HomeMy WebLinkAboutPLANS 2THIS IS A LETTER OF CERTIFICATION FOR STEEL BUILDING SYSTEMS, INC.'S PROJECT
#14-12-272 FOR LIBERTY BAPTIST CHURCH, TO BE LOCATED IN FT. PIERCE, FL.
THIS LETTER CERTIFIES THAT STEEL BUILDING SYSTEMS, INC.'S BUILDING(S) MEETS
THE INFORMATION IN THE DESIGN CRITERIA.
THIS LETTER OF CERTIFICATION IS WRITTEN SPECIFICALLY FOR THE BUILDING(S)
PROVIDED BY STEEL BUILDING SYSTEMS, INC. THIS LETTER DOES NOT IMPLY NOR
CONSTITUTE AN AGREEMENT THAT THE MANUFACTURER OR THE MANUFACTURER'S
ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR
THE CONSTRUCTION PROJECT.
WIDTH (ft
LENGTH ft)
EAVE HEI HT (ft)
ROOF SLOPE Rise/12)
BUILDING CODE
DEAD LOAD psf)
COLLATERAL OAD (psf)
ROOF LIVE LOAD psf)
LIVE LOAD REDUCTION
DESIGN CRITERIA
= 90.0
= 24.8333
= 16.0/ 16.0
= 4.0
= FBC 10
= 2.0
= 0.0
= 20.0
= YES
GROUND SNOW LOAD ( sf)
= 0.0
ROOF SNOW LOAD (ps{
= 0.0
THERMAL COEFFICIENT
Ct)
= 1.0
IMPORTANCE - SNOW
= 1.0
SNOW EXPOSURE (Ce)
= 1.0
WIND SPEED (mph)
= 161.0
RISK CATEGORY
= II - NORMAL
WIND EXPOSURE
= B
CLOSED/OPEN/PARTIAL
= C
INTERNAL GCpi
= +0.18/-0.18
SEISMIC USE GROUP (SUG)
SEISMIC SITE CLASS
= D
SEISMIC COEFFICIENT
= 0.09
MAPPED RESPONSE (Ss
= 0.0550
MAPPED RESPONSE S1
= 0.0290
DESIGN CATEGORY (SDC
= A
IMPORTANCE - SEISMIC
= 1.00
SITE COEFFICIENT (Fa)
= 1.6000
SITE COEFFICIENT (FV)
= 2.4000
DESIGN RESPONSE
0.0880
DESIGN RESPONSE=
0.0696
JSms1=
DESIGN RESPONSE Sds)
= 0.0587
DESIGN RESPONSE Shc
= 0.0464
RES MOD FACTOR (Mom R
= 3.0
APP PERIOD (MOMENT) To
= 0.2573
RES MOD FACTOR (Brc R
= 3.0
APP PERIOD (Braced) a
= 0.1600
TRANVERSE SYSTEM
= MOMENT FRAMES
LONGITUDINAL SYSTEM
= BRACED FRAMES
NOTE: THE SEISMIC ANALYSIS PROCEDURE
USED ON THIS STRUCTURE IS THE
EQUIVALENT LATERAL FORCE PRO-
CEDURE.
STRUCTURAL STEEL
ASTM# (Plate) = A529; A570; A572
PLATE YIELD (Fy) = 50.0 ksi
COMPONENTS
AND
CLADDING
COMP/CLAD
PRES
SUCT
ROOF SUCT
ASTM# (Bar) = A-529; A-570; A-572
LOCATION
(PSF)
(PSF)
(PSF)
COLUMN
37.5
-41.1
PLATE YIELD (Fy) = 50.0 ksi
LIGHT GUAGE STEEL
GIRT/HEADER
37.5
-41.1
ASTM# (Cold -Form) = Al008; Al011
JAMB
37.5
-41.1
COLD -FORM YIELD (Fy) = 55.0 ksi
WALL PANEL
46.6
-62.3
ASTM# (Panel) = A792
PANEL YIELD (Fy) = 80.0 ksi
PURLIN
19.0
-38.7
ROOF PANEL
26.8
-42.6
NOTE: ALL CONNECTION BOLTS ARE DESIGNATED
LONG. BRACING
15.8
-11.5
-27.2
IN THESE DRAWINGS AS EITHER A "M"
FOR A307 BOLTS OR A "H" FOR A325
LONG. BRACING
24.1
-17.0
BOLTS.
(EDGE ZONE)
NOTES TO ERECTOR/OWNER:
[1] "SBS" IS NOT'RESPONSIBLE FOR THE ERECTION OF THE BUILDING,
THE SUPPLY OF ANY TOOLS OR EQUIPMENT, OR ANY OTHER FIELD
WORK UNLESS "SRS" HAS BEEN CONTRACTED FOR THESE. "SBS"
DOES NOT PROVIDE ANY FIELD SUPERVISION FOR THE ERECTION
OF THE BUILDING, .NOR DOES "SBS" PERFORM ANY INSPECTIONS
DURING OR AFTER ERECTION.
[2] USE ONLY THE ERECTION DRAWINGS PROVIDED BY "SBS" AND IN-
CLUDED IN THE ERECTOR'S PACKAGE DELIVERED BY THE TRUCK
DRIVER WITH THE_ BUILDING. "SBS" IS NOT LIABLE FOR ANY CLAIM
RESULTING FROM THE USE OF OTHER DRAWINGS.
[3] CHECK SLAB AND ANCHOR BOLT PLACEMENTS BEFORE STANDING ANY
FRAMING. IF THE SLAB IS NOT SIZED CORRECTLY OR IS OUT OF
SQUARE, OR IF THE ANCHOR BOLTS ARE NOT CORRECTLY LOCATED,
CALL "SBS". "SBS" IS NOT LIABLE FOR LABOR CHARGES RESULTING
FROM STAND"n COALAI"In nAl Ahl IAIr`r%DDCr`T ci AD
[4] BEGIN ERECT
FIRST AND T
ATTACHMENT
A SNUG COt
INSTALLING F
THE CABLE I
WITH REMAIN
BAYS ARE El
[5) THE CORREC
DRAW THE C
CHIPPING AN
AGES OF MA
SHOP DRAWING I SUBMITTAL REVIEW STATUS
DESIGN PROFESSIONAL DETERMINATION
RESPONSE REQUIRED
No Exceptions Taken Ll` Rejected ❑
Confirm ❑
Noto Markings ❑ Comments Attached ❑
Revibmit ❑
Doiga Prolessimnars rovis:v is uny for checking con!ormnnce with the infom> Son given and with the
design concept expressed In the Contract Documents. All markings an•7lor eommenls applied by the
Design Pm!essional shall net rereue the Contractor from campbnce vvAli the Cunirci Documents not
Vmv detwwdures mere from. The Conhaclot remains responsible for detaits and axuta y conrnming and
correialky an puanf;!' s and dinrensions; selecting rahrication pfccesses: trchn4ues of assembly;
perintming the work In a sale manner and coordinating the work with alt other trades.
THE SPAFFER GROUP. INN. ENGINEERS/CONSULTANTS
FdShaffer PE 05/27/15
By: Date:
SUBJECT TO __ .,..� ,.,....... '"'. ..__. ..,
IFICAT16N TO THE.:6UI.LDING. "SBS" DOES NOT PAY CLAIMS FOR ER-
ROR CORRECTION l)NLESS APPROVED IN WRITING BY "SBS" BEFOREHAND.
STATUS OF THESE DRAWINGS
FOR OWNER'S USE - NOT FOR CONSTRUCTION.
FOR APPROVAL - NOT I FOR. CONSTRUCTION.
FOR PERMITTING - NOT FOR CONSTRUCTION.
FINAL DRAWINGS - FOR CONSTRUCTION.
ERECTION DRAWINGS - FOR CONSTRUCTION.
❑ ANCHOR BOLT PLANS,FOR CONSTRUCTION.
SCANNED
BY
St. Lucie Count%
Gregory S.
,12149 Nell Purvis Road-i
,Adel, GA 31620
I. PIE 'sr 54419
STRUCTURAL STAMP
REVISIONS
2/02/2015
2/11/2015
5/07/2015
5/21/2015
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14-12-272
12 22 2014
MSS I
'NONE
COVER PAGE
ER:
PAG E 0
REVISIONS
THIS IS A LETTER OF CERTIFICATION FOR STEEL BUILDING SYSTEMS, INC.'S PROJECT
#14-12-272 FOR LIBERTY BAPTIST CHURCH, TO BE LOCATED IN FT. PIERCE, FL.
THIS LETTER CERTIFIES THAT STEEL BUILDING SYSTEMS, INC.'S BUILDING(S) MEETS
THE INFORMATION IN THE DESIGN CRITERIA.
THIS LETTER OF CERTIFICATION IS WRITTEN SPECIFICALLY FOR THE BUILDINGS)
PROVIDED BY STEEL BUILDING SYSTEMS, INC. THIS LETTER DOES NOT IMPLY NOR
CONSTITUTE AN AGREEMENT THAT THE MANUFACTURER OR THE MANUFACTURER'S
ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR
THE CONSTRUCTION PROJECT.
DESIGN CRITERIA
WIDTH (ft)
= 90.0
LENGTH (ft)
= 24.8333
EAVE HEIGHT (ft)
= 16.0/16.0
ROOF SLOPE Rise/12)
= 4.0
BUILDING CODE = FBC 10
DEAD LOAD psf)
= 2.0
COLLATERAL CAD (psf)
= 0.0
ROOF,.LIVE LOAD (psf)
= 20.0
LIVE LOAD REDUCTION
= YES
GROUND SNOW LOAD ( sf)
= 00
ROOF SNOW LOAD
(psf
= EO
THERMAL COEFFICIENT
Ct)
= 1.0
IMPORTANCE - SNOW
= 1.0
SNOW EXPOSURE (Ce)
= 1.0
WIND SPEED (mph)
= 161.0
RISK CATEGORY
= II - NORMAL
WIND EXPOSURE
= B
CLOSED/OPEN/PARTIAL
= C
INTERNAL GCpi
= +0.18/-0.18
SEISMIC USE GROUP (SUG)
SEISMIC SITE CLASS
= D
SEISMIC COEFFICIENT
= 0.09
MAPPED RESPONSE (Ss)
= 0.0550
MAPPED RESPONSE (S1))
= 0.0290
DESIGN CATEGORY (SDC
= A
IMPORTANCE - SEISMIC
= 1.00
SITE COEFFICIENT (Fa)
= 1.6000
SITE COEFFICIENT (FV)
= 2.4000
DESIGN RESPONSE
= 0.0880
DESIGN RESPONSE Sm1
= 0.0696
ISms)
DESIGN RESPONSE Sds)
= 0.0587
DESIGN RESPONSE Sd1]
= 0.0464
RES MOD FACTOR (Mom) R
= 3.0
APP PERIOD (MOMENT) To
= 0.2573
RES MOD FACTOR (Brc) R
= 3.0
APP PERIOD (Braced) To
= 0.1600
TRANVERSE SYSTEM
= MOMENT FRAMES
LONGITUDINAL SYSTEM
= BRACED FRAMES
NOTE: THE SEISMIC ANALYSIS PROCEDURE
USED ON THIS STRUCTURE IS THE
EQUIVALENT LATERAL FORCE PRO-
CEDURE.
STRUCTURAL STEEL
ASTM# (Plate) = A529; A570; A572
PLATE YIELD (Fy) = 50.0 ksi
COMPONENTS
AND
CLADDING
COMP/CLAD
PRIES
SUCT
ROOF SUCT
ASTM# (Bar) = A-529; A-570; A-572
LOCATION
(PSF)
(PSF)
(PSF)
COLUMN
37.5
-41.1
PLATE YIELD (Fy) = 50.0 ksi
LIGHT GUAGE STEEL
GIRT/HEADER
37.5
-41.1
ASTM# (Cold -Form) = A1008; A1011
JAMB
37.5
-41.1
COLD -FORM YIELD (Fy) = 55.0 ksi
ASTM# (Panel) = A792
WALL PANEL
46.6
-62.3
PANEL YIELD (Fy) = 80.0 ksi
PURLIN
19.0
-38.7
ROOF PANEL
26.8
-42.6
NOTE: ALL CONNECTION BOLTS ARE DESIGNATED
LONG. BRACING
15.8
-11.5
-27.2
IN THESE DRAWINGS AS EITHER A "M'
FOR A307 BOLTS OR A "H" FOR A325
LONG. BRACING
24.1
-17.0
BOLTS.
(EDGE ZONE)
NOTES TO ERECTOR/OWNER:
[1] "SBS" IS NOT RESPONSIBLE FOR THE ERECTION OF THE BUILDING,
THE SUPPLY OF ANY TOOLS OR EQUIPMENT, OR ANY OTHER FIELD
WORK UNLESS "SBS" HAS BEEN CONTRACTED FOR THESE. "SBS"
DOES NOT PROVIDE ANY FIELD SUPERVISION FOR THE ERECTION
OF THE BUILDING, NOR DOES "SBS" PERFORM ANY INSPECTIONS
DURING OR AFTER ERECTION.
[2] USE ONLY THE ERECTION DRAWINGS PROVIDED BY "SBS" AND IN-
CLUDED IN THE ERECTOR'S PACKAGE DELIVERED BY THE TRUCK
DRIVER WITH THE BUILDING. "SBS" IS NOT LIABLE FOR ANY CLAIM
RESULTING FROM THE USE OF OTHER DRAWINGS.
[3] CHECK SLAB AND ANCHOR BOLT PLACEMENTS BEFORE STANDING ANY
FRAMING. IF THE SLAB IS NOT SIZED CORRECTLY OR IS OUT OF
SQUARE, OR IF THE ANCHOR BOLTS ARE NOT CORRECTLY LOCATED,
CALL "SBS". "SBS" IS NOT LIABLE FOR LABOR CHARGES RESULTING
FROM STANDING FRAMING ON AN INCORRECT SLAB.
[4] BEGIN ERECTION WITH A BRACED BAY. INSTALL THE EAVE STRUTS
FIRST AND THEN THE PURLINS WHICH FALL AT THE CABLE
ATTACHMENT POINTS. NEXT, INSTALL ROOF AND WALL CABLES TO
A SNUG CONDITION, SO THAT THE FRAMING IS BRACED. FINISH
INSTALLING PURLINS AND GIRTS IN THE BRACED BAY. USING THE '
THE CABLE BRACING, SQUARE AND PLUMB THE FRAMING. CONTINUE
WITH REMAINING BAYS, INSTALLING BRACING AS ADDITIONAL BRACED
BAYS ARE ERECTED.
[5] THE CORRECTION OF MINOR MISFITS BY THE USE OF DRIFT PINS TO
DRAW THE COMPONENTS INTO LINE, MODERATE AMOUNTS OF REAMING,
CHIPPING AND CUTTING, AND THE REPLACEMENT OF MINOR SHORT-
AGES OF MATERIAL ARE A NORMAL PART OF ERECTION AND ARE NOT
SUBJECT TO CLAIM. CONTACT "SBS" BEFORE MAKING ANY FIELD MOD-
IFICATION TO THE BUILDING. "SBS" DOES NOT PAY CLAIMS FOR ER-
ROR CORRECTION UNLESS APPROVED IN WRITING BY "SBS" BEFOREHAND
STATUS OF THESE DRAWINGS
FOR OWNER'S USE - NOT FOR CONSTRUCTION.
FOR APPROVAL - NOT
FOR CONSTRUCTION.
FOR PERMITTING - NOT
FOR CONSTRUCTION.
FINAL DRAWINGS - FOR
CONSTRUCTION.
ERECTION DRAWINGS -
FOR CONSTRUCTION.
ElANCHOR BOLT PLANS -
FOR CONSTRUCTION.
L" 02/02/2015
[21 02/ 11 /2015
L31 05/07/2015
[41 05/21 /2015
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Gregory S. Barfield, P.E.
t 2149 Nell Purvis Road
,Adel, GA 31620
e ILP.E. # 54419:
STRUCTURAL STAMP
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COVER PAGE
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PAGE 0
1 25,-0„ 2
— — —
— — — — — — — —
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PROJECT LAYOUT PLAN
NOTE: THE PURPOSE OF THE PROJECT LAYOUT PLAN IS
TO SHOW THE RELATIONSHIP AND ORIENTATION OF
THE VARIOUS BUILDINGS WHICH MAKE UP THE
PROJECT.
THE PROJECT LAYOUT PLAN IS NOT TO 6E USED
TO LAYOUT, FORM UP, OR POUR, THE FOUNDATIONS
AND/OR SLABS.
e S STEEL Ira S�-JSTFMS INM
IN
REVISIONS I- 14-12-272 1 12/22/14
Gregory S. Barfield, P.E.
f 2149 Neil Purvis Road
Adel, GA 31620
L�I'.E. # 54419
STRUCTURAL STAMP
UT PLAN
MSS .
OUT -TO -OUT OF CONCRETE
6" 24,-6"
4" 1�� 24'-4" A
I
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0
ANCHOR BOLT PLAN
NOTE: ALL BASE PLATES ® 100'-0" (UNLESS NOTED)
iF NOTE SLOPE DOWN AREA IN FRONT OF
ROLLUP DOOR 1' TO ALLOW WATER
TO DRAIN FROM BASE OF DOOR.
n
BS STm. BLLMNG SLJSTEMS INC.
DBIDHER:
LIBERTY BAPTIST CHURCH
REVISIONS _'-14-12-272 W 12 22 14
�7102/11/15DDFORT PIERCE, FL
121 DRAWNU NUIE: Sate
05/07/15 ANCHOR BOLT LAYOUT NONE
Ls] DmmNG No: DRAWN BY: CHECKED Br.
05/21/15 PAGE 1.1 AASS NFF
O DIA= 5/8'
N DIA= 3/4'
® DIA= 1'
X DIA= 1 1/4'
Gregory S. Barfield, P.E.
E2149 Nell Purvis Road
-Adel, GA 31620
L P.E. # 54419
STRUCTURAL STAMP
FRAME LINES: 1
Q Q Q
OLUMN LINE
H H H
'IV IV IV
RIGID
FRAME:
MAXIMUM REACTIONS, ANCHOR BOLTS,
& BASE PLATES
COLUMN REACTIONS )
-
FRM
COL
LOAD HMAX
V
Sk
LOAD HM N
V
ANC BOLT
BASE -PLATE (IN)
ELEV.
UNE
UNE
ID
H
VMAX
ID H
VMIN
QTY DIA
WIDTH LENGTH
THICK
(m)
1
G
6
1.9
20.9
7 -3.6
-4.8
4 1.000
8.00 8.375
1.000
0.0
2
-0.1
67.2
1
A
8
3.6
-6.3
5 -1.9
2.7
4 1.250
B.DDO 9.250
1.000
0.0
1
-1.5
4.7
8 3.3
-6.1
1
D
8
0.0
-6.2
8 0.0
-6.2
4 0.750
8.000 12.00
0.500
0.0
1
0.0
8.5
DTES FOR REACTIONS
1. ALL LOADING CONDITIONS ARE EXAMINED AND ONLY MAXIMUM/MINIMUM H OR V AND THE
CORRESPONDING H OR V ARE REPORTED.
2. POSITIVE REACTIONS ARE AS SHOWN IN THE SKETCH. FOUNDATION LOADS ARE IN
OPROSITE DIRECTIONS.
3. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE H POINTING AWAY
FROM THE BRACED RAY. THE VERTICAL REACTION IS DOWNWARD.
4. BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA:
WIDTH (ft ) - 90.0
EAVEG HEI RT (ft1 - 160 016.0
D� LOADE(,sf) E/12) - 4.0/
COLLATERAL YOAO (Psf) 220.0
ROOF LIVE LOAD ps = 20.0
FRAME LIVE LOAD psi = 12.0
WIND SPEED (mph) = 161.0
EYPOS RE B C 10 (IBC 12)
CLOSED/OPEN/PARTLLL = C
IMPORTANCE WIND m 1.00
SETS C ZONRTANCE SEISMIC - 1A.00
SEISMIC COEFF (Fa -Ss) = 0.09
5. LOADING CONDITIONS ARE
1
2
3
4
5
6
7
B
90
11
12
13
14
1s
16
RIGID FRAME:
BASIC COLUMN REACTIONS (k )
FRAME COLUMN -----
Dead -------- Live ---- ----Floor ------ Wind_Leftl-
-Wind-Rights-
--Wnd_Lefl2-
LINE LINE
HORIZ
VE1Lr
HORIZ
VERT HORIZ
VERT
HORIZ
VERT
HORIZ
VERT
HORIZ
VERT
1 G
0.4
3.9
1.4
3.7 0.4
21.1
-6.4
-11.9
-0.4
-8.8
-5.8
-6.5
1 A
-0.4
1.3
-1.4
3.7 -0.4
0.3
0.4
-8.8
6.4
-11.9
-0.2
-3.4
1 D
0.0
2.2
0.0
6.3 0.0
-0.2
0.0
-12.6
0.0
-12.6
0.0
-7.3
FRAME COLUMN-Wind_Rigght2-
UNE HORIZ VERr
--Wmd_Longg1---Wind_Lang2-
HORIZ
-Seismic-Left
Seismie_Rigght
-Solsmie_Long
LINE
-3.4
HORR
-0.2
VERT
-126.1 -2.6
VERT
-123.8
HORIZ
-0.2
VERT
0.0
HORIZ
0.2
VERT
0.0
HORIZ
0.0
VERT
-1.3
1 A
5.8
-6.5
2.6
-123.8 0.2
-126.1
-0.2
0.1
0.2
-0.1
0.0
-1.2
1 D
0.0
-7.3
0.0
-10.8 0.0
-10.8
0.0
-0.1
0.0
0.1
0.0
0.0
FRAME COLUMN F1PAT_1L1-
FIPAT_LL-2-
UNE UNE
HORIZ
VERT
HORIZ
VERT
1 G
0.7
3.5
0.7
0.2
1 A
-0.7
0.2
-0.7
3.5
1 D
0.0
3.1
0.0
3.1
ENDWALL
COLUMN:
BASIC COLUMN REACTIONS (k )
Floor
WIND
WIND
WIND
WIND
WIND
WIND
WIND
WIND
Seis
FRM
UNE
COL
UNE
DEAD
VERT
LIVE
VERT
LIVE
VERT
Leftl
VERY
Rigghtl
VLRT
Left2
VERT
Rigght2
VERT
Press
Sual
Long1
Langg2
Left
2
A
0.2
1.5
0.0
-2.8
-2.5
-2.7
-2.4
HORZ
-2.2
HORZ
2:4
VERT
-2.4
VERY
-2.0
VERT
0.0
2
B
0.7
4.2
0.0
-9.4
-6.7
-9.4
-6.7
-5.3
5.9
-9.3
-5.7
0.0
2
C
0.8
3.7
0.0
-8.2
-5.8
-8.2
-5.8
-6.9
7.5
-8.5
-4.8
0.0
2
D
1.0
3.8
0.0
-2.7
-2.7
-3.0
-3.0
-8.3
9.1
-3.9
-3.9
0.0
2
E
2.0
3.7
12.1
-5.8
-8.2
-5.8
-8.2
-6.9
7.5
-4.8
-8.5
-0.1
2
F
2.7
4.2
21.8
-6.7
-9.4
-6.7
-9.4
-5.3
5.9
-5.7
-9.3
-0.2
2
G
1.6
1.5
12.9
-2.5
-2.8
-2.4
-2.7
-2.2
2.4
-2.0
-2.4
-0.1
SeiisFRM
UNE
COL
UNE RV g t
E0.0
9
HORZ LLMa
2
A
0.0
0.0
2
B
0.0
0.0
0.0
2
C
0.0
0.0
0:0
2
D
0.0
0.0
0.0
2
E
0.1
-0.3
-0.2
2
F
0.2
0.0
0.0
2
G
0.1
-0.3
-0.2
ENDWALL
COLUMN:
MAXIMUM REACTIONS,
ANCHOR
BOLTS, &BASE PLATES
REALOAD
FRM
COL
LOAD HMACOLUMV
HMSN)
V
ANC
BOLT
BASF -PLATE (IN)
ELEV.
UNE
UNE
ID
H
VMAX
ID
H
VMIN
QTY
DIA
WIDTH LENGTH
THICK
(in)
2
A
9
1.5
-1.5
10
-1.3
-1.3
4
0.750
8.000 8.000
0.250
0.0
1
0.0
1.8
9
1.5
-1.5
2
B
9
3.5
-5.2
10
-3.2
-5.2
4
0.750
8.000 8.000
0.250
0.0
1
0.0
4.9
9
3.5
-5.2
2
C
11
4.5
-4.7
10
-4.1
-4.7
4
0.750
8.000 8.000
0.250
0.0
1
0.0
4.4
11
4.5
-4.7
2
D
12
5.4
-1.8
13
-5.0
-1.8
4
0.750
8.000 8.000
0.250
0.0
1
0.0
4.8
12
5.4
-1.8
2
E
12
4.5
-3.9
13
-4.1
-3.9
4
0.750
8.000 8.000
0.250
0.0
2
0.0
14.2
12
4.5
-3.9
2
F
14
3.5
-4.0
13
-3.2
-4.0
4
0.750
8.000 8.000
0.375
0.0
2
0.0
24.5
14
3.5
-4.0
2
G
14
1.5
-0.8
13
-1.3
-0.5
4
0.750
8.000 8.000
0.250
0.0
2
0.0
14.4
14
1.5
-0.8
WIND
COLUMN REACTIONS
d:
REACTIONS
-WALL-
COL
HORZ
VERT
MOMEHT
ANC -BOLT
BASE3LATE(IN
LOC UNE
UNE R/L LOADJD
(I
(k)
(f-k)
QTY DIA
WIDTH LENGTH THICK
M F_SW A
1 R WIND
15.1
114.5
228.9
4 1.000
8.000 8.000 1.000
SEISMIC
0.1
1.0
2.1
i B_SW G
1 L WIND
15.1
114.5
228.9
4 1.ODO
8.000 8.000 1.000
SEISMIC
0.1
1.0
2.1
Vf
H+V
FLOOR COLUMN REACTIONS
DEAD
Call
LIVE
FRAME COL
Max_Vert
VERT
VERT
VERT ANC BASE Plate (IN)
ELEV.
UNE LINE
Ld (k )
(k )
(k )
-BOLT
(k ) 07Y DIA WIDTH LENGTH THICK
(in)
1 F
2 25.1
2.1
0.0
23.0 4 0.750 6.000 8.000 0.500
0.0
1 E
2 13.0
1.1
0.0
11.9 4 0.750 6.ODO 8.000 0.500
0.0
d: REACTIONS k Panel.
-WALL- COL-WND- -SEIMC - lb,
LOC UNE UNE HORZ VERT HORZ VERY WIND
F_SW A VENDID CO�MN IN WAT ALL L
SSW 0 WIND COLUMN IN WALL 24
ANCHOR BOLT SUMMARY
P(in)
QTY
LOCATE
(i) TYPE
O 4
JAMB
5/8' A307
1.50
928
ENDWALL
/R' A307
1.50
6/ 4
FRAME
1' A307
3.00
X 4
FRAME
1 rA307
3.50
04
FRAME
3 4' A307
2.50
tB 8
WINDCOL
1' A307
3.00
® 8
FLOOR
3/4- A307
2.50
STmL ES' (S Sl-lSTFjrU% INC.
REVISIONS LIBERTY BAPTIST CHURCH
5 14-12-272 12 22 14
LOCATION:
5 FORT PIERCE, FL
DRAWING NAME: SCALE;
ANCHOR BOLT REACTIONS NONE
DRAWING NO: DRAWN In: CHECKED Dr.
PAGE 1 -4 1 'LAcc
Gregory S. Barfield, P.L.
,`2149 Nell Purvis Road
,Adel, GA 31620
-P.E. # 54419
STRUCTURAL STAMP
2
-11
I
r
it
I
I
0
�
z
J
'
m
0
�
z
1
U)
X
I
I
LLJ
II
I
I
II
1
L-----------
. OF STEEL
of
o
E�I_
I►�,1_
14,
II
II_
II
la\IAI
IA\IAI_
I\
�I
oI
P-2
10x25Z14
24'-9 1%2"
P-3
10x25Z12
24'-9 1/2
P-4
10x25Z12
24'-9 1/2
E-1
10ES14®4
24'-9 1/2
E-2
10ES14@4
24'-9 1/2
CB-1
3/8 CBL
28'-3 116
CB-2
3/8 CBL
27'-9 3 16"
CB-3
5/16 CBL
28'-3 1/4"
CB-4
5/16 CBL
28'-4 3/16"
CB-5
1/4 CBL
28'-4 1/16
C8-6
1/4 CBL
28'-5 116"
PURLIN BRACE (TYP.) *
ROOF FRAMING PLAN
*SEE PAGE 2.2 FOR
PURLIN BRACE DETAILS.
NOTE: FIELD REAM EAVE STRUTS
AT 5/8' BOLT LOCATIONS.
mSTEEL ANC=— S'mSTElXNS wc.
LIBERTY. BAPTIST
REVISIONS 14-1
A [t LOGTION:
Ff1RT
Gregory S. Barfield, P.E:
L.2149 Nell Purvis Roa1X�
LAdel, GA 31620
- P.E. # 54419
STRUCTURAL STAMP
MSS
MARK
5P-2 14 2 0 A395 5/R: 9 11, I RF1-7 14 A325 5/8' 2 1/Y
1 IFB2
1 FB3
,%4"
12
�r
9
RF1-2
RF1-3 12.0/12.0 0.
% 12.0/12.0 0.
RF1-4 12.O/12.0 0.
12.0/12.0 0.
RF7-5 12.O/12.0 0.
12.0/1.0.
" 12.0/14.3 0.
~' 14.3/21.0 0.
RF1-6 21.0/21.0 0.
O 21.0/ 9.9 0.
9.9 8.5 0.
RF1-7 B12 5.6
5/16. ~� 12'� .
,f 2�Z 73L7p, 9
KW1U YKAML tLtVA11UN: I KAML LINE 1
3'tlb
- 011/4'
S x 1%4• x 1-1U7 16-
1'-5 1(8-
11'-11
5 x 1/4* x 20*-0•
11'-11'
S x 1/4 x 11 -3'
7'-9 118'
11'-11
5 x 1/4" x 14'-10 3/8"
2'-11 3/8
2'-11 1/2"
S x 1/4' x 14'-10 1/2'
11'-11"
3'-1,
S x 1/4' x 10� 5 5/8.
11'-11•
5 x 1/4 x 20-0"
4'-1 3(4•
11'-11
2'-2 518"
S x 1/4' x 1'-10 9/16'
S x 1/2 x 15'-0 3/16
1�-511
O kcH, ,j•
4•�,
12
X 1/9, x 1U-11 1(16-
5 x 1/4 x 3'-0 1/4
5 x 1/4" x 20'-0"
5 x 1/4" x 11'-7 1/8'
5 x 1/4• x 14'-6 1/4"
5 x 1/4' x 14'-6 3/8'
5 x 1/4* x 15'-0'
5 x 1/4 x 16-0 15/16"
5 x 1/4" x 13'-5 3/16"
Gregory S. Barfield, RE,
.,2149 Nell Purvis Road .
EAdel, GA 31620
LP.€. # 5441%
STRUCTURAL STAMP
B= STEEL AI ■ r IqG S'JSTE/XNS INC.
CUSTOMER:
LIBERTY BAPTIST CHURCH /
REVISIONS XB NO:
14-12-272 17
2 22 14
TDCA110N:
D2/11/15 FORT PIERCE, FL
35/07/15 BRAxNcNWE RGID FRAME CROSS SECTION s NONE
ORAMN0 N0: um" W. CHECKED W.
)5/21/15 PAGE 2.1 MSS
EAVE
11
(2) ff12x1 1/4" SCREWS
(GALVALUME)
PURLIN BRACING DETAILS
(SEE PAGE 2 FOR PURLIN BRACE LAYOUT)
(4) #12x1 1/4" SCREWS
(GALVALUME)
8" SPLICE
LO O OJ
11 11
(4) #12x1 1/4" SCREWS
(GALVALUME)
NOTE: MINIMUM SPLICE LENGTH.
SPLICE LENGTH = GAP + 8".
.. I- -.. - ___.. -
111ifficM
H/S EAVE @ SINGLE SLOPE
1
(2) #12x1 1/4" SCREWS
(GALVALUME)
Gregory S. Barfield, P.E.
l 2149 Nell Purvis Road
EAdel, GA 31620
1 P.E. # 54419
SBS SUPPLIES CABLES CUT TO THE NEAREST FOOT
LONGER THAN THE REQUIRED LENGTH. FOLLOW
THESE INSTRUCTIONS FOR CABLE INSTALLATION.
[1] INSTALL ONE END OF THE CABLE FOLLOWING THE
INSTRUCTIONS OF THE GRIP MANUFACTURER.
[2] INSTALL THE EYEBOLT AND HILLSIDE AT THE OPPI
CABLE END.
[3] HOOK GRIP THROUGH EYEBOLT.
[4] PULL CABLE TIGHT AND MARK LENGTH TO MATCH
INSTALLATION MARK ON THE GRIP.
[5] CUT CABLE TO LENGTH.
CAB
ABLE
COLUMN 0
RAFTE
HILLSIDE
HILLSIDE
:OLUMN OR
AFTER
[6] INSTALL CUT END OF THE CABLE FOLLOWING THE
INSTRUCTIONS OF THE GRIP MANUFACTURER.
[7] TENSION CABLE AS REQUIRED.
COLUMN 0
RAFTE
HILLSIDE
[Ha1
m
fm STEEL I A TsM S'dSTEMS tNm
usrouQt
LIBERTY BAPTIST CHURCH
REVISIONS I __ "-.14-12-272 F12/22/14 I
HILLSIDE
:OLUMN OR
:AFTER
Gregory S. Barrald, P.E.
k2149 Nell Purvis Road
LAdel, GA 31620
LP.E. # 54419
STRUCTURAL STAMP
PAGE 2.3
MSS
24'-10"
OUT -TO -OUT
OF STEEL
J
W
W
F-
) v r I---------J
MEZZANINE LAYOUT
FLOOR HEIGHT = 10'-0"
MEZZANINE FLOOR LOADS
DEAD LOAD = 10.0 PSF
LIVE LOAD = 125.0 PSF
P LAN
�S STEEL BLJI-DIr S1:1STEMS wc.
REVISIONS 1------14-12-272 _ .12/22/14 F
Gregory S. Barfield, P.E.
[`2149 Nell Purvis Road
Adel, GA 31620
k o P.E. # 54419
STRUCTURAL STAMP
9?X
02/11/15 FORT PIERCE, FL
[21 DMMO wwe senE:
05/07/15 MEZZANINE LAYOUT NONE
[3] VR NG NO: OMWN W. CNECNED St..
05/21/15 PAGE 2.4 MSS
N
N
1 24'-10" OUT -TO -OUT OF STEEL 2
RI
A
2 A325 5/8" 2 1
SUPPORT
COLUMN
BOLT TABLE
❑ ID
I QTY
TYPE
DIA LENGTH
C1
1 4
A325
5 8 2 1 2
mt5 1
[]ILh IJ.Cf
IJ-I I
IJ 10
MB-2
612X17.9
14-11
7 8"
MB-3
B12X15.5
1 14-11
3/4"
MB-4
B12X13.8
13'-11
3 4"
MB-5
B12X13.8
23'-5
1 2'
MC-1
B8X11.9
9'-0"
MEZZANINE FRAMING LAYOUT
FLOOR HEIGHT = 10'-0"
MEZZANINE FLOOR LOADS
DEAD LOAD = 10.0 PSF
LIVE LOAD = 125.0 PSF
e:7 SrEEM_ E JLDWr7 S�-JSTEMS INC.
REVISIONS _ "-14-12-272 1 6 15
[1]02/11 15 EaGrD FORT PIERCE, FL
[2] DRAWING WAIF SCAlE
05/07/15 MEZZANINE FRAMING NONE
[0] DRAWING NO: DMWN W. CHECKED D(:
05/21/15 PAGE 2.5 MSS
Oil CINIA
Gregory S. Barfield, P.E.
,,2149 Nell Purvis Road
` Adel, GA 31620
; P.E. # 54419
STRUCTURAL STAMP
7
RF1-6
3* 4"
9'-4" 10'-0"
SIDEWALL FRAMING: FRAME LINE A
5'-6"
EC-1
BOLT TABLE
FRAME LINE A & G
LOCATION
QUAN TYPE DIA LENGTH
WF-1 - RF1-6
8 A325 5 8 2 1 2
WF-1 - RF1-1
8 A325 5 8" 2 1/2"
SPECIAL BOLTS
O ID
QUAN TYPEDIA LENGTH WASH
1 1
2 A325 5 8 2 1/2" 2
LO I
2 1
24'-10" OUT -TO -OUT OF STEEL 2
4"
E-2
F
II
II
°' II
1n II
II
G-8 Le II
II
`° u
0 H9
DH-1to
M II
K3 II
in
G-7
II
,n ^ o II
i II
2x4x14AN
RF1 -1
EC-7
3* 4"
SIDEWALL FRAMING: FRAME LINE G
*FIELD LOCATE (2) 3070 PERSONNEL
DOORS WITH JAMBS PER OWNER'S ®�
LOCATIONS.FILL
,
MEMBER TABLE
FRAME LINE A & G
MARK
PART
I LENGTH
WF-1
B24X26
14 -0
DJ-1
8X35C16
10'-3"
DJ-2
8X35C14
15'-4 1/8"
DJ-3
8X35C14
15'-4 1/8"
DH-1
8X25C16
3'-4'
OH-2
8X25C16
10'-0"
E-1
10ES14@4
24'-9 1/2
E-2
10ES14@4
24'-9 1/2,
G-5
8x25Z16
6'-7 1/2
G-6
8x25Z16
5'-1 1/2„
G-7
8x25Z14
21'-9 1/2"
G-8
8x25Z12
21'-9 1/2"
4mm STEEL BLJIL.I7WG SySTElX\S INC.
CUSTOMER:
LIBERTY BAPTIST CHURCH
REVISIONS JOB NO: DATE:
14-12-272 12/22 14
L anow
D2 11 15 FORT PIERCE, FL
DRANNO NAME: SCRLE:
SIDEWALL FRAMING LAYOUT NONE
DRAMG NO: DRAWN W. CHECKED W.
PAGE 3 1 MSS
Gregory S. Barfield, P.E.
112149 Nell Purvis Road
LAdel, GA 31620
LP.E. # 54418,
STRUCTURAL STAMP
[1] SECURE THE PERSONNEL DOOR JAMBS TO THE FLOOR
USING (2) 1/2" WEDGE ANCHORS AT EACH JAMB.
[1] TEMPORARILY BRACE THE PERSONNEL DOOR UNTIL THE
FRAMED OPENING IS INSTALLED.
ALL "SBS" PERSONNEL DOORS COME FACTORY
PREPPED AS RIGHTHAND REVERSED SWING.
(i.e. STANDING ON THE OUTSIDE OF THE
BUILDING FACING THE DOOR, THE LOCK
WILL BE ON THE LEFTHAND SIDE OF
THE DOOR AND THE DOOR WILL SWING
OUTWARD FROM THE BUILDING. )
ANY FIELD MODIFICATIONS ARE THE RE—
SPONSIBILITY OF THE ERECTOR AND "SBS"
IS NOT LIABLE FOR LABOR CHARGES NOR
DAMAGES DUE TO ERROR.
[3] DEPENDING UPON THE SIZE OF THE PERSONNEL DOOR,
INSTALL THE RED .IRON JAMBS 3'-4", 4'-4" OR 6'-4"
APART (MEASURING INSIDE TO INSIDE OF THE JAMBS).
USE (2) M.5x1.5 BOLTS AND (2) 5/8" WEDGE ANCHORS
PER JAMB.
[4] INSTALL THE HEADER TO THE JAMBS USING (4) M.5x1.5
BOLTS.
[5] INSTALL GIRTS TO THE JAMBS USING (2) M.5x1.5 BOLTS
PER GIRT.
NOTE: IF THE PERSONNEL DOOR IS FIELD LOCATED, THE
GIRT MUST BE FIELD CUT TO FIT.
[6] WHEN THE WALL SHEETING REACHES THE PERSONNEL DOOR,
SECURE THE DOOR TO THE HEADER BY INSTALLING SCREWS
THAT WILL FALL UNDER A PANEL HIGH —RIB.
mSTEEL r7 S'JSTE/XXS INC.
REVISIONS --- .--.14-12-272 -" 12 22 14
i �Danax:
FORT PIERCE, FL
[2] DRAMS NA11E: SCALE`
PERSONNEL DOOR INSTALLATION NONE
[31 DWONG ND: DRAWN BY: CHECKED BY:
PAGE 3.1 MSS
Gregory S. Barfield, P.E.
t 2149 Nell Purvis Road
Adel, GA 31620
L P.E. # 54419
STRUCTURAL STAMP
90'-0" OUT —TO —OUT OF STEEL
MC-1 MC-1
ENDWALL FRAMING: FRAME LINE 1
4"t�!t,
12
mi
4'b!-,,
12
0=
0�
I
�o
I
�
N
�
J
=
BOLT TABLE
FRAME LINE 1 & 2
LOCATION I
QUAN
TYPE
DIA
LENGTH
ER-1 ER-2
4
A325
b/d--
2
1 2
ER-2/ER-3
3
A325
5/8"
2
1/2"
ER-3/ER-4
4
A325
5/8"
2
1/2"
COLM RAFT
2
A325
5 8
2
1 2
MEMBER TABLE
FRAME LINE 1 & 2
MARK
PART
LENGTH
EC-1
8X25C14
14 —6
EC-2
8X5DC12
19'-2"
EC-3
B8X11.9
24'-2"
EC-4
B8X16
29'-2"
EC-5
B8X11.9
24'-2"
EC-6
B8X11.9
19'-2"
EC-7
B8X11.9
14'-3 3/8"
ER-1
8X25C12
30'-9 7/8
ER-2
8X25C12
16'-9 3/4
ER-3
8X25C12
16'-9 3/4
ER-4
8X25C12
30'-9 7/8"
DJ-4
8X35C16
9'-1'
DH-3
8X25C16
3'-4"
G-1
8x25Z16
13'-7 1/2"
G-2
8x25Z16
14'-3 1/2
G-3
8x25Z14
14'-3 1/2,
G-4
8x25Z16
13'-3 1/2"
G-9
8x25Z16
7-11 2"
G-10
8x25Z16
2'-3 1/2 "
MB-1
B12X13.8
13-11 116"
MB-2
B12X17.9
14'-11 7/8 "
MB-3
B12X15.5
14'-11 3/4"
MB-4
612X13.8
13'-11 3/4"
MC-1
BBX11.9
9'-0"
MAI
ul
j
� asaa . 19
Gl.- I CV-L CV-J p Gl..-4 Gl.-O EC-6 EC-7
I I
STEM— Eil A Mir' SySTEfr%S Plc.
ENDWALL FRAMING: FRAME LINE 2
REVISIONS 14-12-272 —12 22 14
[i1 inanoN:
02/11/15 FORT PIERCE, FL
[21 DMWNG x Z.
OS 07/15 ENDWALL FRAMING LAYOUT NONE
[s1 Gx MO No- GxnwN ae cxec�G a.OS/91 /15 PARF 4 AAQC
Gregory S. Barfield, P.E.
�2149 Nell Purvis Road
Adel, GA 31620
e P.E. # 54419
STRUCTURAL STAMP
DETAIL IS
DETAIL A7
DETAIL
B4
DETAIL
B6
4" GIRT DEPTH
PURLIN (IF BYPASS)
4" GIRT DEPTH
PURLIN (IF BYPASS)
RAFTER
RAFTER
Fo ® RAKE ANGLE
Fo ®� �— RAKE ANGLE
I I. 12x1 1/4"
I 1 W/(2)#12x1 1/4"
I I SCREWS
I I SCREWS
P(2)H.63x2.5*
p(2)H.663x2.5*
10 (2) M.5x1.5 *
10 (2) M.5x1.5
RAFTER
RAFTER
COLUMN
COLUMN
(CEE OR DBL CEE)
i
(BUILT—UP)
— J
* UNLESS NOTED ON PAGE 2.
* UNLESS NOTED ON PAGE 2.
*UNLESS NOTED
ON DRAWING 4.
*UNLESS NOTED
ON DRAWING 4.
PURLIN TO ENDWALL RAFTER
PURLIN TO ENDWALL RAFTER
COLUMN / RAFTER CONNECTION
COLUMN./ RAFTER CONNECTION
DETAIL C5
DETAIL C6
DETAIL
C14
DETAIL
C15
COLUMN
[DOUBLE CEE]
COLUMN
[BUILT—UP]
COLUMN
EW GIRT
COLUMN
EW GIRT
[DOUBLE CEE]
[DOUBLE CEE]
EW GIRT EW GIRT
EW GIRT EW GIRT
r®I
®I
I®
®I
1® ®1
I
I
I
I
I I
I
J
J
I
I
LI J
(2) M.5x1.5L
(2) M.5x1.5
(2) M.5x1.5 2.x.
(2M.S.(.0.5
x1)
ENDWALL GIRTS TO INTERIOR COLUMN
ENDWALL GIRTS TO INTERIOR COLUMN
ENDWALL GIRT STOPPING AT COLUMN
ENDWALL GIRT STOPPING AT COLUMN
un� =, ^00771)y
ij
Gregory S. Barfield, P.E.
2149 Nell Purvis Road; STRUCTURAL STAMP
Adel, GA 31620
P.E. # 54419
STEEL LNG S"JSTE/XkS uvc.
CUSTOMER:
LIBERTY BAPTIST CHURCH.
REVISIONS JOB NO: OATS
14-12-272 12 22 14
TIT__ LOCATION:
FORT PIERCE, FL
[21 DRAWING NAME SCALE
FRAMING DETAILS NONE
[}] DRAWING N0: DRAWN W.CHECKED BY:
PAGE 5 MSS
DETAIL D4
DETAIL D6
DETAIL @
DETAIL
E4
I I EW GIRT
® ®�
EW GIRT
I I
BASE PLATE
I
BASE PLATE
10 (2) M.5x1.5
I
I
(NP)
COLUMI
I
I
COLUMN
[BUILT -
I
I
[SINGLE CEE]
(4) 3/4" DIA. O ®o
(4) DIA. O
®O
L® ®J
) M.5x1.5
COLUMN
[BUILT-UP] ®O ®O
i
COLUMN
OLUM
[DOUBLE CEE] O®
®O
_
(T'P)
I
I
CORNER ANGLECORNER
ANGLE
(IF REQ'D)(IF
REQ'D)
GIRT DEPTH,
GIRT DEPTH,
EDGE OF SLAB
(IF BYPASS),
EDGE OF SLAB
(IF BYPASS),
SW GIRT (2)#12x1 1/4"
SW GIRT
)#2x 1 1 /4"
I
I
SCREWS
SCREWS
GIRTS TO CORNER COLUMN
GIRTS TO CORNER COLUMN
ENDWALL COLUMN BASE
DETAIL
ENDWALL COLUMN BASE DETAIL
DETAIL E5
DETAIL E8
DETAIL F7
DETAIL
0-
RAFTER
[ANY TYPE] OE
I
RAFTER
I
[SINGLE CEE]
z
BASE PLATE
I
z
w
o
I
(4) 3/4" DIA.
I
JAMB o o®
COLUMN
,
[SINGLE CEE]
(2) 5/8" DIA.
,
COLUMN
[ANY TYPE]
EDGE OF SLAB
EDGE OF SLAB
GIRT DEPTH,
{IF BYPASS),
k SEE PAGE 4 FOR SIZE
AND
QUANTITY OF BOLTS.
I
* SEE PAGE 4
FOR SIZE AND
QUANTITY OF
BOLTS.
FRAMED OPENING JAMB BASE DETAIL
ENDWALL COLUMN BASE
DETAIL
RAFTER DETAIL AT SPLICE
RAFTER DETAIL AT RIDGE W/ CENTER COLUMN
Gregory S. Barfield, P.E.
2149 Nell Purvis Road
Adel, GA 31620
P.E. # 54419
- STE:EL B L9 PY1S SySTEfXXS INC.
BAPTIST CHURCH
REVISIONS ___'_
14-12-272 1 12 22 14
[1] LDGIIGN:
FORT PIERCE, FL
[2] DRAWING NAME: SCALE:
FRAMING DETAILS NONE
131 DRAWING M. DRAWN Bh CHECKED W.
PAGE 5.1 MSS
STRUCTURAL STAMP
DETAIL H9
DETAIL I6
DETAIL
J1
DETAIL K3
(2)
M.5x1.5
SAVE STRUT
(2)H.63x2.5
WIND COLUMN I I (NP)
EAVE STRUT (2) M.5x1.5
GIRT JAMB
IREQ'D]
[IF
I I
m m
—
I ®
— — —
®
I
COLUMN
[MAINFRAME]
RAFTER
I�
I -COLUMN
[SINGLE CEE]
I
I
I I [MAINFRAME]
I
I
I I
--_j
A/BOLTS I
(2) M.Sx1.5 (2)
M.5x1.5
*UNLESS NOTED ON PAGE 2.
* UNLESS
NOTED ON PAGE
2.
i
WIND COLUMN DETAIL
EAVE STRUT CONNECTION AT ENDWALL
EAVE STRUT CONNECTION
AT MAINFRAME
GIRTS TO JAMB
DETAIL @
DETAIL L8
DETAIL M2
DETAIL Q2
(2) H.5x1.25
EAVE STRUT (2) H.5x1.25
JAMB
CABLE
GIRT
COLUMN OR
RAFTER
[ZEE/CEE]
NGRIP®HEADER/SILLJAMBJAMB
— _
(2) M.5x1.5
HILLSIDE
FRAMED OPENING JAMB TO EAVE STRUT
FRAMED OPENING JAMB TO GIRT
FRAMED OPENING HEADER/SILL
TO JAMB
CABLE INSTALLATION DETAIL
L C
Glcyory S. Bafield, P.E.
2149 Nell Purvis Road;
LAdel, GA 31620
L P.E. # 54419,,
REVISIONS -14-12-272 12 22 14
�] LOWON:
FORT PIERCE, FL
[2] DRAWING NAME SCAM
FRAMING DETAILS NONE
131 DRAWING ND: DRAWN W. CHECKED BY:
PARF fig MSS
STRUCTURAL STAMP
DETAIL T1
NOTE:
THE PROPER TIGHTENING AND INSPECTION OF ALL FASTENERS IS THE
RESPONSIBILTY OF THE ERECTOR. ALL HEAVY STRUCTURAL (A325,A490)
BOLTS AND NUTS MUST BE TIGHTENED BY THE "TURN —OF —NUT" METHOD
SHOWN BELOW. A325 AND A490 BOLTS ARE DESIGNATED BY "SBS" WITH
NAIL ANCHOR
A "H". (ex: H.63x2.0 OR H.75x2.75)
(24" ON CENTER)
TURN —OF —NUT TIGHTENING:
BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT
BASE ANGLE
TO A SNUG —TIGHT CONDITION. SNUG TIGHT IS DEFINED AS THE TIGHTNESS THAT
EXISTS WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE AT—
TAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A
EDGE of SLAB
T
MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS
SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE
EDGES UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION
IS FULLY COMPACTED. FOLLOWING THIS INITIAL OPERATION ALL BOLTS IN THE CON—
NECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION
SPECIFIED IN THE TABLE BELOW. DURING THE OPERATION THERE SHALL BE NO RO—
TATION OF THE PART NOT TURNED BY THE WRENCH. TIGHTENING SHALL PROGRESS
SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT TO THE FREE EDGES.
BASE ANGLE DETAIL
NUT ROTATION FROM SNUG —TIGHT CONDITION
BOLT LENGTH
REQUIRED
ROTATION
UP TO AND
1/3
TURN
INCLUDING
4 DIAMETERS
OVER 4 DIA-
1/2
TURN
METERS BUT
NOT EXCEEDING
8 DIAMETERS
OVER 8 DIA-
2/3
TURN
METERS BUT
NOT EXCEEDING
12 DIAMETERS
NOTES:[1] NUT ROTATION IS RELATIVE TO BOLT
REGARDLESS OF THE ELEMENT (NUT
OR BOLT) BEING TURNED.
[21 APPLICABLE ONLY TO CONNECTIONS
IN WHICH ALL MATERIAL WITHIN THE
GRIP OF THE BOLT IS STEEL.
f f
Gregory S. Barfield, P.E.
�,2149 Nell Purvis Road
LAdel GA 31620;
LP.E. # 54419,
STRUCTURAL STAMP
_
CN
N
O
I
O
I
I
I
I
I
*
I
I
m
I
N
I
I
I
I
o
M
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I
to
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I
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I
.
0
I
N
*
I
m
I
I
I
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I
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i
*
I
_
4
N
I
I
I
NOTE TO THE ERECTOR
PANEL MANUFACTURERS WILL NO LONGER BE PACKAGING PANELS WITH
COVER SHEETS. PANELS WILL NOW BE PACKAGED WITH WASTE PAPER.
0
J
w
w
!n
1
0
O
I
F
0
0
2
SkLT TRM
8'-5"
3
RAKECLOS
20'-3"
4
RAKECLOS
8'-0.1
5
RAKEFLSH
20'-3"
6
RAKEFLSH
8'-0"
ROOF SHEETING PLAN
PANELS: 26 GA. R - GALVALUME
FL# 1 1868.1
* FL# 13793.1
SOS STEEL Br m nWG S�JSTE/X15 wc.
LIBERTY BAPTIST CHUF
REVISIONS 408 No:
14-12-272
LD T'Om:
02/11/15 FORT PIERCE, FL
OMWND N E:
ROOF PANELS & TRIM
DMA G NO:
PAGE 6
4
Gregory S. Barfield, P.E.
,12149 Nell Purvis Road
Adel, GA 31620
P.E. # 54419
STRUCTURAL STAMP
W,
EXISTING ROOF
EXISTING F
Tn, r.r.n T.nr ore, ro
ROOF FLASHING DETAILS
SECTION X1
REVISIONS
02/11/15
NEW ROOF PANEL
Y11flIW
1111M/ �✓
Gregory S. Barfield, P.E.
,,2149 Nell Purvis Road
L Adel, GA 31620
- P.E. # 54419
STRUCTURAL STAMP
SBS STEEL BUILDWS S"JSTEfnS INC.
USTOMER:
IIBFRTY BAPTIST CHURCH
14-12-272 12 22 14
e !/
FORT PIERCE, FL
ROOF PANEL DETAILS NONE \J GIB/1^C
NO: DRAWN BY: CNECXEO V:
PAGE 6.2 HEF HEF
EXISTING ROOF R
. ,. .. _ I- ....... ...- .. r.__.. rn. n'.n i.nl II.. In
ROOF FLASHING DETAILS
SECTION X2
NEW ROOF PANEL
ME
w
I11.410i 1
Sal STEEL Bu LDWG SL-JSTE/%15 INC.
USTOMER:
LIBERTY BAPTIST CHURCH
REVISIONS 14-12_272 12 22/14
Loon
D2/11/15 FORT PIERCE, FL
DmmG ME: SCNE:
ROOF PANEL DETAILS NOP
OMMG NO: OR WN W. CHECKED 9
PAGE 6.3 HEF HEF
Gregory S. Barfield, P.E.
1,2149 Nell Purvis Road
LAdel, GA 31620
LP.E. # 54419
STRUCTURAL STAMP
J —4 (e-ts
(SEE DETAILS FC
PANEL END 1
INSIDE CLOSU
x
A9�F!
ry�c�
�FSs
NOTES:
[1] ALL END LAPS MUST BE A MINIMUM OF 6".
[2] METAL SHAVINGS MUST BE SWEPT FROM THE ROOF EACH DAY
DURING ERECTION TO PREVENT SURFACE RUSTING.
[3] TAPE SEAL MUST BE APPLIED WITH NO GAPS OR BREAKS.
[4] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE
PURLINS. #14 LAP SCREWS ARE USED AT THE PANEL —TO—.
PANEL ATTACHMENTS. ALL FASTENERS ARE SELF —DRILLING.
PAGE 6.1
2.r 2„
U
Y
2rr 2rr
O
Y
2" 2"
LAP SCREW
/— CONTINUOUS
TAPE SEAL
012 SCREW SIDE LAP
DETAIL AT PANEL END
12" 1 12'
#12 SCREW
DETAIL AT INTERIOR OF PANEL
MSS
LAP SCREW
- CONTINUOUS
TAPE SEAL
SIDE LAP
Gregory S. Barfield, P.E.
,,2149 Nell Purvis Road
L Adel, GA 31620
, P.E. # 54419
STRUCTURAL STAMP
4
a
O (GUTTER W/ 2 DOWNSPOUTS)
5 6 19 0
❑ 9❑ 1
I.
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10
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**
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SIDEWALL SHEETING & TRIM: FRAME LINE A
PANELS: 26 GA. R - WALL COLOR
FL#11917.4
* FL#10294.1
* * FL# 12152.1
I
I
(GUTTER W/ 2. DOWNSPOUTS) _
7 8 5 6 19 0 [1
1
I
I
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O
I
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1
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io
io
io
io
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TRIM TABLE
FRAME LINE A & G
OID
PART
LENGTH
1
BASE TRM
9 -6
2
BASE TRM
5'-6"
3
R JAMB
16'-3"
4
O/S CORN
16'-0"
5
GUTTER
20'-3"
6
GUTTER
5'-0"
7
GUTEND L
8
CORBOX L
9
GUTEND R
10
CORBOX R
11
R JAMB
7'-5"
12
R HEAD
3'-7"
13
JB/HDCAP
10'-3"
14
R JAMB
10'-3" -
15
JB/HDCAP
10'-3"
16
R HEAD
10'-3"
17
BASE TRM
20'-3"
181
BASE TRM
5'-0"
19
PANL CAP
20'-3"
20
PANL CAP
5'-0"
NOTE TO THE ERECTOR
PANEL MANUFACTURERS WILL NO LONGER BE PACKAGING PANELS WITH
COVER SHEETS. PANELS WILL NOW BE PACKAGED WITH WASTE PAPER.
SIDEWALL SHEETING & TRIM: FRAME LINE G
PANELS: 26 GA. R - WALL COLOR
FL#11917.4
* FL#10294.1
SE35 STEEEI_ BUfLOING S�-SSTEfXNS INM
BAPTIST CHURCH
REVISIONS 14-12-272 1 12/22/14 1
15 1 FORT PIERCE. FL
11/15 1 SIDEWALL
M
Gregory S. Barfield, P.E.
2149 Nell Purvis Road
Adel, GA 31620
P.E. # 54419
STRUCTURAL STAMP
LAP S(
(20" C
12 SC
(SEE DET ILS FO
BASE SUPPORT
PANEL E
INSIDE CL
NOTES:
[11 METAL SHAVINGS MUST BE SWEPT FROM THE WALL EACH DAY
DURING ERECTION TO PREVENT SURFACE RUSTING.
[21 #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE
GIRTS. #14 LAP SCREWS ARE USED AT THE PANEL —TO —
PANEL ATTACHMENTS. ALL FASTENERS ARE SELF —DRILLING.
. ,.
TL
T
I
. Y
2.. 2..
t
It
#12 SCREW
DETAIL
AT
PANEL
END
DETAIL
AT
HEADER/SILL
DETAIL
AT
PARTIAL
WALL
,�— LAP SCREW
SIDE LAP
12" 12"
LAP SCREW
#12 SCREW SIDE LAP
DETAIL AT INTERIOR OF PANEL
EJ L
py �r1 Adel, GA .149 Nell 16 0 ad
SLAB . P.E. # 54419
aELow
She
mSTEEL ®IJc1_DNC- 5L-JSTEfnS wr-.
U=mm:
LIBERTY BAPTIST CHURCH
REVISIONS I---"-.14-12-272 72/22/14 1
STRUCTURAL STAMP
S -Z� —(
PAGE 7.1
r..
MSS
NONE
2 RAKE TRM 20'-3"
3 RAKE TRM 7'-6"
4 PEAK BOX
5 BASE TRM 20'-3"
/ \ 6 BASE TRM 10'-0"
8 R O/SJAMB RN 17'_5�
/
/ / I 9 R HEAD 3'-7"
124• /� \� ate,
12
I ,
I OPEN AND COMMON
I I
I ,
L----------------------------------------- J
ENDWALL SHEETING & TRIM: FRAME LINE 1
I I I I I I I
12 o a12
.�
1 3 /
Y J
N N M N I *PFILE
0.
_
1 O O O I OO O p
O ^ wl q N N N N N N N m I O
m r l
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°
° Gregory S. Barfield, P.E.
,2149 Nell Purvis Road'.
LAdel, GA81620
P.E. # 54419
ENDWALL SHEETING & TRIM: FRAME LINE 2
PANELS: 26 GA. R - WALL COLOR
FL#11917.4
NOTE TO THE ERECTOR
PANEL MANUFACTURERS WILL NO LONGER BE PACKAGING PANELS WITH
COVER SHEETS. PANELS WILL NOW BE PACKAGED WITH WASTE PAPER.
O'Eft-11 STEEL SuL r4s— SL.JSTEMS ...
LIBERTY BAPTIST CHURCH
aoH No- wiE
14-12-272 12 22 14
011 WMON:
05/21/15 FORT PIERCE, FL
[21 ORAWWC NAME SfAI.E
ENDWALL PANELS & TRIM NONE
31 DRAWING NO: DftAWN HY: CNECM BY:
PAGF 8 MSS
STRUCTURAL STAMP
.5 " Gtp I,)
EEI-OVY
1 1 /2.
RAKE SUPPORT
SCREW
)" O.C.)
SCREW
\ILS FOR LAYOUT)
BASE SUPPORT
:ND WITH
;LOSURES
NOTES:
[11 METAL SHAVINGS MUST BE SWEPT FROM THE WALL EACH DAY
DURING ERECTION TO PREVENT SURFACE RUSTING.
[21 #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE
GIRTS. #14 LAP SCREWS ARE USED AT THE PANEL —TO —
PANEL ATTACHMENTS. ALL FASTENERS ARE SELF —DRILLING.
2" 2„
,-LAP SCREW
#12 SCREW SIDE LAP
DETAIL
AT
PANEL
END
DETAIL
AT
HEADER/SILL
DETAIL
AT
PARTIAL
WALL
12" 12"
LAP SCREW
#12 SCREW SIDE LAP
DETAIL AT INTERIOR OF PANEL
U
Gregory S. Barfield, P.E.
Copy
�,2149 Nell Purvis °APE.#54419oad
STRUCTURAL STAMP
dm STEEL. BLEMNS SLdSTEMS wc.
CUSTOMER:
LIBERTY BAPTIST CHURCH
REVISIONS JOB NO: CATI
14-12-272 12 22 14
LOCATION:
FORT PIERCE, FL
OMWMO NAME: SCA1F:
ENDWALL PANEL DETAILS NONE
OMWMO NO: OMWN BY: CHECKED BY:
PAGE 8.1 MSS
s -z4 —�5�
TRIM NOTES:
ROOF PANEL
ROLL CAULK
I/S CLOSURE
[1] SEAL TRIM SPLICES WITH TUBE CAULK.
ROOF PANEL #14 SCREWSCREW
(12 D.C.)
RAKE TRIM
(12" ON CENTER)
[2] SECURE GUTTER SPLICES AND END
PLUGS WITH RNETS.
[3] SECURE ALL OTHER ROOF TRIM
RAKE TRIM
PANEL CAP
SPLICES WITH TRIM SCREWS UNLESS
�\
GUTTER
NOTED OTHERWISE.
#14 SCREW
[4] TRIM SCREWS ARE LOCATED 12" ON
(12' D.C.)
CENTER UNLESS NOTED OTHERWISE.
WALL PANEL
WALL PANEL
PEAK BOX
NOTE: INSTALL GUTTER STRAPS 3'0" ON CENTER.
RAKE TRIM DETAIL
PEAK BOX DETAIL
GUTTER DETAIL.
RIM
13ASE
TRIM
WALL PANEL
WALL PANEL
0/S CORNER TRIM
SER
I/S CLOSURE
BASE TRIM
CORNER
$14 SCREW
(12° ON CENTER)
Lj
1 1/2"
BASE TRIMWALL
EDGE OF SLABENDERORNER
PANEL
BOX
GUTTER END DETAIL
BASE TRIM DETAIL
BASE TRIM CORNER DETAIL
O/S CORNER DETAIL
WALL PANEL
HEAD TRIM JB/HD CAP
(I REOD)
#12 SCREW
(24° ON CENTER)
-
F L
(24
I/S CLOSURE
13
F
r#12
JB HD CAP #12 SCREW
(I REQ'D) (12" ON CENTER)
SCREW
WALL PANEL (24' O.C.)
HEAD TRIM AP
JAMB TRIM
(IF REQ'D)
WALL PANEL
HEAD TRIM DETAIL AT HEADER
HEAD TRIM DETAIL AT SILL
JAMB TRIM DETAIL AT JAMB
REVISIONS
r1_'_*pY
,_S STEEL r\Ir7 S'-JSTFJrm wa.
Gregory S. Barfield, P.E.
`2149 Nell Purvis ROadj
L Adel, GA 31620
P.E. # 54419.
STRUCTURAL STAMP
PAGE 9
DO NOT INSTALL GUTTER WITH
OUTSIDE FACE PERPENDICULAR
TO THE GROUND.
GUTTER
INSTALL GUTTER WITH
OUTSIDE FACE PERPENDICULAR
TO THE ROOF. 0 FILES
INSTALLATION D ETA I L
Gregory S. Barfield, P.E.
12149 Nell Purvis Road .
Adel, GA 31620 ...
P.E. # 54419
GUTTER
'Y' THE BOTTOM OF THE GUTTER
AND FOLD THE TABS INTO THE
DOWNSPOUT.
DOWNSPOUT
INSTALL DOWNSPOUT STRAPS
5'-0" ON CENTER.
DOWNSPOUT INSTALLATION
D ETA I L
iP OF THE
)OF PITCH.
DOWNSPOUT
bregory S. Barfield, P.E.
112149 Nell Purvis Road
Adel, GA 31620
- t P.E. # 54419 _
STRUCTURAL STAMP
1 2
24'-10"
TABLE
a
v
.
v
v
v
I
I
I
I
I
I
I
I
I
I
I
I'
I
I
I
I
I
I
I v
0
0
0
0
t o
I
rn
rn
rn
rn
I rn
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
ROOF INSULATION
INSULATION: 4.00" THICK RE
ftaan n COPY
LE
Gregory S. Barfield, P.E.
2149 Nell Purvis Road
- EAdel, GA31620
P.E. # 54419
STRUCTURAL STAMP
INSULATION TABLE
FRAME LINE A 2 G
ROU-1 QUANI MARK I WIDTH LENGTH
I I
I
I
I I I
44'
t2 �
n
v
o I
O
m
I
n
iV
I
n
O
m
.�.
o
1 0
O Y N
N N O
p 1 i7 N
N in _I O
I
I
I
I
ENDWALL INSULATION: FRAME LINE 2
INSULATION: 4.00' THICK RE
T
y
I
I
I
I
-1
II
II
I
I
I
I
I
I
SIDEWALL INSULATION: FRAME LINE A
INSULATION: 4.00' THICK RE
1
10
WI-1
6'-0"
17'-0"
2
2
WI-2
6'-0"
19'-0"
3
2
WI-3
6'-0"
21'-0"
4
2
WI-4
6'-0"
23'-0"
5
2
WI-5
6'-0"
25'-0"
6
2
WI-6
6'-0"
27'-0"
7
2
WI-7
6'-0"
29'-0"
8
2
WI-8
6'-0"
31'-0'
9
1
WI-9
6'-0"
1 32'-0"
LEGEND:
((ROLL
LENGTH #)
v
0
..
0
..
0
v
0
I
I
I o
I
-I^
I
I
I
SIDEWALL INSULATION: FRAME LINE G
INSULATION: 4.00' THICK RE
�S STEEL. BULDIIVG SysTF-rAs INC.
CI Omm:
LIBERTY BAPTIST CHURCH
REVISIONS JOB NO:14-12-272 oA 12 22 14
[I] IACAIIDN:
02/11/15 FORT PIERCE, FL
DRAWING NAME 5r' F.
[Z]05/21/15 INSULATION LAYOUT NONE
[3] DRAWING NO. DRAWN Bh CHECKED BY:
PAGE 10.1 1. MSS
Gregory S. Barfield, P.E.
2149 Nelrvi5 Road
Adel, GA
P.E. # 54419
STRUCTURAL STAMP
S 6(e-p
ROOF PA�'�'
GUTTER
INSUI
WALE
EAVE DETAIL
NOTE: FOLD ROOF INSULATION BACK 3" TO 6".
L. ^""'
WALL PANEL
BASE TRIM
BASE DETAIL
NOTE: FOLD INSULATION BACK 3" TO 6".
CAUTION: FAILURE TO FOLD FACING OF INSULATION BACK
FROM THE PANEL EDGE AT THE BASE AND EAVE
COULD RESULT IN PANEL DAMAGE AND WILL VOID
THE PANEL WARRANTY.
RAKE DETAIL
CORNER DETAIL
ROOF PANEL
ROOF PANEL SKYLIGHT PANEL
RAKE TRIM SKYLIGHT TRIM SKYLIGHT TRIM
INSULATION INSULATION J ,
[1] INSTALL SKYLIGHT TRIM ONTO PURLINS. PURLIN
PANEL [2] INSTALL INSULATION OVER SKYLIGHT TRIM.
[3] INSTALL ROOF PANEL AND SKYLIGHT PANEL OVER INSULATION.
[4] CUT OUT INSULATION FLUSH TO SKYLIGHT TRIM WITH A RAZOR KNIFE.
SKYLIGHT TRIM DETAIL
O/S CORNER TRIM
WALL PANEL
REVISIONS
STEEL C VG r=L-JSTE/Xi6 wc.
:USTOMEN:
LIBERTY BAPTIST CHURCH
IOB N0: ��'
14-12-272 12/22/14
=n0m:
FORT PIERCE, FL
7D,
Gregory S. Barfield, P.E
2149 Nell Purvis Road
Adel, GA 31620
P.E. # 54419
STRUCTURAL STAMP