8-EXHIBIT 1 - S100 - PROPOSED HELIPAD ACCESS HATCH AND LADDER.pdf

JO

SEMIGUELORT

IZ

P R

O

FESSIONA

STATE OF

No. 67920

LIC

ENSE

FL O R IDA

L ENGIN

E

E R

EXISTING SLAB

1 1 /2"

1 1 /2"

3"

L5X5X1/4X6" LONG

W/(2) 5/8" Ø EPOXY ANCHORS

4" MIN EMBEDMENT

4'-0" MAX OPENING

1/4

L4X4X1/4

APPLY SIKA ARMATEC EPO CEM 110 @

OPENING PERIMETER OPENING 1 1

/2" 1 1

/2"

3"

3"

EXISTING SLAB

PL 6"X3"X1/4"

W/(2) 5/8" Ø EPOXY

ANCHORS

L4X4X1/4"

6"

MIN

FINISH FLOOR

CLIP ANGLES

CLIP ANGLES

STEEL LADDER

WITH 3/4" ∅ RUNGS

ROOF HATCH DOOR

EXISTING SLAB

L4X4X1/4

ELEVATOR SHAFT

4'-0" MAX. OPENING

EXISTING SLAB

4" M

IN

5/8" Ø EPOXY ANCHORS

L4X4X1/4

1/4

1/4

TYP

L4X4X1/4 L4X4X1/4

APPLY SIKA ARMATEC EPO CEM 110 @ OPENING PERIMETER

L4X4X1/4

4'-0" MAX.

EXISTING CONC. SLAB

4" MIN L4X4X1/4 L5X5X1/4X 6"

LONG W/(2) 5/8" Ø

EPOXY ANCHORS

EXISTING ELEVATOR SHAFT

4" MIN

S100

S100

S100

LADDER- REFER TO DETAIL

NEW OPENING 4X4

M

S100

N

GENERAL:

1- UNLESS OTHERWISE INDICATED, THESE NOTES APPLY TO ALL STRUCTURAL

DRAWINGS OF THIS SET OF PLANS.

2- IN CASE OF DISCREPANCY BETWEEN THESE NOTES AND THE CONSTRUCTION

DRAWINGS, SPECIFICATIONS OR ANY REFERRED STANDARD, THE MORE

RESTRICTIVE PROVISION SHALL APPLY.

3- STRUCTURAL DRAWINGS SHALL BE COORDINATED AND SUPPLEMENTED BY

ARCHITECTURAL, ELECTRICAL, MECHANICAL AND ANY OTHER BUILDING

DRAWINGS.

4- CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS

PRIOR TO CONSTRUCTION AND BEFORE ORDERING ANY MATERIAL.

DIFFERENCES BETWEEN PLANS AND ACTUAL FIELD CONDITIONS SHALL BE

BROUGHT IMMEDIATELY TO THE ATTENTION OF ENGINEER AND NO ACTION

SHALL BE TAKEN UNTIL APPROVED BY ENGINEER.

5- CONTRACTOR SHALL SUBMIT FOR APPROVAL ANY DETAIL OR DIMENSION

THAT IS OMITTED OR NOT SPECIFICALLY SHOWN ON PLANS.

6- CONTRACTOR SHALL PROTECT ALL PROPERTY FROM DAMAGE. ANY DAMAGED

PROPERTY SHALL BE PROMPTLY REPLACED BY EQUAL AND/OR BETTER QUALITY.

7- ALL CONSTRUCTION, DEMOLITION AND / OR EXCAVATION WORK SHALL BE

PERFORMED IN SUCH A WAY AS NOT TO IMPAIR THE SAFETY OF ADJOINING

EXISTING STRUCTURES.

8- ALL SOIL BELOW NEW FOOTINGS SHALL BE COMPACTED IN 8 INCHES THICK

LAYERS AND EACH LAYER SHALL BE COMPACTED TO 95 % OF THE MAXIMUM

DRY DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST (ASTM

SPECIFICATION D-1557.)(IF APPLICABLE FOR THIS PROJECT)

9- QUALITY OF FILL MATERIAL SHALL BE SUBMITTED TO OWNER FOR APPROVAL

STRUCTURAL STEEL:

1- STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

STEEL TUBES ......................................................... ASTM 500, GRADE B, Fy = 46 KSI W SHAPES .............................................................. ASTM 572, GRADE 50, Fy = 50 KSI ANY OTHER MISCELLANEOUS STRUCTURAL STEEL ..... ASTM A36, Fy = 36 KSI

2- CONTRACTOR SHALL SUPPLY, ASSEMBLY AND CONSTRUCT ALL STEEL

ELEMENTS CALLED FOR IN THE PLANS AND SPECIFICATIONS. CONTRACTOR

SHALL ALSO SUBMIT FOR APPROVAL SHOP DRAWINGS OF ALL STRUCTURAL

STEEL, JOINT PLATES, INSERTS AND FITTINGS BEFORE ORDERING IT.

3- THE REVIEW OF SHOP DRAWINGS BY THE ENGINEER SHALL IN NO CASE

RELIEVE CONTRACTOR OF RESPONSIBILITIES FOR ERRORS, OMISSIONS,

FURNISHINGS OF UNSUITABLE MATERIALS AND TIME DELAYS ARISING DIRECTLY

FROM A DIVERTION FROM PLANS AND SPECIFICATIONS BROUGHT BY THE

CONTRACTOR IN THE SHOP DRAWINGS.

4- WELDED SPLICES OF STRUCTURAL SECTIONS MAY BE PERMITTED IF APPROVED

BY ENGINEER, CONTRACTOR SHALL OBTAIN THE SECTIONS IN LENGTHS THAT

WOULD MINIMIZE THE NUMBER OF SPLICES.

5- ALL WELD WORKS SHALL BE PERFORMED BY SKILLED AND PROPERLY

CERTIFIED WELDER, BEARING THE PUERTO RICO WELDER BOARD LICENSE.

6- CONNECTIONS, WHEN NOT SHOWN ON PLANS, SHALL BE DESIGNED TO TRANSMIT

THE MAXIMUM STRESS ALLOWED FOR THE CONNECTED MEMBERS.

7- THE ERECTION OF STRUCTURAL STEEL ELEMENTS SHALL STRICTLY FOLLOW

SECTION 7 OF THE AISC "CODE OF STANDARD PRACTICE".

8- DIMENSIONS OF STRUCTURAL STEEL ELEMENTS SHALL BE WITHIN THE

DIMENSIONAL TOLERANCES SET FOR FORTH IN SECTION 6 OF THE CODE OF

STANDARD PRACTICE OF THE AISC MANUAL OF STEEL CONSTRUCTION.

9- NO LOADS SHALL BE PLACED OVER ANY STEEL STRUCTURE UNTIL ALL STUDS,

PURLINS, BEAMS, STEEL JOIST AND COLUMNS ARE PROPERLY BRACED.

10- ENGINEERED COATING AND PAINTING FOR STEEL TOWERS, SEE PAINT

SPECIFICATIONS PREPARED BY ARCHITECT OF RECORD CONSULTANT

(FLORIDA PROTECTIVE CONSULTANTS INC.)

11- DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE

IN ACCORDANCE WITH AISC MANUAL OF STEEL CONSTRUCTION 14th EDITION

AND IBC CODE, LATEST.

12- MATERIAL SHALL MEET THE REQUIREMENTS OF THE FOLLOWING (UNO):

ALL STRUCTURAL STEEL SHALL BE U.S. MADE

STRUCTURAL STEEL - STRUCTURAL SHAPES A 572-GRADE 50.

HIGH STRENGTH BOLTS - 3/4" DIA. MIN. ASTM A325N

WELDING - E70XX ELECTRODES PER AWS D1.1 SPECS

STEEL PLATES- ASTM A-36.

13- ALL SHOP CONNECTIONS SHALL BE MADE WITH WELDS OR HIGH STRENGTH

BOLTS. ALL FIELD CONNECTIONS SHALL BE BOLTED. STANDARD FRAMED

CONNECTIONS SHALL BE USED AS SHOWN IN TABLE II PART 4 OF AISC

MANUAL OF STEEL CONSTRUCTION (UNO) ALL BEAMS SHALL RECEIVE MAXIMUM

NUMBER OF ROWS OF BOLTS FOR BEAM DEPTH.

14- ALL WELDING SHALL CONFORM TO THE CURRENT SPECIFICATIONS OF THE

AMERICAN WELDING SOCIETY, AND SHALL COMPLY WITH ALL LOCAL LAWS AND

ORDINANCES. WELDING ELECTRODES SHALL BE E-70 SERIES.

15- CONNECTIONS:

(A) ALL CONNECTIONS SHALL BE FRAMED BEAM CONNECTION CONFORMING TO

THE REQUIREMENTS OF PART 4 OF THE AISC MANUAL, TABLE II & III UNLESS

OTHERWISE NOTED.

(B) ALL BOLTED CONNECTIONS SHALL BE MADE WITHHIGH STRENGTH BOLTS.

UNLESS OTHERWISE NOTED, CONNECTIONS SHALL BE "BEARING TYPE" WITH

ALLOWABLE STRESS ON BOLTS BASED ON THREADS INCLUDED IN THE SHEAR

PLANE.

(C) ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO PROVIDE AT LEAST

THE MINIMUM TENSION SHOWN IN TABLE 3, FASTENER TENSION, OF THE

SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325, UNLESS NOTED.

(D) SEATED CONNECTIONS WILL NOT BE PERMITTED UNLESS SHOWN ON THE

DRAWINGS.

16- THE CONTRACTOR SHALL SUPPLY ALL TEMPORARY BRACING REQUIRED TO

MAINTAIN PLUMBNESS AND STABILITY DURING ERECTION. BRACING SHALL NOT

BE REMOVED UNTIL ALL PERMANENT BRACING HAS BEEN INSTALLED, ALL

WELDING HAS BEEN COMPLETED, ALL BOLTS HAVE BEEN PROPERLY TIGHTENED,

AND TOP SUPPORTING ROOF DECK AND CONCRETE FLOOR SLAB HAVE BEEN

PROPERLY PLACED.

17- NO OPENINGS SHALL BE CUT IN STRUCTURAL MEMBERS UNLESS SHOWN ON

THE DRAWINGS, OR APPROVAL IS RECEIVED FORM THE ENGINEER.

18- ALL ELEVATIONS ARE GIVEN WITH RESPECT TO FINISH FIRST FLOOR DATUM

ELEVATION: (REF. ELEV. 0'-0")

19- PROVISIONS FOR DETAILS NOT SPECIFICALLY DRAWN SHALL BE MADE BY

THE CONTRACTOR IN ACCORDANCE AISC SPECIFICATIONS AND CLARIFIED

WITH THE DESIGNER.

20- MINIMUM METAL THICKNESS FOR ALL CONNECTIONS, STIFFENER PLATES ETC.,

SHALL BE 3/8".

1'-6" CLEAR

1/2"x9"x4"x4" LG BENT

PLATE BRACKET, BS.

3" x 1/2" FLAT PLATE

SIDE RAILS WITH 3/4"Ø

RUNGS @ 1'-0" O.C.

(2) 1/2"∅HIT-HAS-E+RE500

(EMBEDED 5")

1'- 0"

M

AX

5'- 0"

M

AX

1'-6"

3"x 3"x 3/8"x 3"

LONG RAIL SUPPORT.

SECURE TO FLOOR W/

(1) 1/2" EXP BOLT

STEEL LADDER

WITH 3/4" ∅ RUNGS

ROOF HATCH DOOR

Sheet No.

NOTE: THE SCALE OF THESE PLANS MAY HAVE CHANGED DUE TO REPRODUCTION

www.cphcorp.com

A Full Service A & E Firm

CPH Consulting, LLC.

Plans Prepared By :

THIS SHEET NOT VALID FOR

CONSTRUCTION WITHOUT COMPLETE

SET OF PLANS. SEE GENERAL NOTES

FOR MASTER LEGEND

500 WEST FULTON STREET

SANFORD, FLORIDA 32771

Ph. (407) 322-6841

Drawn:

Designed:

Checked:

Project No.:

Issue Date:

Daytona Hospital Hatch Opening Details details R-23_william.rodriguez _2_detached.rvt8/14/2025 2:41:08 PM

S100

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2501183

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1/2" = 1'-0"

2 SECTION

LEGEND

TYPE DRESCIPTION

1 1/2" = 1'-0"

4 SECTION

1 1/2" = 1'-0"

3 SECTION

1 1/2" = 1'-0"

5 S-HATCH OPENING ANCHOR BOLTS DETAIL

1/2" = 1'-0"

6 S- LADDER SECTION

DENOTES WALL ABOVE

DENOTES CONCRETE WALL BELOW

DENOTES CONCRETE BEAMS BELOW

3/32" = 1'-0"

1 HELIPAD HATCH FRAMING PLAN

1/2" = 1'-0"

7 S- LADDER ELEVATION

N O

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08/14/2025