICKNESS OF 8"; HOWEVER, AS PER FLORIDA BUILDING CODE HOLLOW CONCRETE BLOCK UNITS MAY BE 7-5/8" X 7-5/8" X 15-5/8" MODULAR DIMENSION.

40.08 ALL CONCRETE MASONRY UNIT REINFORCING STEEL BARS SHALL BE CONTINUOUS WITH LAP SPLICES OF A LEAST

48 BAR DIAMETERS, BUT NOT LESS THAN 12".

40.09 ALL VERTICAL REINFORCING IN CMU WALLS SHALL BE ANCHORED TO THE THICKENED SLAB, FOOTING OR BEAM/LINTEL UPON WHICH THE WALL RESTS AND IN THE BEAM AT THE TOP OF THE WALL WITH STANDARD HOOKS

AND SHALL BE CONTINUOUS THROUGH ALL INTERMEDIATE WALL BOND BEAMS.

40.10 ALL OPENINGS IN CONCRETE MASONRY UNIT WALLS SHALL BE REINFORCED ON EACH SIDE, TOP, AND BOTTOM.

OPENINGS BETWEEN 3' AND 8' IN WIDTH SHALL BE REINFORCED WITH A MINIMUM OF ONE #5 BAR. OPENINGS

EXCEEDING 8' IN WIDTH SHALL BE PROVIDED WITH TIES COLUMNS ON EACH SIDE.

40.11 FILL ALL BLOCK CELLS WITH CONCRETE FROM THE TOP OF FOOTINGS TO THE FINISH FLOOR ELEVATION EXCEPT

AS INDICATED OTHERWISE.

40.12 TIE COLUMNS SHALL BE REINFORCED WITH NOT LESS THAN 4 #5 VERTICAL BARS FOR 8" X 12" COLUMNS NOR LESS

THAN 4 #5 VERTICAL BARS FOR 8" X 16" AND 12" X 12" COLUMNS.

40.13 CONTINUOUS CONCRETE FILLED TIE BEAMS SHALL BE PLACED AT EACH FLOOR OR ROOF LEVEL AND AT

INTERMEDIATE LEVELS NOT TO EXCEED 16'.

40.14 UNLESS OTHERWISE NOTED, ALL TIE BEAMS SHALL BE 8" WIDE AND 16" DEEP AND SHALL BE REINFORCED WITH NOT LESS THAN (2) #5 BARS AT THE TOP AND (2) #5 BARS AT THE BOTTOM. TIES SHALL BE #3 BARS SPACED AT 12" O.C.

40.15 ALL LINTEL REINFORCING SHALL EXTEND 16" PAST THE EDGE OF THE OPENING AND SHALL BE BENT AND EXTENDED

I 6" WHERE STRAIGHT EXTENSIONS ARE NOT POSSIBLE.

40.16 ALL CMU ELEMENTS SHALL BE ADEQUATELY BRACED TO PROVIDE STABILITY UNTIL THE ENTIRE STRUCTURE IS COMPLETE TO PREVENT DAMAGE DURING CONSTRUCTION, ESPECIALLY DUE TO BACK FILLING AND SOIL

COMPACTION OPERATIONS.

40.17 ALL CMU WALLS RETAINING MORE THAN 24" OF UNBALANCED FILL MUST BE ENGINEERED BY A LICENSED

PROFESSIONAL ENGINEER.

100.00 STRUCTURAL SUBMITTALS

100.01 IN ADDITION TO SUBMITTALS REQUIRED BY THE PROJECT SPECIFICATIONS AND ELSEWHERE IN THE CONSTRUCTION DOCUMENTS, THE FOLLOWING "STRUCTURAL SUBMITTALS" ARE REQUIRED FOR REVIEW BY THE E.O.R.

I 00.02

01.01 CONCRETE STRENGTH TESTS:

ONE CONCRETE 28-DAY TEST PER ASTM C39 FOR EVERY BATCH OF CONCRETE DELIVERED TO THE SITE.

01.02 CONCRETE DETAILING:

CONCRETE DETAILING REINFORCEMENT AND ACCESSORIES PER ACI 315 DETAILING MANUAL. SUBMIT

SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR

PLACING REINFORCEMENT STEEL AND ACCESSORIES. DO NOT BEGIN FABRICATION UNTIL SHOP ARE

COMPLETED AND REVIEWED.

01.03 PRE-ENGINEERED ROOF AND FLOOR TRUSSES:

SHOP DRAWINGS OF PRE-ENGINEERED ROOF AND FLOOR TRUSSES.

01.04 STRUCTURAL STEEL:

SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC MANUAL "DETAILING FOR STEEL CONSTRUCTION". DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETE AND REVIEWED.

ALL "STRUCTURAL SUBMITTALS" SHALL BE PREPARED BY A "SPECIALTY ENGINEER" AS DEFINED BY RULE #21 H -

19.001 (REGISTERED IN THE STATE OF FLORIDA).

I 00.03 DRAWINGS PREPARED SOLELY AS A GUIDE FOR ERECTION AND INSTALLATION AND CATALOG INFORMATION WILL NOT REQUIRE AN ENGINEER'S SEAL; HOWEVER, THEY SHALL BEAR THE ENGINEER'S SIGNATURE AND AN

INDICATION THAT HE HAS CHECKED THE WORK.

100.04 DRAWINGS INTRODUCING ENGINEERING INPUT AND CALCULATIONS SHALL BE SEALED BY THE ENGINEER

PREPARING SUCH WORK.

I 00.05 THE REVIEW OF "STRUCTURAL SUBMITTALS" BY THE E.O.R. SHALL ENSURE THAT THE SUBMITTALS HAVE BEEN FURNISHED AND PREPARED BY A QUALIFIED PERSON, THAT THE "SPECIALTY ENGINEER" UNDERSTOOD THE INTENT OF THE DESIGN AND USED THE SPECIFIED CRITERIA, AND THAT THE CONFIGURATION OF THE DESIGN IS CONSISTENT WITH THE CONSTRUCTION DOCUMENTS. NO DETAILED CHECK OF DIMENSIONS WILL BE MADE.

I 00.06 ANY DESIGN CHANGES MADE BY A ''vALUE, SPECIALTY OR DELEGATED ENGINEER" SHALL BE PERFORMED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. PRIOR TO FABRICATION ALL DESIGN CHANGES MUST BE SUPPORTED BY CALCULATIONS, SIGNED AND SEALED THEN SUBMITTED TO THE E.O.R. FOR APPROVAL.

I 00.07

REFER TO SECTION 61G15-30.006 OF THE FLORIDA ADMINISTRATIVE CODE.

110.01 ALL ENTRY DOORS, WINDOWS, SKYLIGHTS AND PATIO DOORS MUST BE CERTIFIED TO MEET IMPACT RESISTANCE STANDARDS (OR HAVE APPROVED IMPACT RESISTANT PROTECTION) AND PRESSURE RATED STANDARDS OF THE

FFSL WIND SPEED.

110.02 SHUTTERS ARE ALLOWED ON OPENINGS UP TO Io' ABOVE GRADE AND ON OPENINGS GREATER THAN Io' ABOVE

GRADE IF THE MOUNTING CAN BE DONE FROM A PORCH, DECK, OR BALCONY.

110.03 OPENINGS ABOVE 1 O' THAT ARE NOT ACCESSIBLE BY A PORCH, DECK, OR BALCONY, MUST BE IMPACT RESISTANT OR HAVE A PERMANENTLY INSTALLED IMPACT RATED SHUTTER SYSTEM THAT IS OPERABLE FROM INSIDE THE

HOUSE.

110.04

DOOR/WINDOW/SKYLIGHT NEGATIVE AND POSITIVE PRESSURE RATINGS LISTED BELOW.

110.05 DOORS/WINDOWS/SKYLIGHTS MUST PASS THE ASTM El 996 AND El 886, SSTD-12, OR MIAMI-DADE TAS/PA 201 (AND

TAS202 AND 203) IMPACT RESISTANT STANDARDS.

110.06 GARAGE DOORS MUST MEET THE DESIGN PRESSURE RATINGS OF THE FFSL WIND SPEED. FOR LOCATIONS WITH A

FFSL DESIGN WIND SPEED GREATER THAN 160 MPH, GARAGE DOORS MUST BE IMPACT RATED.

110.07 WINDOW AND DOOR INSTALLATION MUST BE INSTALLED IN COMPLETE ACCORDANCE WITH THE MANUFACTURER'S

INSTALLATION INSTRUCTIONS

110.08 WINDOW AND DOOR FLASHING MUST BE INSTALLED PER ASTM E2112 OR AAMA INSTALLATIONMASTERS GUIDE.

SEE IBHS DETAILS FROM APPENDIX D OF ?BUILDERS GUIDE?.

110.09 SOFFITS MUST BE CAPABLE OF RESISTING COMPONENT AND CLADDING WIND PRESSURES FOR THE ADJACENT

WALL AREAS AND INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.

8D CMLI GROUT-�

CELLS SOLID

-,,,.-'Ir.,.,.--,� HORIZ. TRUSS TYP.

V CMU REINF. @

16" O.C. VERT,

V

1- #5 REBAR VERT. @ 24"

.4 O.C., 2- CELLS EA. SIDE

8-ILB OPENINGS, 3- CELLS @

16"0 CMU LINTEL,,--�lcl'-f�

2 COURSE 8" LINTEL • -•

CORNERS, & 4- CELLS

@ T - INTERSECTIONS

BL'K. w/ 1- #5 REBAR

CONT. EA. COURSE

GROUT SOLID

TYPICAL CMU DOOR/WINDOW

LINTEL (LESS THAN 5' -0")

SCALE, 3/4"=1'-0"

8" CMU GROUT --

CELLS SOLID

HORIZ. TRUSS TYP.

CMU REINF. @

16" O.C. VERT.

1 - #5 REBAR VERT. @ 32"

O.C., 2- CELLS EA. SIDE

OPENINGS, 3- CELLS @

CORNERS, & 4- CELLS

16"0 CMU LINTEL: --lf·ir.l·U @ T- INTERSECTIONS 16·xa" LINTEL w/ 2- #5

REBAR CONT. T&B

#3 STIRRUPS @ 12" o.c.

TYPICAL CMU DOOR/WINDOW

LINTEL (5'-0"<SPAN<10'-0")

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

1 - #5 REBAR VERT. @

4- INTERSECTION CELLS

8" CMU WAL-�

GROUT CELLS SOLID

TRUSS lYPE CMU HORIZ.

REINF. @ 16" O.C. VERT.

TYPICAL CMU T -INTERSECTION

REINFORCEMENT

SCALE, 3/4"=1'-0"

TRUSS TYPE CMU HORIZ.

REINF. @ 16" O.C. VERT.

8" CMU WAL[

GROUT CELLS SOLID

1- #5 REBAR VERT.

@ 2- CELLS EA.

SIDE DR./WIN. OPENING

TYPICAL CMU DOOR/WINDOW

OPENING REINFORCEMENT

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

1- #5 REBAR VERT.

@ 3- CORNER CELLS

8" CMU WALL-�

GROUT CELLS SOLID

TRUSS TYPE CMU

HORIZ. REINF. @

16" O.C. VERT.

TYPICAL CMU CORNER

REINFORCEMENT

SCALE, 3/4"=1 '-0"

1- #5 REBAR VERT. @

4- INTERSECTION CELLS

8" CMU WALL

GROUT CELLS SOLID

TRUSS TYPE CMU HORIZ.

REINF. @ 16" 0.C. VERT.

TYPICAL CMU T-INTERSECTION

REINFORCEMENT

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

8" CMU WALL-�

GROUT CELLS SOLID

1- #5 REBAR VERT.

@ 2 - CELLS EA.

SIDE DR./WIN. OPENING

TRUSS TYPE CMU

HORIZ. REINF. @

16" O.C. VERT.

TYPICAL CMU WALL

END REINFORCEMENT

SCALE, 3/4"=1'-0"

ffl Dew[;erry·

877 CR 393 North Santa Rosa Beach, FL 32459 850.267.0759

SEAL

Florida Cttrl. Of Auth.: #8419

]Ci)riITT/1 a complctr: r:ngin.renilg &

JD(l.,,,.J.U'.IJ. construction management company

154 BUSINESS CENTRE OR. TELEPHONE: (850) 837-7454 (ENCR.)

MIRAMAR BEACH, FL 32550 TELEPHONE: (850) 837-7456 (INSP.)

ECM-ENGR.COM E -MAIL: Jl5lamad@IJmoil.com

Johll H. Blama4 p .B. f'lorida Rttgistralion: ,168840

B

_1 D _s_

E T ______ J

REVISIONS

NO.

DRAWN BY

APPROVED BY

CHECKED BY

DATE

TITLE

DESCRIPTION DATE

JOHN ELAMAD

JOHN ELAMAD

JOHN ELAMAD

8/22/2024

ENGINEERING NOTES

WIND AND GRAVITY

DESIGN CRITERIA

ECM JOB NO: 24-05-123.198

S-1

SHEET NO. 1 of 4

E

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8" REINF. MASONRY /

LOAD BEARING WALL

(REFEI< TO DETAIL)

< ·S .

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____!! THK. STRUCT. C

W/ #6@9" O.C. T

OOCRETE SL.AB

OP&BOTTOM

-·-·•--- ··-- \ .. I .

\_15 DOWEL @ 8" O.C. TYP.

W/24' EMBEDMENT INTO

SLAB AND MASONRY WALL.

ALTERNATE DIRECTION

CMU WALL/COL. BEARING ON

CONCRETE SLAB CONNECTION DETAIL

STRUCTURAL DETAIL @

S-4

9" THK. STRUCT. SLAB

WI# 9" O.C. TOP & BOTTOM - -�

8''X16" CMU CONTINUOUS

BOND BEAM REINFORCED

WITH 1-#5 CONTINUOUS

BAR TOP & BOTTOM

8" CMU GROUT AU. CELLS SOI.JD

w/ 9 GA. HORIZ. TRUSS TYP. CMU

REINF.@ 16'0.C. VERT. &

1- #5REBAR@ 1H" O.C.,

2-CELLS EA. SIDE OPENINGS,

3-CELLS@ CORNERS, &

4- CELLS@ T- INTERSECTIONS

& BM. BEARING LOCATIONS

1-#5 CONT.

#5 DOWELS@16"o.o.

w/12" HOOK INTO FTG.

#5 ROSS BARS @24"

ON CENTER

1- #5 CONT.

3'-0"

5- #SCONT. --� SHOREGUARD VINYLA

SHEET PELS WI MIN. 10'--0''

EMBEDMENT DEPTH

UP TO 4'-0" EXPOSURE

z g"

V •

I

MIN. 30"

CORNER BARS

MIN. 30" LAP

LAP

STEEL LAYOUT

STRUCTURAL DETAIL

1" SLOPE

I

2-#5 CONTINUOUS __ ,

TOP ANO BOTTOM

#5 BENT DOWEL

14" LONG EA. LEG

@16" o.c.

9"

�--16"SQ. CIP

COLUMN BEYOND

(REFER TO DETAIL)

#3 CLOSED STIRRUPS

@ 12'' O.C. , lYP.

#5 EL@ 12'' O.C. TOP

W 4" EMBEDMENT INTO

S AND MASONRY WALL

TERNATE DIRECTION

STRUCTURAL DETAIL 3

SCALEc 3/4"=1'-0" S-4

9' THK. STRUCT. SLAB

WI #5@ 9' O.C. TOP & BOTTOM

1" SLOPE

I

#5 DOWEL@ 12" O.C. TOP

W/24" EMBEDMENT INTO

SLAB AND MASONRY WALL

ALTERNATE DIRECTION

2-#5 CONTINUOUS_�

TOP AND BOTTOM

#3 CLOSED STIRRUPS

@ 12" O.C. , TYP.

15 REBAR@ 10" O.C. (FLEX.)

W/12' DOWEL EXTENTION INTO

BEAM AND SLAB.

#3 NOSE REBAR

• #5 REBAR@ 10" O.C. (TEMP)

7"THK. MIN.

OONC. STAIR

CONCRETE STAIRS

STRUCTURAL DETAIL

1-#5 CONT

di'

12' CMU GROUT ALL CELLS SOLID

w/ 9 GA. HORIZ. TRUSS lYP. CMU

REINF.@ 16" O.C. VERT. &

1-#5REBAR@ 16" o.c.:�

2- CELLS EA. SIDE OPENINGS,

3- CELLS @ CORNERS, &

4-CELLS@ T-INTERSECTIONS

& BM. BEARING LOCATIONS

#5 DOWELS@ 16" o.c.

w/12" HOOK INTO FTG.

4" MIN. CONC. SLABw/ 6x6-W1.4xW1.4 W.W.F.� � on/ 6 MIL. YAP. BARRIER

& COMPACTED FILL ½" JOINT FILLE

1- #5 CONT.

#5 ROSS BARS@ 24" __/ i/ 7 3'-0"

I " ·a.

ON CEITTER ,

5- #5 CONT.--� SHOREGUARD VINYL�

SHEET PELS W/ MIN. 10'-0"

EMBEDMENT DEPTH

STRUCTURAL DETAIL

REFER TO ARCH. PLAN

FOR TREADS AND RISERS

DIMENSIONS.

1 '-6"

#5 BENT DOWEL @ 16" O.C.

#5 BENT DOWEL

-15• LONG EA. LEG

@ 16"0.C.

2" SHEET PILES

EMtEDMENT

. .-. - I•,·

4" MIN. CONC. SLABwl 6x6-W1 .4xW1 .4 W.W.F.

1-#5 CONT.

3- #5 REBAR CONT.

TOP & BOTTOM

<O

I

2x P.T. CONT.

WOOD CAP

---GRADE

�-- P.T. 2 -2x6 OR P.T. 4X6

WALERS @ 24" O.C. MAX

11-----FIL TER CLOTH

P.T. 2x12 � -- UPRIGHTS x 4'-0"LONG

TIMBER BULKHEAD/RETAINING WALL SECTION

STRUCTURAL DETAIL 5

SCALE, 3/4"=1'-0" S-4

12" CMU GROUT ALL CEU.S SOLID

wl 9 GA. HORIZ. TRUSS lYP. CMU

REINF.@ 16" O.C. VERT.&

1-#5REBAR@ 16" O.C.,

2- CELLS EA. SIDE OPENINGS,

3- CELLS @ CORNERS, &

4-CELLS@ T-INTERSECTIONS

& BM. BEARING LOCATIONS

1-#5 CONT.

#5 DOWELS@ 16" o.c.

w/12" HOOK INTO FTG.

#5 BENT DOWEL

16" LONG EA. LEG

@16"0.C.

2' SHEET PILES

EM�EDMENT

• m

0<�'0'.'C �«

��"����� 1/,�.· �»✓<:;;;� ;:zii;;?< 2';-J}»�>'6:'t_�>,y)0 ;(,(_���/_�•::(ci«<

)y/'«'-',:;°'¼

•Y)» '"K«<'..Z � X<'\'.

;:? ¼"<2/:<-,;;;; -,;;;;.:;5,%J§Ji!:,j25j25j§j;

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���'%��� 0�,-..y�>,1/�y y;,)> �:t'>/��� '<«<0�«<�(!<�'\'.

4" MIN. CONC. SLAB w/ Bx8-W1.4xW1.4 W.W.F.

on/ 6 MIL. VAf>. BARRIER & COMPACTED Fill. ½• JOINT FIU.E

1- #6 CONT.

#5 ROSS BARS@24"

ON CENTER

3'-0"

5- #5 CONT.--� SHOREGUARD VINYL�

SHEET PELS W/ MIN. 10'-0"

EMBEDMENT DEPTH

STRUCTURAL DETAIL

s

I DewDJJerry·

877 CR 393 North

Santa Rosa Beach, FL 32459

850.267.0759

SEAL

Florido Ct#"f. Of Auth.: i(la419

Ja((,,MI a complete engineering & JD\ construction =agement company

I 54 BUSfNE"SS CEN TR£ DR.

MIRAMAR BEACH, n 32550

£CM-£NGR. COM

John H Elamad, P.E

TELEPHONE: (850) 8.17-7454 (ENGR.)

l£LE"PHON£: (850) 837-7456 (fNSP.)

£-MAil: Jelomad§r;moif.c:Qll!

Flon"do R6gistration: ,f68840

B

ID

s

E

T ______ J

REVISIONS

NO. DESCRIPTION DATE

DRAWN BY

APPROVED BY

CHECKED BY

DATE

JOHN ELAMAD

JOHN ELAMAD

JOHN ELAMAD

8/22/2024

TITLE

STRUCTURAL

SECTIONS &

DETAILS

ECM JOB NO: 24,05-123.1gs

S-4

SHEET NO. 4 of 4