29_07_TNFD1.0_Foundation_Plan_and_Details.pdf
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- Tyndall AFB Temporary Modular Medical Facility Federal contract opportunity
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- W9127S19Q6039
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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
D
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/3
/2
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"
2500 INDUSTRIAL STREET LEESBURG, FL 34748 (352) 728-2930
TPF TYNDALL - NORTH
PUBLIC HEALTH BLDG
S U
B M
IT
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A L
C O
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A S
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D
IC
A T
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THIRD PARTY:
& ASSOCIATES
HILBORN, WERNER, CARTER
1627 SOUTH MYRTLE AVE.
CLEARWATER, FLORIDA 33756
F O
U N
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IL
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M
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BUSINESS
20 PSF.
TYPE V-B
50/100 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:
187'-11"
11'-8"
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1"
11'-8"
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11'-8"
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A A A A
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.
"B" IS 24"x24" OR 4.00 SQUARE FEET. ANY
BASE PAD (CONCRETE OR ABS) SIZE MAY BE
NOTE: MINIMUM SIZE OF BASE PAD FOR PIER
4.00 SQUARE FEET. SEE "PIER B (ALT.)" ALSO.
USED THAT IS EQUAL TO OR GREATER THAN
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
MODEL #PP2424 (POLY-VULC)
24"x24"x1" ABS PAD OPTION
(OR AN APPROVED EQUAL)
P.T. WOOD CAP
4"x8"x16" CAP BLOCK
CAP BLOCK MUST BE USED AT
NOTE: AT LEAST (1) 4"x4"x16"
ABS PAD
ALL PIERS.
P.T. 2x8 WOOD CAP
4"x8"x16" CAP BLOCK
CAP BLOCK MUST BE USED AT
NOTE: AT LEAST (1) 4"x4"x16"
ALL PIERS.
ABS PAD
8"x8"x16" CMU
(ELEVATION) (ELEVATION)
24"
(PLAN VIEW)
8"x16"x4" (DEEP)
CAP BLOCK
8"x16"x4" (DEEP)
CAP BLOCK
8"x8"x16" CMU
ABS PAD ABS PAD
(PERSPECTIVE) (PERSPECTIVE)
NOTE: THE MINIMUM AT EACH
4"x8"x16" SOLID CONCRETE
PIER MUST BE AT LEAST (1)
CAP BLOCK
MAXIMUM HEIGHT OF 62" FROM
NOTE: PIER TYPE "B" HAS A
TOP OF PAD TO TOP OF P.T.
2x8 w/SURFACE BONDING.
MAXIMUM HEIGHT OF 46" FROM
NOTE: PIER TYPE "B" HAS A
TOP OF PAD TO TOP OF P.T.
2x8 W/O SURFACE BONDING.
PIER "B"
B
M
IN
w
/o S
.B
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MODEL #PP1616 (POLY-VULC)
(3) 16"x16"x1" ABS PAD OPTION
(OR AN APPROVED EQUAL)
16"
(PLAN VIEW)
LAYER IS (1) PAD CENTERED
BASE LAYER IS (2) PADS AND THE TOP
USE (3) 16"x16" ABS OR CONC PADS.
-OR-
24"x24"x4" SOLID CONCRETE
PAD OPTION
-OR-
(3) 16"x16"x4" SOLID CONCRETE
PAD OPTION
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
MAY OMIT BASE PAD WHEN
SURFACE
INSTALLED OVER CONCRETE
(OPTIONAL)
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
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
20" PAD
(ELEVATION)
8"x8"x16" CMU
P
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MAXIMUM HEIGHT OF 34" FROM
NOTE: PIER TYPE "C" HAS A
TOP OF PAD TO TOP OF P.T.
2x8 w/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.
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8"x8"x16" CMU
(PERSPECTIVE)
(PLAN VIEW)
ABS PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
-OR-
CONCRETE PAD
SINGLE ABS PAD -OR- CONCRETE PAD
SEE PIER SPACING CHART THIS SHEET
BASED ON PAD SIZE
PIER "C" PAD SIZES
PIER "C"
SCALE: N.T.S.
C 20"x20"x7/8" ABS PAD (MD #: PP2020 POLY-VULC)
(OR AN APPROVED EQUAL OR BETTER)
-OR-
20"x20"x4" SOLID CONCRETE PAD OPTION
MAXIMUM HEIGHT OF 26" FROM
NOTE: PIER TYPE "C" HAS A
TOP OF PAD TO TOP OF P.T.
2x8 W/O SURFACE BONDING.
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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
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N D
A N
C H
O R
STRAP (F.T.), TYP.
CHASSIS TIE-DOWN
BEYOND
FLOOR JOISTS
BEYOND
TYP. CROSSMEMBER
FRAME I-BEAM
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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
16"
SECTION "D"
SCALE: N.T.S.FD2
D
PERIMETER RAIL
HEADER BEYOND
FRAME END
FRAME I-BEAM
TYP. OUTRIGGER
BEYOND
BEYOND
LC
ENDWALL
A N
C H
O R
G R
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N D
CMU BLOCK PIER
MODULE AT EACH MATELINE
DOWN TO GROUND ANCHOR
STRAP; (1) STRAP PER
TYP. STEEL HURRICANE
A "V" SHAPE DOWN
TO GROUND ANCHOR
STRAP; (1) STRAP
MATELINE; CREATE
PER MODULE AT EACH
TYP. STEEL HURRICANE
(36" DOUBLE HELIX IS A
MIN. FOR CLASS 4a SOIL)
SEE NOTE #3.
TYP. GROUND ANCHOR
FRAME I-BEAM
TYP. OUTRIGGER
BEYOND
BEYOND
12" MIN.
SECTION "E"
SCALE: N.T.S.
E
FD2
HURRICANE
TYP. STEEL
STRAP
CMU BLOCK PIER
PERIMETER RAIL
CL
18" MAX.
CL
SUPPORT COLUMN
MATELINE
A N
C H
O R
G R
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N D
(36" DOUBLE HELIX IS A
MIN. FOR CLASS 4a SOIL)
SEE NOTE #3.
TYP. GROUND ANCHOR STRAP; (1) STRAP
TO GROUND ANCHOR
A "V" SHAPE DOWN
MATELINE; CREATE
PER MODULE AT EACH
TYP. STEEL HURRICANE
(TYPICAL AT ALL MATELINE STRAP LOCATIONS)
MATELINE SUPPORT
COLUMN FOUNDATION STRAP
NOTE: ALL MATELINE STRAPS MUST BE INSTALLED
ON EACH MODULAR PRIOR TO SET-UP. THESE
STRAPS ARE TO BE 1 1/4"x20 GA. x 72" STRAPS.
THE STRAPS ARE TO BE FASTENED TO THE MATELINE
SUPPORT COLUMNS APPROX. 36" ABOVE FINISHED
FLOOR WITH (18) .131"x1 1/2" GUN NAILS OR EQUAL.
REMAINDER OF STRAP TO HANG LOOSE BELOW FLOOR
AND IS TO BE ATTACHED TO GROUND ANCHOR BELOW.
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SCALE: N.T.S.
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VALID
January 27, 2017
File details come from the government source that posted it.