HomeMy WebLinkAboutPrime Steel BuildingsIDI,,OMA VENTURES tt, INC.
Fl:`IM-' STEEL BUtLDtNGS HILLSIN
FO# t6322
Building t of t
Page
Drawing Title
REV NO.
Cover Page
1
1
Specifications
1
2
Anchor Bolt Plan
0
3
Rigid Frame Reactions
0
4
EndWall Reactions, Design Criteria
0
5
Anchor Bolt Details
0
6
Roof Framing
1
7
Rigid Frame #1
1
8
Rigid Frame #2
1
9
Front Sidewall Framing
1
10
Back Sidewall Framing
1
,UBMMED PLAN(S) HAVE
BY ZEPHYRHILLS FIRE MA
Dete:
Reviewer:
C
OCT 1 2 2010
T. JAMES EISENMAN, JR
PE00061944
114 R❑SEM❑NT LANE, IMLER, PA 16655
PRIME STEEL BUILDINGS
INDEX OF DRAWINGS
Page
Drawing Title
REV NO.
11
Left Endwall Framing
1
12
Right Endwall Framing
1
13
Detail Page #1
1
14
Detail Page #2
1
15
Detail Page #3
1
16
Detail Page #4
1
17
0
18
0
19
0
20
0
21
0
Page
Drawing Title
REV NO
22
0
23
0
24
0
25
0
26
0
27
0
28
0
29
0
30
0
31
0
32
0
GENERAL MATERIALS ASTM DESIGNATION MINIMUM YIELD MATERIALS ASTM DESIGNATION MINIMUM YIELD
Hot -Rolled Fy = 36 ksi Roof and Wall A 792, Gr. 50 Class 1 Fy = 50 ksi
All materials included in the Metal Building System are in accordance with the manufacturer's standard materials and details Mill Sections A 36, A 572, A 992 and/or 50 ksi Sheeting A 792, Gr. 80 Fy = 80 ksi counless otherwise specified on the order documents. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 2.1) /eS
O
DESIGN RESP❑NSIBILITY
Structural Steel Plates A 572, A 1011 Fy = 55 ksi Mild Steel Bolts A 307 Fy = 36 ksi z Q
OL
0 Z Q_
th Bolts A 325-N Fy = 92 or 81 ksi Strength J O Q
The manufacturer is responsible only for the structural design of the Metal Building System it sells to the purchaser Structural Steel Bars A 572 or A 529 Fy = 55 ksi HighA 490-N N/A U5
/ customer. Neither the manufacturer nor the manufacturers engineer is the design professional or engineer of record ZD
for the construction project. The manufacturer is not responsible for the design of any component or materials not sold Cold Formed Anchor Rods >
A 653 Gr. 55 Fy = 55 ksi A 36 Fy = 36 ksi M LU =
by it, or their interface and connection with Metal Building System unless such desiggn responsibility is specifically Light Gauge Shapes (If supplied)
required by the order documents. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.1 J m
Cable BracingA Pipe and Hollow U
A 475, EHS N / A 500 Gr. B Fy = 42 ksi, 46 ksi LUO
Z Z
F❑UNDATI❑N DESIGN AND ANCHOR B❑Structural Sections LTS W
The manufacturer is not responsible for the design, materials, and workmanship of the foundation. Rod Bracing A 36 Fy = 36 ksi 4
The anchor bolt plans prepared by the manufacturer are intended to show only the anchor bolt location, W O
diameter (based on ASTM A36 bolts), and quantity required to connect the Metal Building System to the foundation. M: O —
(MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.2.2). C❑RRECTI❑N OF ERRORS AND REPAIRS C C=)
It is the It-esponsibility of the end customer to ensure that adequate provisions. are made for specifying bolt embedment, G LU ^ M F-
bearing angles, tie rods, and / or associated items embedded in the concrete foundation, as well as foundation design The correction of minor misfits by the use of drift pins to draw the components into line, shimming,
based on the loads imposed by the Metal Building System, or other imposed loads, and the bearing capacity of the soil moderate amounts of reaming, chipping, and cutting, and the replacement of minor shortages of x FF-
>
-
and other conditions of the building site. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.2.2) material are a normal part of erection and are not subject to claim. (AISC Code of Standard Practice < � �1
for Steel Buildings and Bridges, March 7, 2000, Section 7.14; MBMA 2002 Metal Building Systems Manual, O Q Z
Anchor bolts shall be accurately set to a tolerance of +/- 1/8 in both elevation and location. Part IV, Section 6.10 � O 0 LU
ADJACENT EXISTING BUILDINGS DRAWING DISCREPANCIES F.O. 16322
The manufacturer does not investigate the influence of the Metal BuildingSystem on adjacent existingIn case of discrepancies between the manufacturer's steel plans and plans for other trades, the a
buildings or structures. The end customer assures that such buildings anstructures are adequate to Corle Building Sytems steel plans govern. (AISC Code of Standard Practice for Steel Buildings and
resist snow loads or other conditions as a result of the presence of the Metal Building System. Bridges, March 7, 2000, Section 3.3; MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.1)
(MBMA 2002 Metal Building Systems Maual, Part IV, Section 3.2.5)
DELIVERIES
SH❑P-PRIMED STEEL cc
Delivery of any material by the manufacturer carrier, a common carrier, or to purchasers
customers own leased, chartered, or authorized conveyance shall constitute delivery to builder, and O
All structural members of the Metal Building System not fabricated of corrosion resistant material or protected by corrosion thereafter, such material shall be at builders risk. If builder chooses to use its own, or private
resistant coating are painted with one coat of shop primer meeting the performance requirements of FS TTP-636D. All carrier, it shall be solely responsible for compliance with all applicable government regulations. _
surfaces to receive shop primer are cleaned of loose rust, loose mill scale and other foreign matter by using, as a minimum, All charges shall be borne by the builder. The manufacturer responsibility for damage or loss Z
the hand tool cleaning method SSPC-SP2 (Steel Manual Structures Painting Council) prior to painting. The coat of shop primer ceases upon delivery of shipment to carrier. The manufacturer will endeavor to deliver on the O
is intended to protect the steel framing for only a short period of exsposure to ordinary atmospheric conditions. Shop -primed required date. The manufacturer's truck is not considered as being late if deliveries are between to `b'
is intended to protect the steel erection should be placed on blocking to prevent contact with the ground, and so positioned Sam - 12pm (morning) and 12pm - 5pm (afternoon). However, the manufacturer cannot be held >
as to minimize water holding pockets, dust, mud an other contamination of the primer film. Repairs of damage to primed LU
surfaces and or removal of foreign material due to improper field storagge or site conditions are not the responsibility of the responsible for circumstances beyond our control. For deliveries via the manufacturer truck, p
manufacturer. (MBMA Metal Building Systems Manual, Part IV, Section 4.2.4) the manufacturer will only honor claims that were approved by the customer service department
at the time of delivery. For deliveries via contract carriers, it is the responsibility of the customer to
file claims with the carrier. The manufacturer cannot assume any liability for the claim.
ERECTION -GENERAL
SHORTAGES
The erector, by entering into contract to erect the building, holds itself out as skilled in the erection of Metal Buildng The purchaser /customer should make an inspection upon arrival of all building components. The /
Systems and is responsible for complying with all applicable local, federal, and state construction and safety regulations purchaser/customer must note on the freight bill any missing item(s) and notify Corle Building `J
including OSHA regulations as well as any applicable requirements of local, national, or international union rules or Systems customer service immediately; otherwise, the manufacturer cannot be held responsible Z
practices. (MBMA 2002 Metal Building System Manual, Part IV, Section 6.9) for any shortages. If any item is damaged, note on the bill of lading and file a claim with the freight J
agent. Concealed shortages must be reported to the manufacturer's customer service department�o
The erector shall erect the Metal Building System in accordance with the erection drawings, the Erection and Detail 8z
p within the following time frames (date from receipt of first delivery), based on the project shipment Fo
Manual (March 2004 with Supplement #1 of August 1st, 2005), and / or the Seam-Lok Technical - Erection manual ffaF
(November 1, 2002) as furnished by the manufacturer. The aforementioned erection information is intended to size, i.e., number of truck loads used in delivery. <
illustrate the layout of the framing members, provide the associated connection details, and suggests sequence of erection. mru
It is not intended to specify any particular method of erection to be followed by the erector. The erector remains solely 1 to 3 loads.... 2 weeks 4 loads and over.... 3 weeks Q Q
responsible for the safety and appropriateness of all techniques and methods utilized by its crews in the erection of the W rm
Metal Building System. The erector is responsible for supplying any safety devices such as scaffolds, runways, nets, etc, The manufacturers responsibility for shortages expires at the end of these time periods. W�
which may be required to safely erect the Metal Building System. (MBMA 2002 Metal Building Systems Manual, Part IV,� 0�
Section 6.9) The manufacturer expressly disclaims any responsibility for in]ury to persons in the course of erection FABRICATION ERRORS
or for damages to the product itself. Field erection of a Pre -Engineered Metal Building, as in all construction projects, r
involves hazards to persons within the area of the construction and risk of damage to the property itself. Only experienced fA
persons who are skilled and qualified in the erection of Metal Building Systems should be permitted to field -erect a The purchaser/customer is responsible for contacting the customer service department to advise -7,;"
building due to the hazards of this construction activity. The manufacturer is not responsible for the erection of the the manufacturer of fabrication problems and corresponding cost estimates. Corle Building Systems will 2M g m
Metal Building System, the supply of any tools or equipment, or any other field work. Corle Building Systems provides no be responsible for providing the builder with verbal and /or approval to proceed with appropriate field W'gUs
field supervision for the erection of the structure nor does the manufacturer perform any intermediate or final corrections. This will be done in a timel manner. IF THE BUILDER PROCEEDS WITH CORRECTIVE WORK WITHOUT Q-
ins inspections of the Metal Building System during or after erection. y > � OMfg
p g y g THE MANUFACTURER'S APPROVAL, HE DOES SO AT HIS OWN RISK. the manufacturer shall not be -no
responsible for any claims where the purchaser/customer has not documented the problem, its o�2ScFi
The erector shall furnish temporary guys and bracing where needed for squaring plumbing, and securing the structural correction, and reasonable costs for repair, and submitted this documentation for payment within
framing against loads, such as wind loads acting on the exposed framing as well' as loads due to erection equipment and t a
erection operation, but not including loads resulting from the performance of work by others. Bracing furnished by 30 days of the occurence. C�aU Q
the manufacturer for the Metal Building System cannot be assumed to be adequate during erection. Temporary supports L u� �a
such as temporary guys, braces, false work, cribbing, or other elements required for the erection operation will be INV❑ICE PAYMENT w�•ww KF
determined, erected, and installed by the erector. (AISC Code of Standard Practice for Steel Buildings and Bridges, O 2iH26 �Y
March 7, 2000, Section 7.10.3; MBMA Metal Buildings System Manual, Part IV, Section 6.2.1.5) By acceptance of the materials of services set forth in the invoice, the purchaser/customer agrees to 1..`
pay the invoice amount within the time period specified on the invoice. AT NO TIME IS IT ACCEPTABLE
TO DEDUCT A BACKCHARGE OR SHORTAGE FROM AN INVOICE.
ERECTI❑N TOLERANCES SAFETY PROCEDURES
THE MANUFACTURER' IS COMMITTED TO MANUFACTURING A QUALITY PRODUCT THAT CAN BE ERECTED SAFELY.
Erection tolerances are those set forth in AISC code of standard practice except individual members are considered plumb, ALTHOUGH GOOD JOB SITE PRACTICES AND A COMMITTMENT TO SAFETY BY THE ERECTOR ARE BEYOND THE CONTROL OF
level and aligned if the deviation does not exceed 1:300. (AISC Code of Standard Practice for Steel Buildings and Bridges, THE MANUFACTURER, THE MANUFACTURER HIGHLY RECOMMENDS THE ERECTOR PROVIDE GOOD, SAFE WORKING
March 7, 2000 Section 7.13.1; MBMA 2002 Metal Building Systems MAnual, Part IV, Section 6.8) CONDITIONS ON THE JOB SITE. THE ERECTOR SHOULD FOLLOW ALL LOCAL, STATE, AND FEDERAL HEALTH AND SAFETY
REGULATIONS AT ALL TIMES. ACCIDENT PREVENTION PRACTICES SHOULD BE IMPLEMENTED AND EACH EMPLOYEE SHOULD
KNOW EMERGENCY PROCEDURES. THE MANUFACTURER ALSO RECOMMENDS DAILY MEETINGS TO DISCUSS ERECTION
BOLT TIGHTENING THESAFEOC UPATIONAL SAFEY AND ADDIT(HEALTH ADMINISTRATION (OSHA). ONAL INFORMATION CONCERNING FEDERAL HEALTH AND SAFETY REGULATIONS, CONTACT (�
U.S. Department of Labor O�T 1 2010
The proper tightening and inspection of all fasteners is the responsibility of the erector. All high Occupational Safety and Health Administration
strength (ASTM A325, ASTM A490) bolts and nuts must be tightened by the "turn -of -the -nut" method 200 Constitution Avenue, N. W.
unless otherwise specified by the end customer in the contract documents. Inspection of high strength Washington, DC 20210 T. JAMES EISENMAN, JP.
bolt end nut installation by other than the erector must also be specified in the contract ocumen s www.osha.gov PE00061944
and the erector is responsible for ensuring that the installation procedures are compatible prior to 114 ROSEMONT LANE, IMLER, PA 16655
the start of erection.(MBMA 2002 Metal Building Systems Manual, Part IV, Section 5.9� THE MANUFACTURER SHALL NOT BE RESPONSIBLE FOR PERSONAL INJURY OR PROPERTY DAMAGE AS A RESULT OF PAGE 1 OF 16
FAILURE TO FOLLOW ALL APPLICABLE SAFETY REGULATIONS AND MATERIAL HANDLING AND INSTALLATION RECOMMENDATIONS.
LEGEND
BSW
LEW
R E W
ESW
ANCHOR BOLT PLAN
NOTE: All Base Plates @ 100'-0" (U.N.)
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1 � 2010
T 12 2010
T. JAMES EISENMAN, JR.
PE00061944
114 ROSEMONT LANE, IMLER, PA 16655
PAGE 2 OF 1 i
FRAME LINES: 1 2 3
�. COLUMN LINE
H I
IV
RIGID FRAME
ANCHOR BOLTS & BASE PLATES
Frm Col
Anc. Bolt
Base Plate (in)
Grout
Line Line
No D(in)
Wid Len Thk
(in)
1 L
4 0.750
8.000 13.56 0.500
0.0
1 A
4 0.750
8.000 13.56 0.500
0.0
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col
Anc. Bolt
Base Plate (in)
Grout
Line Line
No D(in)
Wid Len Thk
(in)
2 * L
4 1.000
8.000 11.76 0.625
0.0
2 * A
4 1.000
8.000 11.76 0.625
0.0
2 * Frame lines: 2 3
RIGID FRAME: BASIC COLUMN REACTIONS (k )
Frame
Column
----Dead----
-Collateral-
----Live----
--Wind-L1---
--Wind-R1---
--Wind-L2---
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
1
L
4.9
9.5
1.1
2.0
7.3
13.1
-11.7
-18.1
-4.4
-12.2
-9.8
-12.2
1
A
-4.9
7.6
-1.1
2.0
-7.3
13.1
4.4
-12.2
11.7
-18.1
2.5
-6.3
Frame
Column
--Wind_R2---
--Wind-Lnt--
--Wind-Ln2--
--Seismic-L-
--Seismic-R-
-LWINDI-L2E-
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
1
L
-2.5
-6.3
-5.5
-14.1
-2.6
-8.9
-0.1
0.0
0.1
0.0
-0.1
-1.7
1
A
9.8
-12.2
5.5
-14.1
2.6
-8.9
-0.1
0.0
0.1
0.0
0.3
-0.2
Frame
Column
-LWINDI-R2E-
-LWIND2-L3E-
-LWIND2-R3E-
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
1
L
-0.3
-0.2
0.0
-0.7
-0.1
-0.1
1
A
0.1
-1.7
0.1
-0.1
0.0
-0.7
Frame
Column
----Dead----
-Collateral-
----Live----
--Wind-L1---
--Wind_R1
---
--Wind-L2---
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
2 *
L
3.0
5.2
2.7
3.8
17.8
25.0
-19.5
-25.6
-9.7
-18.3
-14.4
-14.5
2 *
A
-3.0
5.2
-2.7
3.8
-17.8
25.0
9.7
-18.3
19.5
-25.6
4.6
-7.1
Frame
Column
--Wind-R2---
--Wind-Ln1--
--Wind-Ln2--
--Seismic-L-
--Seismic_R-
---SeisLn---
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
2 *
L
-4.6
-7.1
-14.2
-38.9
-7.2
-29.0
-0.1
0.0
0.1
0.0
0.0
-0.3
2 *
A
14.4
-14.5
14.2
-38.9
7.2
-29.0
-0.1
0.0
0.1
0.0
0.0
-0.3
Frame
Column
-LWINDI_L2E-
-LWINDI_R2E-
-LWIND2_L3E-
-LWIND2_R3E-
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
2 *
L
-0.3
-3.2
-0.6
-0.3
-0.1
-1.4
-0.2
-0.1
2 *
A
0.6
-0.3
0.3
-3.2
0.2
-0.1
0.1
-1.4
2 *
Frame lines:
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OCT 12 2010
T. JAMES EISENMAN, JR.
PE00061944
114 ROSE MONT LANE, IMLER, PA 16655
ENDWALL COLUMN:
Frm Col
Dead
Wind_P
Line Line
Vert
Harz
1 K
0.9
-8.8
1 D
1.0
-9.0
1 C
0.5
-3.4
BASIC COLUMN REACTIONS (k )
Wind-S
Harz
9.7
9.8
3.7
Frm
Col
Dead
Collat
Live
Line
Line
Vert
Vert
Vert
4
A
0.4
0.3
2.0
4
B
1.1
0.7
4.8
4
E
1.1
0.6
4.2
4
F
1.4
0.7
4.5
4
G
1.1
0.6
4.2
4
J
1.1
0.7
4.8
4
L
0.4
0.3
2.0
Frm
Col
Wind-Ln2
--Seis-L--
Line
Line
Vert
Harz
Vert
4
A
-1.3
0.0
0.0
4
B
-3.3
0.1
-0.1
4
E
-2.9
0.0
0.1
4
F
-2.9
0.0
0.0
4
G
-2.9
0.1
-0.1
4
J
-3.3
0.0
0.1
4
L
-1.3
0.0
0.0
ANCHOR BOLT SUMMARY
Ont Loc I Type
(in)
O 40 EW 3/4"
O 8 RF 3/4"
016 .. RF 1"
Rafter
Rafter
Brace
Brace
Wind-L
Wind-R
--Wind-L--
--WInd_R--
Wind_P
Wind-S
Wind-Lnl
Vert
Vert
Harz
Vert
Harz
Vert
Harz
Harz
Vert
-2.9
-1.7
0.0
-2.9
0.0
-1.7
0.0
0.0
-2.1
-7.0
-4.1
2.0
-10.0
0.0
-1.1
-4.4
4.8
-5.2
-6.5
-3.3
0.0
-3.4
2.0
-6.4
-4.8
5.2
-4.6
-5.1
-5.1
0.0
-5.1
0.0
-5.1
-5.0
5.5
-4.6
-3.3
-6.5
2.0
-6.4
0.0
-3.4
-4.8
5.2
-4.6
-4.1
-7.0
0.0
-1.1
2.0 -10.0
-4.4
4.8
-5.2
-1.7
-2.9
0.0
-1.7
0.0
-2.9
0.0
0.0
-2.1
--Seis-R--
-LWINDI_L-
-LWINDI_R-
-LWIND2-L-
-LWIND2-R-
Horz
Vert
Harz
Vert
Harz
Vert
Harz
Vert
Harz
Vert
0.0
0.0
0.0
-0.9
0.0
0.0
0.0
-0.4
0.0
0.1
0.0
-1.0
0.0
0.0
0.0
-0.4
0.0
0.0
0.1
-0.1
0.0
0.2
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.0
-0.1
0.0
-0.1
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.2
0.0
0.0
0.0
0.1
0.1
-0.1
0.0
0.0
0.0
-1.0
0.0
0.0
0.0
-0.4
0.0
0.0
0.0
0.0
0.0
-0.9
0.0
0.0
0.0
-0.4
(RACING
REACTIONS, PANEL SHEAR
---Reactions in plane of wall ---
± Reactions (k ) Panel
---Wall--
Col
--Wind----Seismic- Shear
Loc Line
Line
Harz Vert Harz Vert (lb/ft)
L-EW 1
Rigid Frame At Endwall
F-SW A
2 ,3
13.3 * 0.3
R_EW 4
B ,E
Bracing, see EW reactions
G ,J
Bracing, see EW reactions
B-SW L
3 ,2
13.2 * 0.3 *
*See RF reactions table for vertical and
horizontal reactions in plane of the rigid frame.
ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES
---------------------------------------
Frm
Col
Anc.
Bolt
Base Plate (in)
Grout
Line
Line
No
D(in)
Wid
Len
Thk
(in)
1
K
4
0.750
8.000
7.875
0.375
0.0
1
D
4
0.750
8.000
7.875
0.375
0.0
1
C
4
0.750
5.000
8A 25
0.375
0.0
4
A
4
0.750
8.000
8.000
0.250
0.0
4
B
4
0.750
6.000
8.125
0.375
0.0
4
E
4
0.750
6.000
8.125
0.375
0.0
4
F
4
0.750
8.000
12.25
0.375
0.0
4
G
4
0,750
6.000
8.125
0.375
0.0
4
J
4
0.750
6.000
8.125
0.375
0.0
4
L
4
0.750
8.000
8.000
0.250
0.0
NOTES FORREACTIONS -
1. All loading conditions are examined and only the maximum / minimum H or V and the corresponding
H or V are reported.
2. Positive reactions are shown in the sketch. Foundation loads are in opposite directions.
3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay.
The vertical reaction is downward.
4. Building reactions are based on the following building data:
DESIGN CRITERIA
Width (ft)
= 100
Length (ft)
= 75
Eave Height (ft)
= 25
Roof Slope (rise/12)
= 1.0:12
Building Code
= IBC 06
Local Code (State / Prov)
= FBC 07
Dead Load (psf)
= 2.250
Collateral Load (psf)
= 3
Roof Live Load (psf)
= 20.00
Frame Live Load (psf)
= 20
Snow:
Ground Snow Load (psf)
= 0.0000
Snow Importance
= 1.0000
Thermal Coefficient
= 1.00
Snow Exposure Factor
= 1.00
Slippery Roof
= N
Roof Snow Load (psf)
= 0
Wind:
Basic Wind Speed (mph)
= 110 mph
Occupancy Category
= II - Normal
Importance - Wind
= 1.00
Wind Exposure
= C
Enclosure Classification
= C
Internal Pressure Coefficients
Pressure
= 0.18
Suction
= -0.18
Components & Cladding Design
Pressure
Pressure
- 26.730
Suction
=-35.573
Equivilant Lateral Brace Force Procedure.
SEISMIC CRITERIA
Seismic Importance = 1.00
Occupancy Category = II - Normal
Mapped Spectral Response Accelerations
Ss
= 0.0900
S1
= 0.0400
Spectral Response Coefficients
Sds
= 0.0960
Sd1
= 0.0640
Site Class
= D
Seismic Design Category
= A
Base Shear
Expanded Formula
= 0.01*W
Longitudinal Base Shear =
0.64
Transverse Base Shear
= 0.65
Seismic Response Coefficients
Frame
= 0.01
FSW
= 0.01
BSW
= 0.01
Response Modification Factors
Frame = 0
FSW = 0
BSW = 0
Steel systems not specifically detailed for seismic resistance.
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OCT 12 2010
T. JAMES EISENMAN, JR.
PE00061944
114 ROSE MONT LANE, IMLER, PA 16655
SPLICE BOLTS
Splice
Quan
-----
Bolt -----
Mark
Top/Bot/Int
Type
Dia Length
SP-1
4
4
2
A325
0.750 2.25
SP-2
4
4
2
A325
0.750 2.00
SP-3
4
4
2
A325
0.750 2.00
SP-4
4
4
2
A325
0.500 1.75
SP-5
4
4
2
A325
1.000 2.50
OFLANGE BRACES: Both Sides(U.N.)
FBxxB(1)
B - .L20X3/16
A - L15X1 /8
50'-2 1 4„
26 Ga. R, Arctic White
10 Q 4'-1 11 16„
S-11 5/8„
4'-0 7 16"
Q1"
12
FB14A 1) FB20A 1)
r7
FB15A 1)
RF1-3
MARK
START END
THICK
LENGTH
W
x
T x LENGTH
W
x
T x LENGTH
RF1-1
13.0 34.7
0.188
232.7
6
x
1 4 x
289.9
6
x
5/16"
x 180.8
34.7/36.5
0.188
60.0
6
x
1 /4" x
41.5
6
x
3/8" x
72.2
RF1-2
38.0/32.0
0.219
257.8
6
x
1 /4" x
257.8
6
x
5/16"
x 77.8
6
x
1 /4 x
180.0
RF1-3
32.0/41.7
0.188
240.0
6
x
1 /4" x
120.0
6
x
1 /4" x
296.6
41.7/44.0
0.219
60.0
6
x
5/16"
x 120.0
6
x
1 /4" x
60.0
RF1-4
44.0/41.8
0.219
57.3
6
x
1 /4" x
57.3
6
x
1 /4" x
293.8
41.8/32.0
0.188
240.0
6
x
5/16"
x 120.0
6
x
1 /4" x
120.0
RF1-5
32.0/34.8
0.188
120.0
6
x
1 /4" x
260.6
6
x
1 /4" x
180.0
34.8/38.0
0.219
140.6
6
x
5/16
x 80.6
RF1-6
36.5/34.8
0,188
60.0
6
x
1/4" x
41.4
6
x
3/8" x
71.5
34.8 /13.0
0.188
232.7
6
x
1 /4" x
289.9
6
x
5/16"
x 180.8
, 50-2 1 4„
�7 7 31I�
9„
10 Q 4'-1 11 16"
4'-0 7 16"
3'T-11 5IR1.
FB22A(1�FE322A(1)
- --TAT-- -
FB]i , l) I I
- ��FB
- - - - 1�1)
F81�off- 1) FBI 9B 1
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12
RF1-2 1 � � � RF7-5
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o o I m
0]
N C
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(U a�
a to I m
1 I af r7 N U i0 2 K
l o I a
N U N U
-LO I �,
I
I I
8�f _ 3'-1 1 /8" 92'-5 3/4" 3'-1 1 /8"
--II Clearance -
BUILDING CROSS SECTION
FOR FRAME LINE 1
GENERAL NOTES:
1. See Detail Sheets for Connection Information.
2. See Shippinq List for Flanqe Brace Lengths.
m
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AGE 2 ;tu1u
T. JAMES E1S, NMAN, JR.
PED0061944
114 ROSEMONT LANE, 1MLER, PA 16655
SPLICE
BOLTS
Splice
Quan
--
-- Bolt - - - -
Mark
Top/Bot/Int
Type
Dia Length
SP-1
4 4 2
A325
1.000 2.75
SP-2
4 4 0
A325
0.500 1.25
SP-3
4 4 2
A325
0.750 2.25
OFLANGE BRACES: Both Sides(U.N.)
FBxxA(1)
A - L15X1 /8
B - L20X3/16
1,-1111
12
� Arctttc
3'-11 5/B"
A,-n 7 /16"
MEMBER
SIZE TABLE in
WEB DEPTH
WEB
PLATE
OUTSIDE
FLANGE
INSIDE
FLANGE
MARK
START END
THICKI
LENGTH
W
x
T x LENGTH
W
x
T x LENGTH
RF2-1
11.0 37.4
0.219
180.0
6
x
1 4
x
289.8
6
x
1 2 x
248.3
37.4/47.0
0.250
113.4
6
x
1 /4"
x
51.4
RF2-2
44.0/31.1
0.250
128.0
6
x
1 /4"
x
248.0
6
x
1 /2" x
68.3
31.1 /19.0
0.219
120.0
6
x
5/16
x 180.9
RF2-3
19.0/22.2
0.188
120.0
6
x
1/4"
x
120.0
6
x
1/4" x
297.8
22.2/27.0
0.149
180.0
6
x
3/8
x
180.0
RF2-4
27.0/22.2
0.149
180.0
6
x
3/8
x
180.0
6
x
1/4" x
297.8
22.2/19.0
0.188
120.0
6
x
1/4"
x
120.0
RF2-5
19.0/31.1
0.219
120.0
6
x
1/4"
x
248.0
6
x
5/16"
x 180.9
31.1 /44.0
0.250
128.0
6
x
1 /2" x
68.3
RF2-6
11.0/37.4
0.219
180.0
6
x
1/4"
x
289.8
6
x
1 /2" x
248.3
37.4/47.0
0.250
113.4
6
x
1/4"
x
51.4
RF2-7
44.0/31.1
0.250
128.0
6
x
1/4"
x
248.0
6
x
1 /2" x
68.3
31.1 /19.0
0.219
120.0
6
x
5/16
x 180.9
RF2-8
19.0/22.2
0.188
120.0
6
x
1/4"
x
120.0
6
x
1/4" x
297.8
22.2/27.0
0.149
180.0
6
x
3/8
x
180.0
RF2-9
27.0/22.2
0.149
180.0
6
x
3/8
x
180.0
6
x
1/4" x
297.8
22.2/19.0
0.188
120.0
6
x
1/4"
x
120.0
19.0/31.1
0.219
120.0
6
x
1/4"
x
248.0
6
x
5/16"
x 180.9
31.1 /44.0
0.250
128.0
6
x
1 /2" x
68.3
2 1 �4
�71..I� ®I
50'-2 1
4„
9"
311®-
10 @ 4'-1 11 16"
10 @ 4'-1
11
16"
4'-0 7 16„
/
3'r
11 5 1R"
FB6A F810A FB10A F86A
FB4A 1) - - - - F84A 1)
FB21B F816A FB7A o - - �- - - - - - - - _� - - FB7A o F816A FB21B
-_-..------
IL
In
n N
0
Ln
N
-11 3/4"
GENERAL NOTES:
RF2- 3 can
RF2-7
1. See Detail Sheets for Connection Information.
2. See Shirmina List for Flanae Brace Lenaths.
RF2-3 @ FL. 2
RF2-8 @ FL. 3
Cn
90'-8 1 /2"
Clearance
'-o" rlllT-
BUILDING CROSS SECTION
FOR FRAME LINE 2 3
Kr2-4 @ FL 2
RF2-9 @ FL. 3 N
o_
U)
3'-11 3/4"
12
a
O
w =
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U m
z
o z
W N
x o
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z r- � m
> x FLu
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CC r M W
F.O. 16322
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OC, 12 2010
T. JAMES EISENMAN, JR.
PE00061944
114 ROSEMONT LANE, IMLER, PA 16655
0
N
100'-0" OUT -TO -OUT OF STEEL
12 ANG64 ANG64
z W8 BB-2 — B8-3 — 3s 31
$ G-8 G-8 G-8 G-8 G-8
�G-2 G-6 G-8 G-8— G 8 G-8 G-8 G-8 G-8 G-8 G-8 G 6 _ 6 11 _ G-13
— J 1 [2-1
G-5 G-7 G-7 G-7 C-7 G-7 G-7 G-7 G-7 G-7 G-7 G-5 _ e JB-1
o�20'--2" G-2 G-11 G-13 2
I I HB-1 Q9 HB-2 HB-2 HB-4 (NEST)
II I 13 O z
rn ❑ _, �_------------- ---- _--- s, — — — — — — C-11 3-12
15 -0' I+� DH-1 Ml G-1
2 I Z
G- I G-11 _ 12 1
o = o Qrl
7I'
0 W m p 0 M
c� G 1 = G-11 12 G114
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1412 —
--- ------ z
I I I-- T.
I.
I.
I — I — I-- I I I I II I] Ez❑
EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 EC-10 EC-11 EC-12 EC-13 "2 EC-16
qI I
70'-0"
ww
16'-0"
(CLEAR WIDTH) _
12
IRF
ENDWALL FRAMING: FRAME LINE 1
12
0LR
0 0 0
IOBT
ENDWALL SHEETING & TRIM: FRAME LINE 1
PANELS: 26 Ga. R - Arctic White
GENERAL NOTES:
1. CORLE BUILDING SYSTEMS WILL NO LONGER SUPPLY RAKE SLIDE TRIM ON GABLE
BUILDINGS LESS THAN 180' 0 WIDE OR SINGLE SLOPE BUILDINGS LESS THAN
90' 0 WIDE. SEE DETAIL PAGES FOR CURRENT DETAILS.
12
IEO
m m
Ln Ln
W ON L�
W �` W
Li
SPOTRIM
TR
m m
W � W
Q1
IOBT
PANELS: 26 Go. R
Arctic White
I 1\Fi IVIL_ LIIVL
LOCATION
I
QUAN TYPE
DIA LENGTH
C1)
m
~
EC-1, EC-15,
&
2 A325
3/4" 1 1 2
o
EC-16/ ECXF-ALT
Z
0
EC-1, EC-15,
&
2 A325
3/4" 2"
Z
a
EC-16/ RF
RAFTER
p
O
EC-2 THRU
EC-14/
2 A325
3/4" 1 3/4"
J
RF RAFTER
EACH
w
Back Braces
2 A325
3/4" 2 1 2"
m
L J
Z
_
m
m
z
MEMBER
TABLE
FRAME
LINE 1
Lu_=
C13
cn Lu
b
N
x
o
o
QUAN
MARK
PART
LENGTH
1
HB-1
C8X18.7
16'-11 1 2
2
HB-2
C8X18.7
17'-11 1 /2"
W
o
1
HB-4
C8X18.7
16'-11 1 /2"
Z
in
M
1
BB-1
LL6X4X1/2
24'-10 11/16"
w
x
rn
m
1
BB-2
LL6X4X1 /2
25'-3 7/8"
¢
�-
1
BB-3
LL6X4X1 /2
25'-9 15/16
a-
-'
ui
Lu
C�
1
EC-1
W8X24
24'-0 11 /16"
m
o
r
a
m
Z
w
1
EC-2
W8X10
5'-2 1 /8"
F.O.
16322
1
EC-3
W8X10
5'-6 1 /4"
1
EC-4
W8X10
6'-0 1 /4
fL
1
EC-5
W8X10
6'6 1/4"
1
EC-6
W8X10
7'-0 1 /4"
e
1
EC-7
W8X10
7'-6 1/4"
1
EC-8
W8X10
8'-0 5/16
1
EC-9
W8X10
8'-6 1 /4"
o
1
EC-10
W8X10
8'-8 1 /4"
5
1
EC-11
W8X10
8'-2 5/16"
cc cc
1
EC-12
W8X10
7'-8 5/16"CnJ
1
EC-1 .3
W8X10
7'-2 1 /4"
1
EC-14
W8X10
6'-10 1 /8"
o
o
1
EC-15
W8X24
25'-8 11 /16
CD
w
1
EC-16
W8X18
25'-4 3/16"
2
DJ-1
8X35C13
18-11 3/4"
1
DH 1
8X35C16
16'-0'
2
JB-1
8X35C16
3'-8 1 /2"
2
G-1
8X25Z16
3'-9"
4
G2
8X25Z16
4'-5"
—
2
G-3
8X35C16
8 1 /2"
2
G-4
8X25Z16
8 1/2'
z
2
G-5
8X35C16
3'-8 1 /2"
2
G-6
8X25Z16
3'-8 112
—..
0o0
10
G-7
8X35C16
5'-7 1/2"
zo
o
9
16
G-8
8X25Z16
5'-7 1 /2"
o2
waaw
Lu � �
Z
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1
G-9
8X25Z16
11'-9 5/16"
w
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c
1
G-10
8X25Z16
7'-9 5/16"
mQ
`W W
m$
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6
4
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G-12
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8X25Z16
3' 2 3/8"
5 3/8"
ro
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i¢¢-x
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a
tV
3
G-13
8X25Z13
20'-8 7/8"
¢
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2
G-14
8X25Z16
3'-0"
z
2
G-15
8X25Z16
3'-8"
w
z
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2o$W.
orn$
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CONNECTION
FRAME LINE
PLATES
1
>
aQ[
o
Q
„m;��5�FoQ
�za :3
z��
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❑ID
QUAN
MARK PART
1
2
4
20
GR08E
JC8
CC
G
o�W
a¢
t�oZ3
9.18
Z9
3
3
ECXF-ALT
O
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t�av,��Q
TRIM COLORS
RAKE TRIM =
Light Stone
BASE TRIM =
Light Stone
DOOR TRIM =
Light Stone
T. JAMES E1.3ENMAN, JR.
PE00061944
xS❑FFIT TRIM =
S❑FFIT PANEL COLD R
114 ROSEMONT LANE, 1MLER, PA 16655
PAGE 11 OF 11
x WHERE APPLICABLE
I
Q1"
12
11-
N
N
i
N C
E
EC-17
GIRT
LAPS
I
12
IRF-,
z
z
z
z
z
EC-18
EC-19
EC-20
EC-19
EC-18
1'-1 3�
1'-1 3�
1'-1 3�
1'-1 3�
1'-1 3�
1 -1 3/4"
1 -1 3Z4"
1 -1 3Z4"
1 -1 314-
1 -1 314-
ENDWALL
FRAMING: FRAME LINE
4
I
I
I
I
I
IOBT
ENDWALL SHEETING & TRIM: FRAME LINE 4
PANELS: 26 Go. R - Arctic White
GENERAL NOTES:
1. CORLE BUILDING SYSTEMS WILL NO LONGER SUPPLY RAKE SLIDE TRIM ON GABLE
BUILDINGS LESS THAN 180' 0 WIDE OR SINGLE SLOPE BUILDINGS LESS THAN
90' 0 WIDE. SEE DETAIL PAGES FOR CURRENT DETAILS.
IRF-
:LR
FRAME LINE 4
U)
0
Z
�
JCD
=
m
W
W
Cf)
W
z
—
=_
cn
�
z
Lu j
¢
M
0
o
N
x
c
ui
X
-
9
CD
o
z
0
w
C
m
~
a.
LOCATION
QUAN TYPE DIA LENGTH
ER-1 ER-2
ER-2/ER-3
ER-3/ER-4
Cor-Column/Raf
EC-18/ER-1
EC-1 9/ER-2
EC-20/ER-3
EC-19/ER-3
EC-18 ER-4
8 A325 112 1 1 4
2" 1 1/2"
8 A325 1 �2"
8 A325 1 1 1 /4"
2 A325 3/4" 1 3/4"
2 A325 3/4 1 3/4"
2 A325 3/4 1 3/4
2 A325 1 2
2 A325 3/4" 1 3/4"
2 A325 3/4" 1 3/4"
m
z
o
o
c�
rn
LLi
Lu
MEMBER TABLE
FRAME LINE 4
QUAN
MARK
PART
LENGTH
m
�
C'3
w
1
2
2
1
1
1
1
EC-17
EC-18
EC-19
EC-20
EC-21
ER-1
ER-2
8C16
W8X18
W8X18
W12X26
8C16
8C10
8C10
23'-6 3 8
24' 9 7/8"
26'-2 1 /2"
27' 7 3/8
23'-6 3/8"
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PE00061944
114 ROSEMONT LANE, IMLER, PA 16655
PAGE 13 OF 16
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PE00061944
114 ROSEMONT LANE, IMLER, PA 16655
PAGE 14 OF 16
SD150 SCREW EAVE
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T. JAMES EISENMAN, JR.
PE00061944
114 ROSEMONT LANE, INLER, PA 16655
PAGE 15 OF 11
' 11. RAKE TRIM HELD BACK FOR ILLUSTRATION PURPOSES ONLY.
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PE00061944
114 ROSEMONT LANE, IMLER, PA 16655
PAGE 16 OF 11