HomeMy WebLinkAboutBUILDING SPECSBUILDING SPECIFICATIONS
The manufacturer is not responsible for the concrete foundation design.
The structure under this contract has been designed and detailed for
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BUILDING
Lam' LL. 0 V" c� JUL o 120
the loads and conditions stipulated in the contract and shown on these
drawings. Any alterations to the structural system or removal of any
component parts, or the addition of other construction materials or loads
must be done under the advice and direction of a registered architect, civil
or structural engineer. The manufacturer will assume no responsibility for
any loads not indicated.
DESIGN LOADING
This structure is designed utilizing the loads indicated and applied by the
FBC 2017
DRAWING INDEX
CS-1 Drawings Cover Sheet
CS-2W Fastener Schedule
This manufactured building is designed with the manufacturer's standard design
practices which are based on pertinent procedures and recommendations
of the following organizations and codes :
It is the contractor's responsibility to confirm that these loads
comply with the requirements of the local building department.
Specific loads : (See structural calculations and foundation reactions.)
E1 Anchor Bolt Plan
E2 Anchor Bolt Details & Notes
—American Institute of Steel Construction "Specification for the design
fabrication and erection of structural steel for buildings.".
—American Iron and Steel Institute "Specification for the design of cold
formed steel structural members" 2007 edition.
—Metal Building Manufacturers Association "Specification for the design
fabrication and erection of the structural system" most current edition.
Material properties of steel plate and sheet used in fabrication of
primary rigid frames and all primary structural framing members (other than
cold —formed sections) conform to ASTM A-529 or A-572 all with a
minimum yield point of 55 KSI.
20.00 PSF Live Load
No LL Reduction Allowed
0 PSF Ground Snow Load
1,00 Thermal Factor (Ct)
1 Snow Exposure Factor (Ce)
153 MPH Wind Load Exposure C (If applicable)
2.200 PSF Dead Load (Metal Bldg. Weight — Purlins, Panels, Etc.)
1 PSF Collateral Load (Ceilings, Sprinklers, Etc.)
E3 Rigid Frame Elevation
E4 Sidewall Framing
E5 Endwall Framing
Roof Framing Plan
E6 9
E7 Sidewall Sheeting
EB Endwall Sheeting
E9 Detail Drawings
E10 Detail Drawings
Material properties of cold formed light gage steel members conform to the
requirements of ASTM A-653, with a minimum yield point of 55 KSI
II — NorwatRisk Category Is 1.0000 Ie 1.00
9
E11 Trim Drawings
9
High strength bolts and their installation shall conform to ASTM specification
A-325 and are designed as bearing type connections with threads included in
the shear plane. All high strength bolts are to be installed to the "Snug —Tight"
condition as defined by the RCSC Specification for Structural Joints Using A325
or A490 Bolts, Latest Edtion, section 8.1, unless noted otherwise. Bolts in standard
holes do not require washers per section 6.
Shop and field inspections and associated fees are the responsibility of the
contractor, unless stipulated otherwise.
SEISMIC DATA
1) Mapped Spectral Acceleration for Short Period, Ss 0.06
2) Site Coefficient, Fa 1,6000
3) Seismic Design Category = A
4) Seismic Coefficient = 0.06
5) Site Class = D
6) Basic Structural System and Seismic Resisting System
Ordinary Moment Frame of Steel
7) Frames: R = 3,0000
These Drawings are for
X Construction ❑ Approval
❑ Permit ❑ Anchor Bolts & Reactions
• Approval orders must be released for fabrication within
thirty 30 calendar days after the submittal drawings
Y ( ) Y 9,
are issued or they will be subject to any current price
increases. Special attention should be given in approving
dimensions and/or details. Please verify requested
dimensions by indicating OK'.
CONTRACTOR RESPONSIBILITIES
The contractor must secure all required approvals and permits from the
appropriate agency as required.
Approval of the manufacturer's drawings and calculations indicate that
ova nu b r �1 19604 & FL19606
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the manufacturer has correctly interpreted and applied the requirements
of the contract drawings and specifications. (AISC 303-10 Code of
Standard Practice)
8) Analysis Procedure = Equivalent Lateral Force
Where discrepancies exist between the manufacturer's structural steel plans
and the plans for other trades, the structural steel plans shall govern.
(Section 3.3 AISC 303-10 Code of Standard Practice)
T & Z Consulting Services, LLC
1428NShednCourtSewickley,PA15143
Florida CA Uc. No. 32543
DSN: MOZ
DWN: SS
REV:
$
B /INGS COVER SHEET
DET: AK
CHK: DP
REVISIONS
Design considerations of any materials in the structure which are not
engineers furnished botherthan themanufacturer,
manufacturer'sesponsibiliof the cntractor andengineering, unlessosp specifically indicated.
The contractor is responsible for all erection of steel and associated work
in compliance with the manufacturer's "For Construction" drawings.
Temporary supports, such as guys, braces, flashwork or other elements
required for the erection will be determined and furnished and installed by
the erector. (Section 7 AISC 303-10 Code of Standard Practice)
It is the contractors responsibility to apply or observe all pertinent safety
rules and regulations, as per OSHA standards as applicable.
Any The Contractor
damageaorlshortagese for emustlbelon of noted oln allments copies ofcthedbill
of
of lading and one copy is to be retained for your records. Failure to do so
will make it impossible for the factory to honor any claim. NO EXCEPTIONS!!!
Engineering Seal
This certification covers
parts manufactured and
delivered by the
manufacturer only, and
excludes parts such as
doors, windows, foundationap
design and erection of
the buildin The buyer
ensurng al�specfied load Is for����iS�ONAL
are in compliance with
regulatory authorities.
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_ No.58935
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PROFESSIOONALNAL0ENGINEER E
NO.
DATE
CUSTOMER :
JASON WILLIAMS
2675 TWIN OAKS TRAIL,
FORT PIERCE FL 34945
*COUNTY: SAINT LUCIE COUNTY
OLYMPIA STEEL BUILDINGS
400 ISLAND AVENUE
MCKEES ROCKS PA 15136
NOT
TO SCALE
DATE:
5 8 19
JOB N0:
004891
SHT. N0:
CS-1
HALF
DE CLOSURE
z
SE
INSTALLATION OF
THE FIRST ROOF PANEL
(UNLESS NOTED ON DRAWINGS)
FASTENER SCHEDULE
,ROOF FASTENERS
DIE FORMED RIDGE
RIDGE CAP
SEE BUILDING ERECTION DRAWINGS
FOR ACTUAL DIMENSION.
EAVE
STRUT
O
INTERMEDIATE �
GIRT
O
BASE ANGLE) O
GABLE
INTERMEDIATE
GIRT
FRAME OPENING TRIM
DIE FORMED
RIDGE
AS REQUIRED
ERECTION DR,
ROOF
TRIM
DOUBLE SIDED
(BY OTHER
CLOSURE
EAVE STRUT WALL WALL PANEL
SECTION AT EAVE
INTERMEDIATE
PURLIN �
"-RAKE RAKE ANGLE
OUTSIDE CLOSURE
DETAIL: A G7 #14 SELF -TAPPING ROOF FASTENERS DETAIL: 8 #14 SELF -TAPPING ROOF FASTENERS DETAIL: C
m 15" O.C. AT SIDE LAP 15" O.C. AT SIDE LAP
#12 SELF -DRILL ROOF FASTENERS 6" O.C. #12 SELF -DRILL ROOF FASTENERS 6" O.C. CC STITCH FASTENER
# 1 W/8"
12" ON CENTER
DATE: 5�8�19
O FASTENER PATTERN ® FASTENER PATTERN DWG NO:
AT BASE ANGLE, EAVE STRUT, RIDGE CAP AT INTERMEDIATE PURLIN OR GIRT OR LINER PANEL C _ `J,A�
& INTERMEDIATE PANEL LAPS J L YY
0 Dia= 1/2"
® Dia= 3/4"
1
BACK SIDEWALL
3
40'-0" OUT —TO —OUT OF STEEL
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No.58935
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FOR
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1
OI�E COMPLIANCE
'� STATE OF ((/��
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FRONT SIDEWALL
STo LUCIE COUNTY
�(�`s•••F�OR.... G\��
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ANCHOR BOLT PLAN
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NOTE: All Base Plates ® 100'-0" (U.N.)
05/21/2019
'
OLYMPIA STEEL BUILDINGS
Customer. JASON WILLIAMS
MCKEES ROCKS PA 15136
FORT PIERCE FL 34945
Drafter. SS Date:
5/8/19
Deslgner.MOZ Date: 5/8/19
Detaller. AK Date:
5/8/19
Sales,ID: Factory ID:
Checker. DP Date:
5/8/19
004891
ANCHOR
BOLT
PLAN sht El of 11
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20�-0" 20�-0"
Field Field - Field
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Walkdoor Window I X—Bracing Window
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2- 2•
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2' 2'
�� 3'-4•
A DETAIL OF FIELD LOCATED WALKDOOR
3 1 4' or
90 arm
71
EW
B
C
See Plan
AIL D
�Or
90 arm
3 1/4- 3 /4
,i
2- 2-
4• 2-
2• 2. SW
3'-0'
DETAIL OF FIELD LOCATED WINDOW
1. FOUNDATION DESIGN AND CONSTRUCTION ARE
NOT THE RESPONSIBILITY OF WE BUILDING
MANUFACTURER.
2. THE BUILDING REACTION DATA REPORTS THE
LOADS WHICH THIS BUILDING PLACES ON THE
FOUNDATION.
3. THE SPECIFIED ANCHOR BOLT DIAMETER ASSUMES
ASTM A307. ANCHOR BOLT MATERIAL OF EQUAL
DIAMETER MEETING OR E%CEEDIxc WE STRENGTH
REOUIREMENTS SET FORTH ON THESE DRANINGS
MAY BE UTIUZED AT TIME DISCRETION OF THE
FOUNDATION DESIGN ENGINEER
4. ANCHOR BOLTS TO BE SUPPLIED BY OTHERS,
ANCHOR BOLT EMBEDMENT LENGTH SHALL BE
DETERMINED BY WE FOUNDATION ENGINEER.
5. ANCHOR BOLT PROJECTION ABOVE CONCRETE
FINISHED SURFACE TO BE 3- UNLESS OTHERWISE
NOTED BY FOUNDATION DESIGNER.
6. ANCHOR BOLTS SHAADl� BE ACCURATELY SET TO
A TOLERANCE a +/- 1 y8- IN ELEVATION
AND LOCATION. RI(g FRAAME BASE PLATES ARE
PROVDED WITH OVERSIZED HOLES PER TABLE
14-2 IN WE AISC STEEL CONSTRUCTION MANUAL
APPLICABLE WASHER SIZE TO BE DETERMINED BY
FOUNDATION ENGINEER.
7. THE ANCHOR BOLT LOCATIONS PROVDED BY THE
METAL BUILDING MANUFACTURER MAY NOT
SATISFY ANCHOR BOLT CONCRETE EDGE DISTANCE
REOUIREMENTS DEPENDING ON THE DETAILS OF
FOUNDATION DESIGN. IT IS THE RESPONSIBILITY
OP THE FOUNDATION DESIGN ENGINEER TO MAKE
SURE THAT SUFFICIENT CONCRETE EDGE DISTANCE
IS PROVIDED IN THE FOUNDATION DESIGN.
8, MINOR FIELD W OF STRUCTURAL. SECONDARY
AND PANEL M ITEMS MAY BE NECESSARY TO
ENSURE PR ER FR. SUCH WORK IS CONSIDERED
A NORMAL PART OF METAL BUILDING ERECTION.
WELD NOT HONOR BACKCHARGES FOR MINOR
FIEWORX
9. THIS DFUkWNG IS NOT TO SCALE.
3 Reacllen k)
Panel.
- Cd
INe
-Yfmtl -
Ianla-
(Ibr
Une
Harz Vert
Hors Vert
WMd
5.
A 23
5.1 &2
0.1 0.1
3 CE
25 28
0.1 0.1
E 3.2
5.1 &2
0.1 0.1
$(
(. OI.UYN LINE
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
F. Col Ano.-Bolt BaseJlale (in) (rout
Line Lt.. Oty DI. Wdth Length Wck (In)
2 E 4 0.750 8.000 12.00 0.500 0.0
2 A 4 0.750 &ODD 1200 0.500 0.0
RIGID FRAME: BASIC COLUMN REACTIONS (k )
Frame Column -----Dead-----CollatwW------Uw------W9nd-Lefll-
Llne Una Horiz Vert Hod. Vert Hwix Vert Hariz Vert
2 E 0.5 1.6 0.2 0.5 &e 10.0 -10.1 -19.1
2 A -0.5 1.8 -0.2 0.5 -3.8 1me -0.5 -123
-WNd.RIyhtl-
Hwh
0.5
10.1
Vert
-125
-19.1
--NMd1ett2-
Noriz Vert
-10.0 -11.3
-0.7 -45
L�a Uleumn HoMlz B�
2 E 0.7 V-4.5
2 A 10.0 -11.3
HorliNd VMarl1 H Wnd lt Vanerf2-SeT.I.-Left
Horlz Vert
-0.4 -19.9 -1.5 -17.2 -0.1 0.0
1.5 -17.2 0.4 -19.9 -0.1 0.0
Hahla Verhlt
0.1 me
0.1 0.0
Horxamle-Lo g
ved
0.0 -0.1
0.0 -0.1
NDWALL COLUMN:
BASIC COLUMN REACTIONS (k )
F.
LJns
Col
IJne
Dead
Cdlot
LM
VMdyettl
Wind-jAft2
'aVAnd-Rlrtl
VMd-R1a a
YMd-Prone
1
E
Vat
0.2
Va
0.0
Vert
0.9
H
Hors
25
Vert
Vert
-5.6
Hors
0.0
Vat
2-2
Harz
25
Vart
-4.6
Hors
MO
Vat
&2
Hors
-1.4
Vert
0.0
1
D
0.4
0.1
26
0.0
-&1
25
-7.4
0.0
-1.2
25
-5.5
-13
0.0
1
B
0.6
0.2
3.5
0.0
-4.9
0.0
-7.7
0.0
-27
0.0
-5.5
-4.1
0.0
1
A
0.2
0.1
1.2
0.0
-2.2
0.0
-29
0.0
-1.0
0.0
-1.7
-1.9
0.0
3
A
0.2
0.1
1.2
0.0
-2B
0.0
-23
0.0
-1.3
0.0
-1.1
-8.9
-3.2
3
B
0.5
0.1
29
0.0
-6.9
0.0
-3.7
MO
-5.0
0.0
-1.8
-&6
Mo
3
C
0.5
0.1
2.9
25
-7.2
0.0
-&9
25
-5.2
MO
-20
-3.6
0.0
3
E
0.2
0.1
1.2
0.0
1.1
2.5
-5.8
0.0
23
25
-0.5
-6.9
-3.2
UIGJ rUK KLAUIIUNJ
Fnn
Col
Wlnd-Sual
WTnd-Longl
YAnd-Lmg2
S.T.-Latt
SITS-IUaht
Selelang
LNe
line
Hors.
Hors
Vert
Harz
Vert
Hors
Vert
Hors
Wart
Harz
Vert
BuAdNg reactlone we based on
I
E
1.6
0.0
0.0
-1.1
0.7
-L3
0.1
-0.1
0.0
0.1
0.0
0.0
the following building Eats
Wldlh (tt)
40
1
1
D
B
&7
4.5
0.0
0.0
0.7
0.0
-7.4
-5.4
0.0
0.0
-26
-7.3
Me
0.0
0.1
0.0
0.1
0.0
-0.1
0.0
0.0
0.0
Q0
Go
Length S ) e
40
1
A
22
0.0
0.0
-1.6
0.0
-3.3
MO
0.0
0.0
0.0
0.0
0.0
Eaue Height (ft)
14 / 14
3
A
20
3.2
0.0
-3.1
0.0
-1.8
0.0
0.0
0.0
0.0
-0.1
-0.1
Roo/ sops
20.12 / ILM 12
3
B
4.0
0.0
0.0
-6.7
0.0
-CO
MO
0.0
0.0
0.0
0.0
0.0
Dand Load (psi
2200
3
C
4.0
0.0
0.0
-&2
0.7
-7.6
0.1
-111
0.0
0.1
0.0
me
Collateral Load (oeFl
1
3
E
20
&2
0.7
-2.6
0.0
-21
0.0
0.1
0.1
-0.1
-0.1
-0.1
Roof Siowt
LoLoaddCp4"
00.00
ENDWALL
COLUMN:
ANCHOR BOLTS &BASE
PLATES
(mph)
F.
Co
Anc.-Bolt
B.-Plate (N
bout
ygAnd .
j53 2017
Une
Une
Oty
DI.
Width Length
Ick
(in)
ECx.
posed/Opera
posed
1
E
2
0.750
6.500 (LOGO
0.375
0.0
Importance - YMd a
1.00
1
D
2
0.750
6.500 6.ODO
0.375
OLD
Imyortence - SC1=t is -
1.00
1
B
2
0.750
6.500 8.000
0.375
0.0
Sepamic Oeslgn Cole cry
Selsmlc Coon (Fa'
A
0.09J
1
A
2
0.750
6.500 6.000
0.375
0.0
3
A
2
0.750
6.5DO 6.000
0.375
0.0
Load Cambinatlens
______ _ _______
3
B
2
0.750
5.5GO 6.000
0.375
0.0
DL+0.+fLL or SL)
3
C
2
0.750
6.500 6.000
0.375
0.0
DL+0.+ .67
3
E
2
0.750
6.300 8.000
0.375
0.0
DL+LL+D.0.6 WL+0.75(LL w A)
DL+0.75(0.7 0.75(LL or a)
O.6DL+0.EWL
0.6DL+0.7SEIS
REVIEWED FOR
CODE COMPLIANCE
ST. LUC�IE�aCpp�'OUNTY
®OCC
MCKEES ROCKS PA 15136
Drafter. SS Date: 5
Defailer. AK Date: 5
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No. 58935
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05/21 /2019
Sales ID: I Factory ID:
004891
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ANCHOR BOLT DETAILS & REACTIONS I Sht E2 of 11
SPLICE BOLT TABLE
Mark TotY Bot Int
SP-1 1 4 4 0
FLANGE BRACE TABLE
FRAME LINE 2
VID
SIDES
MARK
LENGTH
1
1
FB31.5
2'-7 1/2'
2
1
FB32
2'-8'
3
1
FB31
2'-7'
,Q2"
12
2.25
4 1/2"
RC
MEMBER TABLE
Mark
Web Depth
1 Web Plate
110utside Flange
IW x Thk x Len
Start End
I Thick
I Length
RF1-1
RF7-2
11.0/14.0
14.0/11.1
14.0 12.0
0135
0:188
0.135
12--0 11/16"
1'-5 5/8"
18'-6 1 4"
5 x 1/4" x 13'—
5 x 1/4" x 1'-7
5 x-1 /4"x 18'—i
8J L _I1'-2 1/2" 36'-3" S"T. LUCIE CUUId I 1
GENERAL NOTES:
MINOR FIELD WORK OF STRUCTURAL, SECONDARY
AND PANEL/TRIM ITEMS MAY BE NECESSARY TO
ENSURE PROPER FIT. SUCH WORK IS CONSIDERED
A NORMAL PART OF METAL BUILDING ERECTION.
WE WILL NOT HONOR BACKCHARGES FOR MINOR
FIELD WORK.
4
ide Flar
xThkx
x 1/4" x
2"L,,
12
CLEAR +/—
B
40'-0" OUT —TO —OUT OF STEEL
�11111111/1j�
`'oeN�
RIGID FRAME ELEVATION: FRAME LINE 2
\;``J
— No.58935
OLYMPIA STEEL BUILDINGS
Customer. JASON WILLIAMS
•• a' -
MCKEES ROCKS PA 15136
FORT PIERCE FL 34945
STATE OF ; • ((�`
Drafter. SS
Date: 5/8/19
Deslgner.MQZ
Date: 5/8/19
•'•.F<ORIDP.•'G\��
Detailer. AK
Date: 5/8/19
Sales ID:
Factory ID:
Checker. DP
Date: 5/8/19
004891
05/21/2019
RIGID FRAME ELEVATION
Sht E3 of 11
Oan'-n" our-Tn-nuT nF STFFI
2
20'-0" - 20'-0"
G1
n E-1 Ja E-2 n
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G-7 I
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G-8 I
G-7
S
TR340(TYP)
03
71
SA
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EC-4 RF7-1 EC-5
GIRT 2•-0"
LAPS t
SIDEWALL FRAMING: FRAME LINE A
`J
V
40'-0" nl IT-TO-nl1T nF STFFI
2
20'-0" 20'-0"
PF-1 as at p
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G-9 I
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G-7
G-8
TR340(TYP)'
I I I (B) I
® I I SA
I I I I
ci--------
EC-8R ;-1 —------------ EC-1
GIRT _2'-0"
LAPS 12,-0"
SIDEWALL FRAMING: FRAME LINE E
GENERAL NOTES:
MINOR FIELD WORK OF STRUCTURAL, SECONDARY
AND PANEL/TRIM ITEMS MAY BE NECESSARY TO
ENSURE PROPER FIT. SUCH WORK IS CONSIDERED
A NORMAL PART OF METAL BUILDING ERECTION.
WE WILL NOT HONOR BACKCHARGES FOR MINOR
FIELD
3030 WINDOW
FRAMED OPENING DETAIL
(2 REQUIRED)
(8" GIRT)
(A)
S-4"
FIELD
3472 WALKDOOR
FRAMED OPENING DETAIL
(1 REQUIRED)
(8" GIRT)
(B)
REVIEWED FOR
CODE COMPLIANCE
ST" LUCIE COUNTY
I�OCC OLYMPIA STEEL BUILDINGS
MCKEES ROCKS PA 15136
Drafter. SS I Date:
DJ-6
8x275C16
T-1 1/:
DH-3
8x275C16
2'-11 1�
DH-4
8x275C16
3'-3 1 /
DS-1
8x275C16
2'-11 1
E-1
8x275E16
19--11 1
E-2
8x275E16
19'-11 1
G-7
8x25Z16
21'-11 1
G-8
8x25Z16
21'-11 1
9
2
CLC008
3
CLCO62
4
CLCO25
5
CL253
6
CLCO64
• REVERSE CLIP
QIA01
No. 58935
jrz
i
STATE OF
////S TONAL INN •\•
05/21 /2019
Customer. JASON WILLIAMS
Sales
SIDEWALL FRAMING I Sht E4 of 11
Q2"
12
Q2"
12
GENERAL NOTES:
MINOR FIELD WORK OF STRUCTURAL, SECONDARY
AND PANEL/TRIM ITEMS MAY BE NECESSARY TO
ENSURE PROPER FIT. SUCH WORK IS CONSIDERED
A NORMAL PART OF METAL BUILDING ERECTION.
WE WILL NOT HONOR BACKCHARGES FOR MINOR
ENDWALL FRAMING: FRAME LINE 1
I IV
ENDWALL FRAMING: FRAME LINE 3
2"h�,
12
2"'b!,,
12
EC-2
EC-3
EC-4
EC-5
EC-6
EC-7
EC-8
ER-1
ER-2
ER-3
DJ-1
DJ-2
DJ-3
DJ-4
DH-1
DH-2
G-1
G-2
G-3
G-4
G-5
G-6
CB-1
REVIEWED FOR
CODE COMPLIANCE
ST. L.UCIEpaC�/•'uOI NTY
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No. 58935 1
4
8x275C15
8x275C12
8x275C12
8x275C14
8x55D16
8x55D16
8x55D16
8x275C14
8x275C14
8x275C16
8x275C16
Sx275C16
8x275C16
8x25Z16
8x25Z16
8x25Z16
8x25Z16
14'-4 3 4"
14-10 /4
12'-8 1 8"
12-8 1/8"
14'-10 /4
14'—
12'-88 1/8
"
20'-1
20'-1 7/8
20'-1 7/8
14'-6 3/4"
15'-2 3 4"
12-10 /4
15'-2 3 4"
11'-11 1 /2"
7'-11 1/2"
9'-7"
7"
1'-3"
—11"
2 CLCO81
3 CLCO83
4 CLC054
5 CLC062
6 CLC053
7 CLC122
8 CLCO25
CABLE NOTES:
FIELD SLOT GIRTS FOR
CABLE TO PASS—THRU.
• REVERSE CLIP
- OLYMPIA STEEL BUILDINGS I Customer. JASON WILLIAMS
Q STATE OF .•• C(/ MCKEES ROCKS PA 15136 FORT PIERCE FL 34M
'•.F<ORID?.•' \�� Dmfter. SS Date: 5/8/19 Designer. MOZ Date: 5/8/19
�s / �,� Detaller. AK Date: 5/8/19 Sales ID: Factory ID:
ONAL �� Checker. DP Date: 5/8/19 004891
05/21/2019 ENDWALL FRAMING Sht E5 of 11
PUF
LAP
2—V
ROOF FRAMING PLAN
RC
R
(15)
ROOF
SHEETING
PANELS: 26 Go. PBR
Galvalume/Plain
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
ROCC
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GQIAO
�� ��•• GENS •
No. 58935
• STATE OF
//'/is TONAL i0
05/2112019
I
- a
SL (Gutter with 3 downspouts and elbows) ¶
tL TR120,TRO60,TR124,TR125,TR140,TR142 ¶
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(2) TRO01 @ 20'-3"
SIDEWALL SHEETING & TRIM: FRAME LINE A
PANELS: 26 Go. PBR - Sahara Tan
1L (Gutter with 3 downspouts and elbows)
iL TR120,TRO60,TR124,TR125,TR140,TR142 _ n
E
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0
I
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0
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0
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0
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(2) TRO01 ® 20'-3"
SIDEWALL SHEETING & TRIM: FRAME LINE E
PANELS: 26 Go. PBR - Sahara Tan
1RO42 0 3'-10"
TR041 ® 3'-7"
�I
F
® ®ice
i�
o
ma
TRIM DETAIL LAYOUT
FOR 3'-4"x7'-2" WALKDOOR
(1 REQ'D)
TR042 ® 3'-6"
TR041 ® 3'-3"
TR041 ® 3'-3"
TR042 ® 3'-6"
TRIM DETAIL LAYOUT
FOR 3'-0" x 3'-0" WINDOW
(2 REOD.)
--VIEWED FOR
IE COMPLIANCE
LUCIE COUNTY
BOCC
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No. 58935
SPATE OF C(�`
i is ....
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05/21/2019
DECAL
TR101
(2) TR080
10'_3" 0
I
TRO01 ® 12'-2"
(V
M
M M
n
TR042 ® 12'-6"
TR041 012'-3"
2' LAP
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ry
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to
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�115
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Trim_?
l2) TR080 ® 10'-3"
r O O
a a I I
TR042 ® 12'-6"
TR041 ® 12'-3"
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owl
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N
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fr
I
0 0
TRO01 ® 2'-2" TRO01 ® 2'-2"
ENDWALL SHEETING & TRIM: FRAME LINE 1
PANELS: 26 Ga. PBR — Sahara Tan
DECAL
TR101
O
_ si"
o®�
IIII
i�
l2) o
0®'
j'_
Ij I I is TR042 ® 8'-6 'a m I I ^ REVIEWED FOR
N TR041 ® 8'-3" 10
CODE COMPLIANCE
o^I E Ion
® I I ST. LUCIE COUNTY
N® I Iva
IBOCC
go
1-- Trfm_7 I T1
TRO01 ® 16'-2" 2' LAP TRO01 ® 16'-2"
ENDWALL SHEETING & TRIM: FRAME LINE 3
PANELS: 26 Go. PBR — Sahara Tan
`\O�1111 1111/1,/',
QIAO
%CENSF
No.58935 '
STATE OF
'//,5,!�NAL 1E
05/21 /2019
(2) 412 x 1 1/210 1/2'
S.= IN
PURLW SIDEVALL GIRT
SA
O O 1/Y4 x r 1/2.0 x 2' I II A325 BOLTS A325T BOLTS -Y` EN COLUMN
O O (T1P.x11.N.) RYPJ(U.LC \ i II
1/2'_ �E _ I NDVALL O _ I CLC062 II LLL062 _-CL%
LLCO81 (NS.)
CLCOB3 (FSJ
4•
RAFTER
FLANGE BRACE
p
0 0
O O
O
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p o 0 0
o 0 0 0
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0 0
0 0
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0 0
O O
o O o
o d o 0
O g 0 0
I SEE EaVALL FRAMING e V V e e e
— ELEVATIONS FOR ______--_____
Q SIZE AND LOCATIONS (W 1/r0 % r O O CORNER COLUMN O o ORNER COLUMN
II (a) I2.0 x r A325T BOLTS RYPJ ENDWALL RAFTER
Q II A32ST BOLTS CLMI I ENDWALL GIRT ENDWALL GIRT CLC053 A325 BOLTS RYPJ CLC053
ENDVALL COLUMN/ A325 BOLTS RTPJ
DOOR JAMB EV COLUMN/ CLCO83 ENDWALL GIRT ENDVALL GIRT
H. DOOR JAMB
A2 PURLIN TO ENDWALL RAFTER O1 EW COLUMN/DOOR JAMB TO ENDWALL RAFTER C1 ENDWALL COLUMN GIRT CONNECTION D1 CORNER COLUMN GIRT CONNECTION D2 CORNER COLUMN GIRT CONNECTION
PURLIN
CL001 FOR 8' COLUMNS CL0008 FOR 8' ➢DON JAMB
CL003 FOR B' COLUMNS CLC008 FOR 8' COLUMNS
CLC122
ENDWALL COLUMN DOOR JAMB DOOR JAMB DOOR JAMB _
ANCHOR BOLTS ANCHOR BOLTS ANCHOR BOLTS BOLTS
(BY OTHERS) (BY OTHERS) (BY OTHERS) (BY (BY OTHERS)
HERS) O O
_ I 1
(4) ME x 2' 1/2.0 x 1 I/4• 2 ME. 1/2.0 x 2• + 1/2'0 x 1 1/4' L
A325T BOLTS FINNELK BOLT _ A32ST BOLTS - FINNECK BOLTWITH NUT 23/4'VITH NUT
(4) BOLTS
x 2'
ENDWALL RAFTER A325T
5T BOL75 -
—TNT I I 2 (DWBLE CEE)
r 2• 2' �^
E1 ENDWALL COLUMN BASE SECTION EE ENDWALL COLUMN BASE SECTION E3 DOOR JAMB AT OPENING BASE SECTION EG DOOR JAMB AT OPENING BASE SECTION FS ENDWALL RAFTER PEAK CONNECTION
-NOTD SEE ENDWALL ELEVATION FOR CONDITION TO BE USED
(RUSH OR BYPASS)
EAVE STRUT PURV PURLIN
��2• EAVE STRUT
S.AS4 (TYFJQINJ -BYPASS
SA
— — — — — — — —RR \ttt1111111/
yr NGLEL'LEE' \\\\ `C�jQIAQ
SIDEVALL GIRT(S) I� III DOUBLE E. O \\ �\ :.•"
(QUANTITY Di xRISH IQ II VELDED MEMBER) PURLIN (TYPJ �•• L%GENSF
GIRTS VARY)
(2)812 x 1 1/4' S.IS SAG ANDLE TR340 RYPJ S .S. RYPJ (UM _ No. 58935
(% RYPJ(U.NJ 01EL) CUT AS RE") -
TR340 IF REOTNOTEi
SAG ANGLE TM(TYP) (SEE ROOF FRAMINANGLER3
PLAN FOR LOCH LOLATIOW ILAPPINGNSTAL MAY HE REQUIRED FOR PROPER
BEND cur AND ENDWALL GIRT(S) OCCUR INSTALLATION OF TR340. EACH LAP MUST STATE OF
BEND AS REO'DJ SUITS(QUANTITYVA OF WILL
AT A PURLIN E FIELD ANY CUTS i
SUITS VARY) WILL BE MADE IN THE FIELD AS THE TR340 i •'•.F�OR10?,
IS SUPPLIED IN 2D'-0• PIECES.
G1 SIDEWALL GIRT SAG ANGLE G2 ENDWALL GIRT SAG ANGLE G3 PURLIN SAG ANGLE DETAIL
IIIINnntt
REVIEWED 1 FOR�+05/21/2019
®DE IYEOLYMPIA STEEL BUILDINGS Customer. VO�LIHNCE MCKEES ROCKS PA 15136 FORT PIERCE SFL 349
S pg, LUCIE COUNTY Drafter. SS Date: 5/B/19 Designer.MOZ I D(
BOOO Detwiler: AK Date: 5 B 19 Sales ID:
SEE ROOF PLAN
SEE ROOF PLAN
PURLIN
ANTI -ROLL
1/2'0 X 2'
A325T BOLTS
(TYP.)
CLIP CL156 (TYPJ
(TYPJ DI.N)
(SEE RIGID FRAME
CROSS SECTION
FOR LOCATION
O 0
O I
AND DIRECTION)
O O O
O
4VIVO
\-PURLIN
N
— -
RIGID FIR
V2.0 X r
RAFTER
A325T BOLTS
(TYPJ (U.NJ
RIGID FRAME RAFTER
(SHAPE MAY VARY)
X 2'
CROSS SECTION
A325T BOLTS
FOR LOCATIONS)
G4 FLANGE BRACE/BOLT PATTERN AT PURLIN I G5 ENDWALL RAFTER PEAK CONNECTION I G6 ANTI —ROLL CLIP DETAIL
EAVES
EAVE STRU
(TYPJ
(2) Vr0 X 222(���
A325T BOLTS \
u
\
WTERL
RAFTER
Ip
Vro X 2' r—m
A325 BOLTS
(TYP) (11J1)
V '
(6) 1/2.0 X 2'
A325T BOLTS FOR
"D I/ro X r
I
LOCATIONS SEE SIDE
A325T BELTS
WALL ELEVATIONS
CLCOSi
SEE SIDE ELEVATION
CLCOBI
FOR BDLT QUANTITY
AND LOCATIONS
COLUMN
CORNER CO
SEE ANCHOR
T LAN
DIMENSION!RIGID
FOR DIMENSION!
fRAI(E
COLUMN
I7S CORNER COLUMN TO
ENDWALL RAFTER
J4 EAVE STRUT TO
RIGID FRAME
FIELD LOCATE & DRILL
Q/16'0 HOLES AS REO'D
r 4' 2'
FIELD CUT HEADER
/2'0 x 1 1/4'
A307T BOLTS
ARWND GIRT
7-6' GIRT L6S
1/2'0 x 2'
FIELD LOCATE & DRILL
9/16.0 HOLES AS REO•D
A325T BOLTS
(TYP) (U.N.)
ELD CUT GIRT
CLCO2
2_=A3a3
FIELD COPE HEADER
UCO25
1/2'0 x 2'
O O O
FLANGE (AS REO-D)
A325T BOLTS
CLC062
O O
WALI(DODR HEADER
(4) 1/2'0 x 1 1/4'
DOOR HEAD*0
A307 HNNECH BOLTS
xER
/a'
(�7/
CLC062
WAU(DOOR JAMB
IN ME
I
WALXDOOR JAMB
EAVE STRUT SECTION FOR HOLY TYPE,
SIZE, AND QUANTITY
RIGID FRAME
SPLICE PLATES
MIGHT BE ON
ROOT SLOPE
OR VERTICAL
CL154 VITH/
(6) 1/2.0 X 2'
A325T BOLTS FOR
LOCATIONS SEE SIDE
VALL ELEVATIONS
SEE SIDE ELEVATION
FOR BOLT QUANTITY
AND LOCATIONS
RIGID FRAMEJ(RWTE
COLUMN (COLUMN
SHAPE VARIES)
J4S EAVE STRUT
TO RIGID FRAME
DOOR
I7S m 412 x 11/r
SOS.
EAVE STRUT-
(2) 1/r0 X 1
A325T BOLTS
G�7
COLUMN
H1 SIDEWALL GIRT CONNECTION I7 CORNER COLUMN TO ENDWALL RAFTER
Vro
A325T
MP)
1/r0 X 2'
A325T BOLTS
DOO
RYPJN.N.)
ac56z
JAMB
O O
Oit,
O O O O
O O
O
0 0 0 0O
O
O0
0 0 0
SIDEWALL GIRT SIDEWALL
KR DOOR JAMB GIRT CONNECTION I K3 DOOR JAMB GIRT CONNECTION
rs
vM
L6 DOOR JAMB & HEADER TO WALL GIRT I L6S DOOR JAMB & HEADER TO WALL GIRT MI HEADER TO DOOR JAMB CONNECTION I M2 SILL TO VINDOV JAMB CONNECTION
RF—VlhvvtD FOR
CODE COMPLIANCE
STo LUCIE COUNTY
SOCC
GQIAO
........... y .
�,.• �,IOENS�c'•..G ��
x 2'
BOLTS No.58935
STATE OF C(/�
GNAI E X\\
05/21 /2019
CLO81
COLUMN OR
CLO83 (N.S.>
1/2'e X 2'
RAFTER VEH
—
— ENDVALL COLUMN
COLUMN
A325T BOLTS (TYP.)
0
0
S
GRIP
HILLSIDE
1/2'0 % 2'
ENDVALL
HILLSIDE
VASHER ITYP.)
Y12 X 1 C.)
a'-0. OG)
WASHER
A325T BOLTS (TYPJ
CABLE EYEBOLT
NUT (TYP)
WALL PANEL BASE ANGLE (SA)
0
(IF REO D)
CABL>GRIn,
(�T
CLAMPING
tl2 X 1 VY
O VASHER
SAS. FOUNDATI@l
ODGI( JAMB
STRA
FLAT
FIELD SLOT
CL253
FLATVASHER
INSIDE LLOSUR (HY GTHEI
PILOT HOLE
VASHER (TYP.)
ITR042
a 8' JAMB
EYEB
FLAT
TOENSURELVALL
PANEL
WASHER
0
0 PROPER FIT.
,.
FIELD SLOT PILOT HOL�
j Y '
NUT
TO ENSURE PROPER FIT.
VASHERG
SLOT IN WEB TO INSERT
HILLSIR
EYEBOLT
TROoI 4'
HILLSIDE WASHER
VASHER
EYEBOLT
SRIPND
TRIM TR090
AND EYEBOLT
STRAND GRIP
G
Yla2 101r//J2' SDS.
SIDEVALL CABLE
BY OTHERS, MUST 8E ADEQUATE
U
SIDEVALL
TO SAFELY RESIST THE LOADS
CL253
CABLE
IN THE REACTION REPORT
(IF APPLICABLE)
03 DIAGONAL CABLE BRACE
CONNECTION
G08 CABLE
TO ENDWALL COLUMN
09 DIAGONAL CABLE BRACE CONNECTION
T1 BASE TRIM SECTION
Trin_1 DOOR
JAMB TRIM
812 x 1 1/2'
INSIDE CLOSURE V/
SAS.
RS875D OR RS200D
'
012 X 1 1/)LE
B TOP OF CLOSURE
4 X 7/8' SAS.
TR140 V/ (
(SEE SHIPPING LIST)
RARE ANG-0'
aCJ
ROOF PANEL
Y34 x 7/8' S.D.S.
<SA)100
TRO80
Ci'-0' 6CJ ,r3�. 11
TRIM TROOF
PALL
ENDVAL
TRI
PANEL
HEADER
WALL PANEL
1
014 x 7/8'
Ole X 1 1/2'
Y12 x 1 I/2'
S.DS.
a'-0. MCJ
ROOF PANEL
OUTSIDE C
tR
SDS•
SAS.
TR120
6CJ
tl'-0. 6C.)
TROBO
Y12 x 11/2'
I
SDS
TRIG
CLOSURE
7R120
014 X 7/
CORNER Y14 X 7/8' SAS.
(1-0' 6FJ
a'-0' GC
TRIM TR020
TR042 8 8' FADER
TRIM TR041
tl1x 7/8
EAVE STRUT
2 X 1 1/2' $.11.$.
TRI04L
a'-0' MCJ
ALL PANEL
-
OUTSIDE CLOSUR
WALL PANEL
SIDEVALL
SIDEVALL
PANEL
PANEL
PANEL
TR020
Trlro_2 HEADER TRIM
Trin_1 8 GUTTER
TRIM SECTION
Triro_35 RAKE TRIM
SECTION
Trir]739 CORNER TRIM SECTION
BUILDING CORNER DETAIL
TM40
RIDGE CAP
TRURO
(GUTTER STRAP
(EAVE GUTTER)
a 31-0' M0
014 x 7/8' SD.S.
GUTTER)
(1'-0' G.CJ
ROOF PANEL
Y34 7/8'
x
SAS.
`
f(EA7E
REVIEWED FORGaIAO
TRSOl
ASREu•n
'X
C®IViP�..IPiNCE
No.58935
TRO60
DECAL
ESRIVETcy�1ppaa
DUOVN
9.I®LlE
_=
POP RIVE
TOSIDsm
ATTACH 7R124J
(IAN)
y �p��/(TY%
Y
LU`dIE COUNTY
A
07 A u
0 _
SIKA SEALANT
TRI04L/R
(CORNER
TR124
CC
®®CC
'
(SIKA 511)
((BY Dr)m(s)
BM0
(DOWNSPOUT)
®
�•• STATE OF
(GUTTER END CAP)
�i� •'•.F<OR1OP.•'•G\��
S ��
EN��
PEAK DETAIL
GUTTER
END CAP DETAIL
GUTTER/DOWNSPOUT
ASSEMBLY///.///10NAL.
05/21 /2019
OLYMPIA STEEL BUILDINGS Customer. JASON WILLIAMS
MCKEES ROCKS PA 15136 FORT PIERCE FL 34945
Drafter. SS Date:
5/8/19 Designer.MQZ Date: 5/8/19
Detailer. AK Date:
5 B 19 Sales ID: Factory ID:
Checker. DP Date:
5/8/19 004891
TRIM
DRAWINGS Sht EllI of 11