43_20_TCCFD1.0_Foundation_Plan_and_Details.pdf

SYMBOLS:

OUTLINE OF BUILDING FRAME

FRAME TIE-DOWN FASTENED

TO GROUND ANCHOR

CMU BLOCK PIER AND

PAD BELOW

C # OF PIERS

(UNDER OUTSIDE I-BEAM)

B

16"x16"

PAD SIZE

PIER SPACING

2000 P.S.F. SOIL BEARING CAPACITY

6'-5" 10 (UNDER OUTSIDE I-BEAM)18.5"x18.5"

20"x20"

24"x24"

(UNDER OUTSIDE I-BEAM)

(UNDER OUTSIDE I-BEAM)

88'-3"

115'-10"

611'-7"

(UNDER INSIDE I-BEAM)97'-3"

8'-3" 8 (UNDER INSIDE I-BEAM)

9'-8" 7 (UNDER INSIDE I-BEAM)

11'-7" 6 (UNDER INSIDE I-BEAM)

MORE THAN 9'-8" O.C. MUST HAVE A 16"x16" CMU PIER NOTE: ANY PIER THAT IS ON A 24"x24" PAD OR LARGER AND SPACED

SCALE: 3/16"=1'-0"

FOUNDATION PLAN

A

54321

B

C

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B A

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G F

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C H

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C O

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/3

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JE DUNN + HWA

CLEARWATER, FL 33756

CONSULTING ENGINEER

1765 CARNEGIE AVENUE

Ph: (727) 505-9941

JAMES E. BRADLEY, P.E.

J E B

0' 4' 8' 16' 32'

1/8" = 1'-0"

0' 2' 4' 8' 16'

1/4" = 1'-0"

0' 1' 2'

3/4" = 1'-0"

4'0' 1'

1 1/2" = 1'-0"

2' 2'1'6"6"3"0' 6"

3" = 1'-0"

1'3"

NOT FOR CONSTRUCTION

2500 INDUSTRIAL STREET LEESBURG, FL 34748 (352) 728-2930

TPF TYNDALL -

CONNECTING CORRIDOR

T Y

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A s i n d ic a te d F

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TCC-

FD1.0

D e s ig n e r

A u th o r

C h e c k e r

W -1

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-6

W -1

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-6

S y m b o l

D es cr ip ti o n

T ra ck in g N o

A ct io n

D at e

PROVIDE POSITIVE DRAINAGE UNDER UNIT.

UNDERGROUND UTILITY LOCATIONS ARE THE RESPONSIBILITY OF OTHERS. ALL UNDER-

GROUND UTILITY LOCATIONS MUST BE VERIFIED PRIOR TO ANY EXCAVATION.

18.

19.

STRUCTURAL LOAD LIMITATIONS:

2015 IBC

OF THE FOUNDATION TO DETERMINE THE AMOUNT OF INCREASED WIDTH TO BE ADDED TO THE

I-BEAM SUPPORT PIERS MAY BE INSTALLED LATERALLY (90° FROM THE ORIENTATION SHOWN

NOMINAL DIMENSIONS SHOWN ABOVE.

ON THE FOUNDATION PLAN). CENTERLINE OF EACH PIER MUST BE LOCATED DIRECTLY BELOW

THE I-BEAM CENTERLINE.

SOILS ONLY.

REQUIRED ALTERNATE FOUNDATION DESIGN. FOOTINGS SHALL BE PLACED ON NON-EXPANSIVE

CAPACITY IS LESS THAN 2,000 PSF, THE ARCHITECT/ENGINEER MUST BE CONSULTED FOR

SOIL BEARING CAPACITY SHOWN ON THIS PLAN IS ASSUMED. IF THE ACTUAL SOIL BEARING

MINIMUM SOIL BEARING CAPACITY IS 2,000 PSF. TO BE VERIFIED BY BUILDING'S OWNER.

16.

THE FOUNDATION DIMENSIONS SHOWN ARE NOMINAL. AN INCREASE IN MODULE WIDTH SHOULD

BE EXPECTED DUE TO MODULE EXPANSION, SETTING TOLERANCES, ETC. THE FOUNDATION CON- TRACTOR SHOULD CONSULT WITH THE MANUFACTURER OF THE MODULES PROIR TO CONSTRUCTION

ALL PIERS SHALL BE CAPPED WITH 4 INCHES OF SOILD MASONRY OR CONCRETE OR THE CAVITIES SHALL BE FILLED WITH CONCRETE OR GROUT. PIERS SHALL PROVIDE A TRUE AND EVEN BEARING

NOTE: ALL REQUIRED BUILDING AND/OR CONSTRUCTION PERMITS MUST BE APPLIED

FOR AND OBTAINED FROM THE LOCAL AUTHORITIES HAVING JURISDICTION PRIOR TO

ANY WORKED BEING DONE ON THE ABOVE SHOWN FOUNDATION DESIGN.

FOUNDATION NOTES:

SURFACE.

15.

12.

OF THIS FOUNDATION IS SUBJECT TO THE LOCAL JURISDICTION HAVING AUTHORITY.

THE WIND LOAD AND SOIL BEARING REQUIREMENTS OF THESE CODES. THE APPROVAL

ALTERNATIVE DESIGN OR METHOD OF CONSTRUCTION. THIS DESIGN MEETS OR EXCEEDS

THE ABOVE FOUNDATION IS DESIGNED AS PER SECTION 104.11 OF THE 2010 FBC USING

QQS-781-H TYPE-1 FINISH-B GRADE-1. TIE-DOWN STRAPS AND CONNECTING

TIE-DOWN STRAPS TO BE 1-1/4" X .035 GALVANIZED STEEL FEDERAL SPECIFICATION

6.

13.

HARDWARE TO HAVE A 4,725# MINIMUM ULTIMATE CAPACITY (3,150# x 1.5).

SEE ABOVE FOUNDATION LAYOUT FOR TIE-DOWN STRAP SPACING.5.

4.

3.

2.

ALL TIE DOWN ANCHORS SHALL HAVE A 4,725# MINIMUM ULTIMATE CAPACITY (3,150# x 1.5)

AND SHALL BE INSTALLED AS PER THEIR MANUFACTURER'S SPECIFICATIONS. THE TYPE OF

GROUND ANCHOR, INCLUDING SHAFT LENGTH, NUMBER AND DIAMETER OF HELIXES, ETC.

TO BE SPECIFIED BY THE GROUND ANCHOR MANUFACTURER FOR THE ACTUAL SOIL TYPE

THAT IS ENCOUNTERED AT THE SITE.

9.

11.

APPROVAL.

SHIMS SHALL BE OF P.T. LUMBER OR CEDAR AND BEARING AT ALL CONTACT POINTS.

MASONRY PIERS INSTALLED IN A DRY STACK SUBJECT TO LOCAL JURISDICTION AND

UNITS. ACTUAL OVERALL WIDTH MAY INCREASE DUE TO SITE CONDITIONS, MATERIAL

OVERALL WIDTH DIMENSION IS NOMINAL AND IS BASED ON UNIT WIDTH x NUMBER OF

OF THE PIER. SHIMS SHALL BE FREE OF KNOTS, CHECKS, SPLITS, AND SIMILAR IMPERFECTIONS.

WOOD SHIMS MAY BE INSTALLED WHEN NECESSARY, BETWEEN THE I-BEAM AND THE TOP

BEYOND THE CONTROL OF THE BUILDING MANUFACTURER.

TOLERANCES. FAILURE TO REMOVE CLOSE-UP MATERIAL AND/OR OTHER FACTORS

8.

7.

IS REMOVED FROM UNDER THE BUILDING AND THAT THE GROUND IS LEVELED AND

IT WILL BE THE BUILDING OWNER'S RESPONSIBILITY TO INSURE THAT ALL LOOSE DEBRIS

FIRMLY COMPACTED.

PIER A: FIELD CONDITIONS WITH DRY STACK PIERS GREATER THAN 26" SHALL REQUIRE

PIER B: FIELD CONDITIONS WITH DRY STACK PIERS GREATER THAN 46" SHALL REQUIRE

THE PIER TO BE CHANGED TO A PIER TYPE "B" (SEE THIS SHEET FOR DETAILS)

THE PIERS TO HAVE SURFACE BONDING TO A MAXIMUM OF 62" HIGH. (ANY PIERS OVER

62" HIGH WILL REQUIRE ENGINEERING BEYOND THE DESIGN OF THIS FOUNDATION.)

C887, OR SHALL HAVE SURFACE BONDING MORTAR IN COMPLIANCE w/ASTM C 946.

ALL MASONRY PIERS MAY BE LAID IN TYPE "M" OR "S" MORTAR IN COMPLIANCE w/ASTM

ALTHOUGH NOT SHOWN IN THIS DESIGN WHERE/WHEN REQUIRED BY LOCAL JURISDICTION

WITH ALL APPLICABLE STATE AND LOCAL CODES.

ALL FOUNDATION CONSTRUCTION, MATERIALS, AND INSTALLATION SHALL BE IN ACCORDANCE1.

10.

14.

-43.10 -22.60

-73.40 -50.90 -15.80

LB. (CONCENTRATED)2000

ENCLOSURE CLASSIFICATION:

(WALLS / WINDOWS / DOORS):

COMPONENT & CLADDING LOAD:

PSF

PSF

PSF

PSF

PSF

BUILDING RISK CATEGORY: (ASCE 7-10)

Pr =

Pw = Pw =

Pr = Pr =

(ROOFS)

GCpi =

5.

4.

3. C

0.18

WIND LOAD:

MPH (VULT)

1.02.

1.

Iw =

ROOF LIVE LOAD:

ROOF SNOW LOAD: N/A

PSF.A. 20

INTERNAL PRESSURE COEFFICIENT.

WIND EXPOSURE CATEGORY.

II

ZONE 1

ZONE 5

ZONE 4

ZONE 2

ZONE 3

ENCLOSED

WIND IMPORTANCE FACTOR.

WIND SPEED

PSF (CORRIDORS)

FLOOR LIVE LOAD:

A. 100

PSF (OFFICES) 50

MPH (VASD)108ALL PIERS SHALL BE 8"x8"x16" MASONRY BLOCKS ON EITHER AN 16"x16"x3/4" (DEEP)

ON FOUNDATION PLAN. SEE PIER SPACING CHART FOR ADDITIONAL SIZE OPTIONS.

ABS PADS, OR 16"x16"x4" SOLID CONCRETE PADS, MIN. EXCEPT AS OTHERWISE NOTED

UPPER HALF OF A HILL OR ESCARPMENT EXCEEDING 15

THIS BUILDING IS NOT DESIGNED FOR PLACEMENT ON THE

FEET IN HEIGHT.

6.

R = 6.5

EQUIVALENT

Sds < .49 Sd1 < .19

SEISMIC LOAD:

FLOOD LOAD:

C.

D. C

H.

J.

K.

I.

E.

A13

RESPONSE MODIFICATION COEFFICIENT

SEISMIC DESIGN CATEGORY.

ANALYSIS PROCEDURE.

SEISMIC FORCE RESISTING SYSTEM.

SPECTRAL RESPONSE COEFFICIENT.

SPECTRAL RESPONSE COEFFICIENT.

FLOOD PRONE OR ZONE AREA SUBJECT TO LOCAL JURISDICTION.

THIS BUILDING IS NOT DESIGNED TO BE SUBMERGED OR SUBJECTED TO

WAVE ACTION WHEN LOCATED IN A FLOOD PRONE OR ZONE AREA.

THE FINISH FLOOR ELEVATION MUST BE LOCATED ABOVE THE BUILDING

SITE FLOOD PLANE LEVEL FOR THIS BUILDING TO BE LOCATED IN A

A. Ie = 1.0 SEISMIC IMPORTANCE FACTOR

B. D SITE CLASS

Ss = < .537F. MAPPED SPECTRAL RESPONSE COEFFICIENT

S1 = < .285G. MAPPED SPECTRAL RESPONSE COEFFICIENT

Cd = 0.08L. SEISMIC RESPONSE COEFFICIENT

V = 22,593# DESIGN BASE SHEAR

SEE CHART ON SHEET 1. THE LOCAL BUILDING

IS 16"x16" OR 1.78 SQUARE FEET. ANY BASE

PAD (CONCRETE OR ABS) SIZE MAY BE USED THAT

IS EQUAL TO OR GREATER THAN 1.78 SQUARE FEET.

NOTE: MINIMUM SIZE OF BASE PAD FOR PIER "A"

DEPARTMENT IS TO BE CONSULTED AS TO WHICH

PAD THEY WILL REQUIRE.

MAY OMIT BASE PAD WHEN

SURFACE

INSTALLED OVER CONCRETE

ABS PAD

(PERSPECTIVE)

P.T. WOOD CAP

8"x16"x4" (DEEP)

CAP BLOCK

NOTE: THE MINIMUM AT EACH

4"x8"x16" SOLID CONCRETE

PIER MUST BE AT LEAST (1)

CAP BLOCK

16" to 24" PAD

(ELEVATION)

8"x8"x16" CMU to

P

A D

MAXIMUM HEIGHT OF 26" FROM

NOTE: PIER TYPE "A" HAS A

TOP OF PAD TO TOP OF P.T.

2x8 W/O SURFACE BONDING.

4"x8"x16" CAP BLOCK

CAP BLOCK MUST BE USED AT

NOTE: AT LEAST (1) 4"x4"x16"

ABS PAD(ELEVATION)

ALL PIERS.

M

IN

M

A X

8"x8"x16" CMU

(PERSPECTIVE)

(PLAN VIEW)

ABS PAD

-OR-

CONCRETE PAD

-OR-

CONCRETE PAD

-OR-

CONCRETE PAD

NOTE: SEE CHART FOR

PIER SPACING BASED ON

SIZE OF PIER PAD

SINGLE ABS PAD -OR- CONCRETE PAD

SEE PIER SPACING CHART THIS SHEET

BASED ON PAD SIZE

PIER "A" PAD SIZES

PIER "A"

SCALE: N.T.S.

A

16"x16"x3/4" ABS PAD (MD#: PP1616 POLY-VULC)

18"X18" x3/4" ABS PAD (MD#: PP1818 POLY-VULC)

20"x20"x7/8" ABS PAD (MD #: PP2020 POLY-VULC)

24"x24"x1" ABS PAD (MD #: PP2424 POLY-VULC)

(OR AN APPROVED EQUAL OR BETTER)

-OR-

16"x16"x4" SOLID CONCRETE PAD OPTION

18"x18"x4" SOLID CONCRETE PAD OPTION

20"x20"x4" SOLID CONCRETE PAD OPTION

24"x24"x4" SOLID CONCRETE PAD OPTION

SEE NOTE THIS SHEET

CONCRETE PAD

ABS PAD -OR-

TYP. GROUND ANCHOR

SEE NOTE #3.

MIN. FOR CLASS 4a SOIL)

(36" DOUBLE HELIX IS A

SIDEWALL

PERIMETER

BEYOND

FRAME OUTRIGGER

G R

O U

N D

A N

C H

O R

STRAP (F.T.), TYP.

CHASSIS TIE-DOWN

BEYOND

FLOOR JOISTS

BEYOND

TYP. CROSSMEMBER

FRAME I-BEAM

M

A X

M

IN

FD2 SCALE: N.T.S.

C

TOP OF I-BEAM

FRAME TIE-DOWN

INSTALLED FROM

DOWN TO GROUND

STRAP TO BE

SECTION "C"

ANCHOR

ABS PAD GRADE

CONC PAD GRADE

-OR-

(NOTE: STRAP MUST BE PROTECTED FROM

NOTE: STRAP MAY BE EITHER WRAPPED

AROUND I-BEAM AND A DOUBLE CRIMP

USED SUBJECT TO JURISDICTION APPROVAL.

USED OR AN APPROVED J-HOOK MAY BE

EQUAL CAN BE SUBSTITUTED

LOCATED OVER A CLASS 1 (ROCK)

NOTE: IF MODULAR BUILDING IS

DUCTS, INC.) OR AN APPROVED

[MD#:36-XDH (MINUTE MAN PRO-

SURFACE A CROSS DRIVE ANCHOR

DUCTS, INC.) OR AN APPROVED

[MD#:THDHLS (MINUTE MAN PRO-

A TENSION HEAD w/SLEEVE ANCHOR

3000 P.S.I. CONCRETE SURFACE

LOCATED OVER A MIN. 4" THICK

NOTE: IF MODULAR BUILDING IS

EQUAL CAN BE SUBSTITUTED

NOTE: IF MODULAR BUILDING IS

APPROVED CROSS DRIVE ANCHOR

(TIE-DOWN ENG, INC.) OR AN

ASPHALT ANCHOR [MD#59367

PARKING SURFACE THEN AN

LOCATED OVER AN ASPHALT

OR EQUAL CAN BE SUBSTITUTED

DIRECT CONTACT WITH ALL EDGES OF

I-BEAM)

CMU

BLOCK PIER

RAIL

BUSINESS

20 PSF.

TYPE V-B

100 PSF

ROOF LIVE LOAD:

CONSTRUCTION:

FLOOR DESIGN LIVE LOAD:

OCCUPANCY:

STRAPS REQUIRED. SEE DETAIL C-FD1.

TO EXCEED 2'-0".

NOTE: FIRST STRAP FROM END WALLS NOTNOTE:

NOTE: FRAME TIES ONLY, NO OVER-THE-ROOFNOTE:

-GROUND SNOW LOAD:

1'-0"

AA

FOR DIMENSIONS

SEE "PIER SPACING" CHART

A

TYP. O.C., MAX.

B1'-0" B

TYP. O.C., MAX.

B

TYP. O.C., MAX.

B

TYP. O.C., MAX.

A

TYP. O.C., MAX.

B BB

TYP. O.C., MAX. TYP. O.C., MAX.

AAAAAAAAAA

1'-0"

18'-0"10'-0"2'-0' 26'-0" 34'-0" 42'-0" 50'-0" 58'-0"

60'-0"

CF

D

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

B

TYP. O.C., MAX.

FOR DIMENSIONS

SEE "PIER SPACING" CHARTA

BB B B

AAAA TYP. O.C., MAX. TYP. O.C., MAX.TYP. O.C., MAX. TYP. O.C., MAX.

B BBB

A A A ATYP. O.C., MAX.TYP. O.C., MAX. TYP. O.C., MAX.TYP. O.C., MAX.

/2

/4

/4

1'-0"

A A

FOR DIMENSIONS

SEE "PIER SPACING" CHART

A

TYP. O.C., MAX.

B 1'-0"B

TYP. O.C., MAX.

B

TYP. O.C., MAX.

B

TYP. O.C., MAX.

A

TYP. O.C., MAX.

BB B

TYP. O.C., MAX.TYP. O.C., MAX.

A A A A A A A A A A

1'-0"

18'-4" 10'-3" 2'-0'26'-5"35'-0"43'-1"51'-2"60'-0"

62'-0"

C F D

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

B

TYP. O.C., MAX.

FOR DIMENSIONS

SEE "PIER SPACING" CHART B

B BBB

A A A ATYP. O.C., MAX.TYP. O.C., MAX. TYP. O.C., MAX.TYP. O.C., MAX.

BB B B

AAAA TYP. O.C., MAX. TYP. O.C., MAX.TYP. O.C., MAX. TYP. O.C., MAX.

/2

/4

18'-4" 10'-3" 2'-0'26'-5"35'-0"43'-1"51'-2"60'-0"

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

18'-0"10'-0"2'-0' 26'-0" 34'-0" 42'-0" 50'-0" 58'-0"

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

F .T

G

.A

A A

VALID

January 27, 2017