HomeMy WebLinkAbout027-250-037 (2)Butte County IDepartment of Development Services
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BUILDING DIVISION
7 County Center Drive,.Oroville, CA 95965
Main Phone 530.538.7601 Pennit Center Phone 530.538.6861 Fax. 530.538.7785
��nt•�;.butf�;omifi.neydds .
SPECIAL INSPECTION NOTE:
For.Building Permit # B ®4-S9 , Assessor's Parcel #
Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition
to the . inspections required • by Division II, Section 110, the owner or Registered Design-.--.,.
Professional acting ,as. the owner's agent shall employ one or more special inspectors who shall
provide inspections duringconstruction on the types of work listed -under section 1704. The
special. inspector shall be a qualified person who shall demonstrate competence, to the
satisfaction of the building: official, for inspection of the particular type of construction or,
operation requiring special inspection.
Duties and Responsibilities of the. Special Inspector:
1. The special inspector shall observe the work assigned for conformance with the approved design;
drawings and specifications.
2. The special :inspector shall furnish inspection reports to the building official and the engineer or
:architect of record. AL discrepancies shall be brought to the immediate attention: of the contractor fore
correction, then, if uncorrected, to the proper design authority and to the building official.
3. The special inspector.shall'submit a final signed report to the Butte County Building Division stating
whether the work requiring special inspection was; to the best of his or her knowledge, in conformance
with the approved plans and specifications and the applicable provisions of this,code.
4. •The special inspector shall advise the contractor that Butte County Building -Division inspections
cannpt be delegated to him or her, so inspections must also be made by the Butte County Building
Division.
5, Any change in special inspection firms made after permit issuance shall be approved by the Butte
County Building Division prior to the new firm performing any inspections:
.0. Special: inspections are in -addition to the regular -inspections.. performed by the Butte County. Building
Division. Butte County inspection approval and sign off is not to be construed as authorization to
proceed with work which obscures, covers or otherwise prevents proper special inspection.
Special .Inspection is required for the following items:
11 Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete).
❑ Structural Masonry
High Strength Bolting
❑ Welding
❑ Bolts Installed in Concrete
❑ Other:
*Name of Special Inspection Company:
*PENDING APPROVAL. SPECIAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT
OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS
FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO P N 5, P tE-e-n 0 iii
CI -IO
�ineering.,- Inc.
STRUCTURAL CALCULATIONS
Calculation Index:
• ,Project Layout
• Footing Analysis
• Anchor Bolt Design
• Hairpin Design
Rancho Job #17-028
for
Senna Metal Building
Craig Ave
Palermo, CA
Page #
1
F1 -F12
AR1-AR19
H
n
Revision Summary:
Rev. 0 03/01/17 Initial Issue
This calculation package is valid for the project location as listed above only and may not be
used or modified for another site without the authorization of Rancho Engineering Inc... Rancho
Engineering Inc. disclaims responsibility for any structural design not specifically addressed in
this calculation package. Calculations and plans are not valid until reviewed and approved by
appropriate governmental agencies.
RU7-04—'t-> 027-250-037
MAR 15.20.17
e z....-...........�.- .
Jarrod HoUlday, P.E. PC N 1. 5550 Skyway Suite C
PERMO> �!�
Civil, Structural, Septic Design`- BUTTE COUNTY DEVELOPMENT SERVICES Paradise CA 95969
REVIEWED FOR (530) 877-3700 Phone/Fax
c 0®IVI P L I,�N nchoengineering@hotmail.com
DATE %By�I-
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FOUNDATION PLAN
1/4'r-0•
DIAMETER AND LOGATION5.
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JOB# I7-028
5550 Skyway,
Ste, G
SENNA METAL
BUILDINO
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• Phone/Fox:
PALERMO, GA
1�fngineering (530)
PROJECT LAYOUT
Title Block line 1 Project Title:
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using the 'Settings' menu item Project Descr: /
and then using the 'Printing &
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Description: F1
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2012
'�GeneralTlnformati'o �' ���� ���
Material Properties
f : Concrete 28 day strength =
2.50 ksi
Soil Design Values
Allowable Soil Bearing =
1.50 ksf
ty : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
200.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
# Bars required on each side of zone
n/a
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.50 :1
Min. Sliding Safety Factor
= 1.50 ;1
Increases based on footing plan dimension
Add Fig Wt for Soil Pressure
Yes
Allowable pressure increase per foot of de��th
Use ftg wt for stability, moments & shears
Yes
=
when max. length or width is greater than
ksf
Add Pedestal Wt for Soil Pressure
No
ft
Use Pedestal wt for stability, mom & shear
No
Width parallel to X -X Axis =
2.750 ft
Length parallel to Z -Z Axis =
2.750 ft
Z
Footing Thickness =
24.0 in
Pedestal dimensions...
px : parallel to X -X Axis = in
pz: parallel to Z -Z Axis = in
Height - in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Bars parallel to X -X Axis
Number of Bars =
6.0
Reinforcing Bar Size =
# 5
Bars parallel to Z -Z Axis
Number of Bars =
6.0
Reinforcing Bar Size =
# 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
D &-' Lr .-' L S
P: Column Load = 5.50
OB: Overburden =
M-xx
M-zz
V -x
V -z
2.40
W E H
-3.10 -1.0 k
ksf.
— k -ft
k -ft
k
k
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Project Title:
Engineer:
Project Descr:
Project ID: f -Z
Description
DESIGAI,SU"MMA�Y��� a �� e - •
PASS
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.890
Soil Bearing
1.335 ksf
1.50 ksf
+D+Lr+H about Z -Z axis
PASS
n/a
Overtuming - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
- n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS
2.482
Uplift
-1.860 k
4.616 k
+0.60D+0.60W+0.60H
PASS
0.02122
Z Flexure (+X)
1.305 k -ft
61.494 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.02122
Z Flexure (-X)
1.305 k -ft
61.494 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.02122
X Flexure (+Z)
1.305 k -ft
61.494 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.02122
X Flexure (-Z)
1.305 k -ft
61.494 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
n/a
1 -way Shear (+X)
0.0 psi
75.0 psi.
n/a
PASS
0.0
1 -way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS
n/a
1 -way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS
n/a
1 -way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS
n/a
2 -way Punching
3.544 psi
75.0 psi
+1.20D+1.60Lr+0.50L+1.60H '
�'�.•.!ro: ti �"'9S�yYa'F ur�� F"'">'eF.. ..%.�`� g�a+�r � 3 m `�N
n/a
0.0
1.017
Soil Bearin
Rotation Axis &
Xecc
Zecc
Actual Soil Bearing Stress @ Location
Actual / Allow
Load Combination Gross Allowable
(in)
Bottom, -Z
Top, +Z
Le , -X
Right, +X
Ratio
X -X. +D+H
1.50
n/a
0.0
1.017
1.017
n/a
n/a
0.678
X -X. +D+L+H
1.50
n/a
0.0
1.017
1.017
n/a
n/a
0.678
X -X. +D+U+H
1.50
n/a
0.0
1.335
1.335
n/a
n/a
0.890
X -X. +D+S+H
1.50
n/a
0.0
1.017
1.017
n/a
n/a
0.678
X -X. +D+0.750Lr+0.750L+H
1.50
n/a
0.0
1.255
1.255
n/a
n/a
0.837
X -X. +D+0.750L+0.750S+H
1.50
n/a
0.0
1.017
1.017
n/a
n/a
0.678
X -X. +D+0.60W+H
1.50
n/a
0.0
0.7713
0.7713
n/a
n/a
0.514
X -X. +D+0.70E+H
1.50
n/a
0.0
0.9247
0.9247
n/a
n/a
0.617
X -X, +D+0.750Lr+0.750L+0.450W+H
1.50
n/a
0.0
1.071
1.071
n/a
n/a
0.714
X -X. +D+0.750L+0.750S+0.450W+H
1.50
n/a
0.0
0.8328
0.8328
n/a
n/a
0.555
X -X. +D+0.750L+0.750S+0.5250E+H
1.50
n/a
0.0
0.9479
0.9479
n/a
n/a
0.632
X -X. +0.60D+0.60W+0.60H
1.50
n/a
0.0
0.3644
0.3644
n/a
n/a
0.243
X -X. +0.60D+0.70E+0.60H
1.50
n/a
0.0
0.5178
0.5178
n/a
n/a
0.345
Z -Z, +)+H
1.50
0.0
n/a
n/a
n/a
1.017
1.017
0.678
Z -Z. +D+L+H
1.50
0.0
n/a
n/a
n/a
1.017
1.017
0.678
Z -Z. +D4U4-H
1.50
0.0
n/a
n/a
n/a
1.335
1.335
0.890
Z -Z. +D+S+H
1.50
0.0
n/a
n/a
n/a
1.017
1.017
0.678
Z -Z. +D+0.750Lr+0.750L+H
1.50
0.0
n/a
n/a
n/a
1.255
1.255
0.837
Z -Z. +D+0.750L-4750S+H
1.50
0.0
n/a
n/a
n/a
1.017
1.017
0.678
Z -Z. +D-460W+H
1.50
0.0
n/a
n/a
n/a
0.7713
0.7713
0.514
Z -Z. +D+0.70E+H
1.50
0.0
n/a
n/a
n/a
0.9247
0.9247
0.617
Z -Z. +D+0.750Lr+0.750L+0.450W+H
1.50
0.0
n/a
n/a
n/a
1.071
1.071
0.714
Z -Z. +D+0.750L+0.750S+0.450W+H
1.50
0.0
n/a
n/a
n/a
0.8328
0.8328
0.555
Z -Z. +D+0.750L-4750S+0.5250E+H
1.50
0.0
n/a
n/a
n/a
0.9479
0.9479
0.632
Z -Z. +0.60D+0.60W+0.60H
1.50
0.0
n/a
n/a
n/a
0.3644
0.3644
0.243
Z -Z. +0.60D+0.70E+0.60H
1.50
0.0
n/a
n/a
n/a
0.5178
0.5178
0.345
Overtu'm nfm nT g`�Sta�i �ty"�'"
Rotation Axis & -
-
Load Combination...
Overtuming Moment
Resisting Moment
Stability
Ratio
Status '
Footing Has NO Overturning
MIMI
SI►dlp Stabilr"�� M Pa A� N-°
5ty ��_. 01
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
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Project Title:
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Project Descr:
Project ID: 0
--- 111 -'All 4-t9De1
Description
Load Combination...
Vu @ -X Vu
@ +X Vu
@ -Z Vu
@ +Z
Vu:Max
Phi Vn Vu 1 Phi'Vn
Status
Mu
Side
Tension
As Req'd
Gvm. As
Actual As
Phi Mn
Status
Flexure Axis & Load Combination
k -ft
0.00 Dsi
Surface
in"2
in"2
in^2
k -ft
0.00
X -X, +1.40D+1.60H
0.9625
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50Lr+1.60L+1.60H
0.9750
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50Lr+1.60L+1.60H
0.9750
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+1.60L+0.50S+1.60H
0.8250
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+1.60L+0.50S+1.60H
0.8250
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+1.60Lr+0.50L+1.60H
1.305
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+1.60Lr+0.50L+1.60H
1.305
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+1.60Lr+0.50W+1.60H
1.111
+Z
Bottom
0.5184
Min Temp %
0.6764
61.494
OK
X -X, +1.20D+1.60Lr+0.50W+1.60H
1.111
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50L+1.60S+1.60H
0,8250
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X. +1.20D+0.50L+1.60S+1.60H
0.8250
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X. +1.20D+1.60S+0.50W+1.60H
0.6313
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+1.60S+0.50W+1.60H
0.6313
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50Lr+0.50L+W+1.60H
0.5875
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
0.5875
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50L+0.50S+W+1.60H
0.4375
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50L+0.50S+W+1.60H
0.4375
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50L+0.70S+E+1.60H
0.70
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +1.20D+0.50L+0.70S+E+1.60H
0.70
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +0.900+W+0.90H
0.2313
+Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X, +0.90D+W+0.90H
0.2313
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
X -X. +0.90D+E+0.90H
0.4938
+Z
Bottom
0.5184
Min TemD %
0.6764
61,494
OK
X -X. +0.90D+E+0.90H
0.4938
-Z
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.40D+1.60H
0.9625
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1.40D+1.60H
0.9625
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
0.9750
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1.20D40.5OLr+1.60L+1.60H
0.9750
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+1.60L+0.50S+1.60H
0.8250
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+1.60L+0.50S+1.60H
0.8250
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1.20D+1.60Lr+0.50L+1.60H
1.305
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
1.305
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1,20D+1.60Lr+0.50W+1.60H
1.111
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1.20D+1.60Lr+0.50W+1.60H
1,111
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.8250
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.8250
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.6313
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.6313
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.5875
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.5875
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.4375
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.4375
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +1.20D+0.50L+0.70S+E+1.60H
0.70
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +1.20D+0.50L+0.70S+E+1.60H
0.70
+X
Bottom
0:5184
Min TemD %
0.6764
61.494
OK
Z -Z. +0.90D+W+0.90H
0.2313
-X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z. +0.90D+W+0.90H
0.2313
+X
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
Z -Z, +0.90D+E+0.90H
0.4938
-X
Bottom
0.5184
Min Temp %
0.6764
61.494
OK
Z -Z, +0.90D& 90H_
49 8
+
Bottom
0.5184
Min TemD %
0.6764
61.494
OK
F One Way Sli°eaYa` v -
Load Combination...
Vu @ -X Vu
@ +X Vu
@ -Z Vu
@ +Z
Vu:Max
Phi Vn Vu 1 Phi'Vn
Status
+1.40D+1.60H
0.00 DSi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 DSi
. 75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+1.60L+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60L+0.50S+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60Lr+0.50L+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi _
0.00
0.00
+1.20D+1.60Lr+0.50W+1.60H
0.00 DSi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 osi
0.00
0.00
+1.20D+0.50L+1.60S+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 DSi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60S+0.50W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+0.50L+W+1.60H
0.00 Dsi
0.00 DSi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.50S+W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.70S+E+1.60H
0.00 Dsi
0.00 Dsi
0.00 DSi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+0.90D+W+0.90H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+0.90D+E+0.90H
0.00 Dsi
0.00 DSI
0.00 DSI
0.00 DSI
0.00 DSI
75.00 DSI
0.00.
0.00
3/2/2017 e , F c/ .
SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD
Condition: Corner
Design Data
Description Sym Value Units
Concrete Strength
fc
2500
psi
Reinf. Strength
fy
40
ksi
Thickness of Cont. Ftg
tf
6
in
Width of Cont. Ftg
bf
12
in
.Slab Thickness
t
6
in
Depth of Slab Reinf.
d
3
in
Width of Slab Section
. b
6
in
Density of Concrete
-
150
pcf
Bending Reduction
(
0.9
-
Wind Load Factor
1.6
-
Slab Reinf. Bars
. -
#4
-
Slab Bar Spacing
s
24
in
Column Spacing
S,L
22.5
ft
Column Spacing
SR
20.0
ft
Area of Steel
A,
0.05
sqin
Reinforcing Ratio
p
1 0.00278
-
Allowable Tributary
Width (Wr)
Desc
Sym
Value
Units
Nominal Moment
OMo
438
lb -ft
Self Weight Moment
M,,,
4.6875 Wr2
lb -ft
Width of Slab Allowed
Wr
7.6
ft
Conservative Width
I W,
7.0
ft
Uplift Resistive Weight From Slab.
4.7 kips
.9 SLAB ARE77 T
A
. 5cL 9cR
EDGE CONDITION
i
I
i
I
I -
AREA 1
Hr-
5ct2 -�
CORNER CONDITION
LI.
i
Title Block Line 1 Project Title:
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using the'Settings' menu item Project Descr.
and then using the 'Printing &
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Description: F2
title Referenes .;K 4 E„b F j<.. ,, ,
Number of Bars =
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Reinforcing Bar Size =
# 5
Load Combinations Used: IBC 2012
Number of Bars =
f G°en�rai%Informatio,rt � ^ . 6' ' xI, t
Reinforcing Bar Size =
# 5
Material Properties
Soil Design Values -
1.50 ksf
fc : Concrete 28 day strength = 2.50 ksi
Allowable Soil Bearing _
No
fy : Rebar Yield = 60.0 ksi
Increase Bearing By Footing Weight -
Ec : Concrete Elastic Modulus = 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
200.0 pcf
Concrete Density = 145.0 pcf
Soil/Concrete Friction Coeft. =
0.30
cp Values Flexure = 0.90
Shear = 0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf. =
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf. = 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor = 1.50 :1
Min. Sliding Safety Factor = 1.50 :1
Increases based on footing plan dimensicm
Add Fig Wt for Soil Pressure Yes
Allowable pressure increase per foot of death
Use ftg wt for stability, moments & shears Yes
-
-
when max. length or width is greater than
ksf
Add Pedestal Wt for Soil Pressure No
-
ft
Use Pedestal wt for stability, mom & shear No
,..
Width parallel to X -X Axis = 3.750 ft
Length parallel to Z -Z Axis = 3.750 It
Footing Thickness = 30.0 in
Pedestal dimensions...
px : parallel to X -X Axis = in
pz : parallel to Z -Z Axis = in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
:!a- �rY'Sed+°*' r'_ „u^ x X, a •F `�'•ex�.s�M�• .*,�'r'';s'�'''°
;xRe.�forc.thaf°
Bars parallel to X -X Axis
Number of Bars =
8.0
Reinforcing Bar Size =
# 5
Bars parallel to Z -Z Axis
Number of Bars =
8.0
Reinforcing Bar Size =
# 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
P: Column Load
OB: Overburden
M-xx
M-zz
V -x
V -z
D �� Lr l L S W lr E H
1.60 4.60 -6.20 -1.0 k
ksf
k -ft
k
= k
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Project Title:
Engineer:
Project Descr.
Project ID: r(I
Description : F2
DESCGN UMMA'` a „
Min. Ratio Item
Applied
Capacity
- •
Govern Ing Load Combination
PASS
0.5356
Soil Bearing
0.8034 ksf
1.50 ksf
+D+Lr+H about Z -Z axis
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding- Z -Z
0.0 k
0.0 k
No Sliding
PASS
1.080
Uplift
-3.720 k
4.019 k
+0.60D+0.60W+0.60H
PASS
0.01487
Z Flexure (+X)
1,160 k -ft
78.037 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.01487
Z Flexure (-X)
1.160 k -ft
78.037 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.01487
X Flexure (+Z)
1.160 k -ft
78.037 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.01487
X Flexure (-Z)
1.160 k -ft
78.037 k -ft
+1,20D+1.60Lr+0.50L+1.60H
PASS
n/a
1 -way Shear (+X)
0.0 psi
75.0 psi
n/a
PASS
0.0
1 -way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS
n/a
1 -way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS
n/a
1 -way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS
n/a
2 -way Punching
2.037 psi
75.0 psi
+1.20D+1.60Lr+0.50L+1.60H
0.349
0.185
X -X. +0+0.750L+0.750S+0.450W+H
1.50
n/a
0.0
0.2779
0.2779
n/a
n/a
0.293
Soil Bearing
Rotation Axis &
Xecc
Zecc
. Actual
Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination Gross Allowable
(in)
Bottom, -z'
Top, +Z
Left -X Right +X
Ratio
X -X. +D+H
1.50
n/a
0.0
0.4763
0.4763
n/a
n/a
0.318
0.318
X -X. +D+L+H
X -X. +D+Lr+H
1.50
1.50
n/a
n/a
0.0
0.0
0.4763
0.8034
0.4763
0.8034
n/a
n/a
n/a
n/a
0.536
X -X. +D+S+H
1.50
nla
0.0
0.4763
0.4763
n/a
n/a
0.318
X -X. +D+0.750Lr+0.750L+H
1.50
n/a
0.0
0.7216
0.7216
n/a
n/a
0.481
X -X. +D+0.750L+0.750S+H
1.50
n/a
0.0
0.4763
0.4763
n/a
n/a
0.318
U. +0+0.60W+H
1.50
n/a
0.0
0.2117
0.2117
n/a
n/a
0.141
X -X, +D+0.70E+H
1.50
n/a
0.0
0.4265
0.4265
n/a
n/a
0.284
X -X. +D+0.750Lr+0.75OL40.450W+H
1.50
n/a
0.0
0.5232
0.5232
n/a
n/a
0.349
0.185
X -X. +0+0.750L+0.750S+0.450W+H
1.50
n/a
0.0
0.2779
0.2779
n/a
n/a
0.293
X -X, +D+0.750L+0.750S+0.5250E+H
1.50
n/a
0.0
0.4389
0.4389
n/a
n/a
0.014
X -X. +0.60D+0.60W+0.60H
1.50
n/a
0.0
0.02123
0.02123
n/a
n/a
X -X. +0.60D+0.70E+0.60H
1.50
n/a
0.0
0.2360
0.2360
n/a
n/a
0.157
Z -Z. +D+H
1.50
0.0
n/a
n/a
n/a
0.4763
0.4763
0.318
Z -Z. +D+L+H
1.50
0.0
n/a
n/a
n/a
0.4763
0.4763
0.318
Z -Z. +D+Lr+H
1.50
0.0
n/a
n/a
n/a
0.8034
0.8034
0.536
Z -Z. +D+S+H
1.50
0.0
n/a
n/a
n/a
0.4763
0.4763
0.318
Z -Z. +D+0.750Lr+0.750L+H
1.50
0.0
n/a
n/a
n/a
0.7216
0.7216
0.481
Z -Z. +D+0.750L+0.750S+H
1.50
0.0
n/a
n/a
n/a
0.4763
0.4763
0.318
Z -Z. +D+0.60W+H
1.50
0.0
n/a
n/a
n/a
0.2117
0.2117
0.141
Z -Z. +D+0.70E+H
1.50"
0.0
n/a
n/a
n/a
0.4265
0.4265
0.284
Z -Z. +D+0.750Lr+0.750L+0.450W+H
1.50
0.0
n/a
n/a
n/a
0.5232
0.5232
0.349
Z -Z. +D+0.750L+0.750S+0.450W+H
1.50
0.0
n/a
n/a'
n/a
0.2779
0.2779
0.185
Z -Z. +D+0.750L+0.750S+0.5250E+H
1.50
0.0
n/a
n/a
n/a
0.4389
0.4389
0.293
Z -Z. +0.60D+0.60W+0.60H
1.50
0.0
n/a
n/a
n/a
0.02123
0.02123
0.014
Z -Z. +0.60D+0.70E+0.60H
1.50
0.0
n/a
n/a
n/a
0.2360
0.2360
0.157
Rotation Axis &
Load Combination
Overturning
Moment
Resisting Moment
Stability
Ratio
Status
Footing Has NO Overturning
w�,�ng�Statiility, `�� �
All units k
Force Application Axis
Load Combination...
Sliding
Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
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Project Title:
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Project Descr:
Project ID: F-7
Description : F2
i
Mu Side
Tension
As Req'd
Gvm. As
Actual As
Phi Mn
Status
Flexure Axis & Load Combination
k -ft
Surface
in12
in A2
in A2
k -ft
X -X. +1.40D+1.60H
0.280
-Z
Bottom
0.648
Min TemD %
%
0.6613
0.6613
78.037
78.037
OK
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
0.5275
+Z
Bottom
0.648
0.648
Min TemD
Min TemD %
0.6613
78.037
OK
X -X, +1.20D+0.50Lr+1.60L+1.60H
X +1.20D+1.60L+0.50S+1.60H
0.5275
0.240
-Z
+Z
Bottom
Bottom
0.648
Min TemD %
0.6613
78.037
OK
-X.
X -X, +1.20D+1.60L+0.50S+1.60H
0.240
-Z
Bottom
0.648
Min TemD %
0.6613
0.6613
78.037
78.037
OK
OK
X X, +1.20D+1.60Lr+0.50L+1.60H
1.160
+Z
Bottom
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.6613
78.037
OK
X -X, +1.20D+1.60Lr+0.50L+1.60H
X -X. +1.20D+1.60Lr+0.50W+1.60H
1.160
0.7725
-Z
+Z
Bottom
0.648
Min TemD %
0.6613
78.037
OK
OK
X -X. +1.20D+1.60Lr+0.50W+1.60H
0.7725
-Z
Bottom
0.648
Min TemD %
%
0.6613
0.6613
78.037
78.037
OK
X -X, +1.20D+0.50L+1.60S+1.60H
0.240
0.240
+Z
Bottom
Bottom
0.648
0.648
Min TemD
Min TemD %
0.6613
78.037
OK
X -X. +1.20D+0.50L+1.60S+1.60H
X +1.20D+1.60S+0.50W+1.60H
0.1475
-Z
+Z
TOD
0.648
Min TemD %
0.6613
78.037
OK
-X.
X -X, +1.20D+1.60S+0.50W+1.60H
0.1475
-Z
Too
0.648
0.648
Min TemD %
Min TemD %
0.6613
0.6613
78.037
78.037
OK
OK
X -X, +1.20D+0.50Lr+0.50L+W+1.60H
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
0.2475
0.2475
+Z
-Z
Too
TOD
0.648
Min TemD %
0.6613
78.037
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.5350
+Z
TOD
0.648
Min TemD %
0.6613
0.6613
78.037
78.037
OK
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
X -X, +1.20D+0.50L+0.70S+E+1.60H
0.5350
0.1150
-Z
+Z
TOD
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.6613
78.037
OK
X -X, +1.20D+0.50L+0.70S+E+1.60H
0.1150
-Z
Bottom
0.648
Min TemD %
0.6613
0.6613
78.037
78.037
OK
OK
X -X. +0.90D+W+0.90H
0.5950
0.5950
+Z
TOD
TOD
0.648
0.648
Min TemD %
Min TemD %
0.6613
78.037
OK
X -X, +0.90D+W+0.90H
X -X. +0.90D+E+0.90H
0.0550
-Z
+Z
Bottom
0.648
Min TemD %
0.6613
78.037
OK
X -X. +0.90D+E+0.90H
0.0550
-Z
Bottom
0.648
Min TemD %
%
0.6613
0.6613
78.037
78.037
OK
OK
Z -Z. +1.40D+1.60H
Z -Z. +1.40D+1.60H
0.280
0.280
-X
+X
Bottom
Bottom
0.648
0.648
Min TemD
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+0.50Lr+1.60L+1.60H
0.5275
-X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
0.5275
+X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z, +1.20D+1.60L+0.50S+1.60H
0.240
-X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+1.60L+0.50S+1.60H
0.240
+X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z, +1.20D+1.60Lr+0.50L+1.60H
1.160
-X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
1.160
+X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
0.7725
-X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
0.7725
+X
Bottom
0.648
Min TemD %
0.6613
0.6613
78.037
78.037
OK
Z -Z, +1.20D+0.50L+1.60S+1.60H
0.240
-X
Bottom
0.648
Min TemD %
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.240
+X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.1475
-X
Too
0.648
Min TemD %
0.6613
78.037
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.1475
+X
Too
0.648
Min TemD %
0.6613
78.037
OK
OK
Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H
0.2475
-X
Too
0.648
Min TemD %
0.6613
78.037
OK
Z -Z, +1.20D40.5OLr+0.50L+W+1.60H
0.2475
+X
TOD
0.648
Min TemD %
0.6613
78.037
Z -Z, +1.20D+0.50L+0.50S+W+1.60H
0.5350
-X
Too
0.648
Min TemD %
0.6613
78.037
OK
Z -Z, +1.20D+0.50L+0.50S+W+1.60H
0.5350
+X
TOD
0.648
Min TemD %
0.6613
78.037
OK
Z -Z, +1.20D+0.50L+0.70S+E+1.60H
0.1150
-X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +1.20D+0.50L+0.70S+E+1.60H
0.1150
+X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +0.90D+W+0.90H
0.5950
-X
TOD
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +0.90D+W+0.90H
0.5950
+X
Too
0.648
Min TemD %
0.6613
78.037
OK
Z -Z. +0.90D+E+0.90H
0.0550
-X
Bottom
0.648
Min TemD %
0.6613
78.037
OK
Z-g,90H .^�0. 0
v� *X
Bottom
0.648
Min TemD %
0,6613
78.037
OK
ILI Shea„r
4
MAN
Load Combination
Vu @ •X
Vu @ +X Vu
@ -Z Vu Cal
+Z Vu:Max Phi Vn Vu 1 Phi'Vn _
Status
+1.40D+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 DSi
0.00
0.00
+1.20D+0.50Lr+1.60L+1.60H
0.00 Dsi
0.00 psi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60L+0.50S+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 DSi
0.00
0.00
+1.20D+1.60Lr+0.50L+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60Lr+0.50W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+1.60S+1.60H
0.00 Dsi
0.00 DSi
0.00 Dsi
0.00 DSi
0.00 Dsi
75.00 osi
0.00
0.00
+1.20D+1.60S+0.50W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+0.50L+W+1.60H
0.00 Dsi
0.00 DSi
0.00 osi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.50S+W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 osi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.70S+E+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+0.90D+W+0.90H
0.00 DSI
0.00 DSI
0.00 DSi
0.00 DSi
0.00 DSI
75.00 DSI
0.00
0.00
+0.90D+E+0.90H
0.00 DSI
0.00 DSI
0.00 DSI
0.00 DSI
0.00 DSI
75.00 DSI
0.00
0.00
3/2/2017 F f
SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD
Condition: Edge
Design Data
Description Sym Value
Units
Concrete Strength
f,
2500
psi
Reinf. Strength
fy'
40
ksi
Thickness of Cont. Ftg
tf
12
in
Width of Cont. Ftg
bf
6
in
Slab Thickness
t
6
in
Depth of Slab Reinf.
d
3
in
Width of Slab Section
b
6
in
Density of Concrete
-
150
pcf
Bending Reduction
(D
0.9
-
Wind Load Factor
-
1.6
-
Slab Reinf. Bars
-
44
-
Slab Bar Spacing
s
24
in
Column Spacing
SQL
. 22.0
ft
Column Spacing
SSR
22.0
ft
Area of Steel
As
0.05
sqin
Reinforcing Ratio
p
1 0.00278
-
Allowable Tributary Width (Wr)
Desc
S
Value
Units
Nominal Moment
(DM„
438
lb -ft
Self Weight Moment
MW
4.6875 Wr'
lb -ft
Width of Slab Allowed
W,
7.6
ft
iWidth
Conservatve
Wr
7.0
ft
Uplift Resistive Weight From Slab
8.4 kips
I SLAB A ^4 y
�..� Wr �- Vdr
5r -L 3CR 1
EDGE CONDITION
CORNER CONDITION
a
�I
Title Block Line 1 Project Title:
Project ID:
Engineer:
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using the 'Settings' menu item Project Descr:
and then using the "Printing &
Titla Rlnck• salxtinn.
Description : F3
I -P L mak.
fbek
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2012
Material Properties
Soil Design Values
1.50 ksf
fc : Concrete 28 day strength = 2.50 ksi
Allowable Soil Bearing
No
fy : Rebar Yield = 60.0 ksi
Increase Bearing By Footing Weight _
Ec : Concrete Elastic Modulus = 3,122.0 ksi
Soil Passive Resistance (for Sliding) -
200.0 pcf
Concrete Density = 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure = 0.90
Shear = 0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf. =
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf. = 0.00180
when footing base is below =
ft
Min. Overtuming Safety Factor = 1.50 :1
Min. Sliding Safety Factor = 1.50 :1
increases based on footing plan dimensio i
Add Fig Wt for Soil Pressure Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears Yes
-
-
when max. length or width is greater than
ksf
Add Pedestal Wt for Soil Pressure No
-
ft
Use Pedestal wt for stability, mom & shear No
tam sio�15;Y�`M5'
Width parallel to X -X Axis = 4.0 ft
Length parallel to Z -Z Axis = 4.0 ft
Footing Thickness = 30.0 in
Pedestal dimensions...
px : parallel to X -X Axis = in
pz : parallel to Z -Z Axis = in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
f e� forcrng ` �Ngy. R
Bars parallel to X -X Axis
Number of Bars = 10.0
Reinforcing Bar Size = # 5
Bars parallel to Z -Z Axis
Number of Bars 10.0
Reinforcing Bar Size = # 5 :.� .:;..:: >,;:: ::t; �•, :::; ;:.:•..:� ::.
ri?y,,li`�jll:}:'• �';n�jMi,?�?��+hi«-'r«•F��.: ,. • •r`«�. �}:::::t.:
Bandwidth Distribution Check (ACI 15.4.4.2)
.:PS•WJ' :. ri••Y1 :.;�?. .S ;•'YS: .. .Bt�S. i;:.:.5!i:?��?
Direction Requiring Closer Separation n/a11 '�•'' ' '
# Bars required within zone n/a e
# Bars required on each side of zone n/a
D Lr L S W E H
P: Column Load = 11.50 5.40 -11.60 -2.0 k
OB: Overburden = - _ _ _ — ksf__
M-xX = k -ft
M-zz = —. ---------k-ft .—..
V -X, = k
V -z = k
Title Block Line 1 Project Title:
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Description: F3
A4 TDesign
�,�DES`1GNESU�V1MAt� �' ,x ��
Xecc
Zecc
(in)
•
Actual I Allow
Ratio
Min. Ratio
item
Applied
Capacity
Governing Load Combination
PASS
0.9460
Soil Bearing
1.419 ksf
1.50 ksf
+D+Lr+H about Z -Z axis
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS
1.491
Uplift
-6.960 k
10.380 k
+0.60D+0.60W+0.60H
PASS
0.03083
Z Flexure (+X)
2.805 k -ft
90.983 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.03083
Z Flexure (-X)
2.805 k -ft
90.983 k -ft
+1.20D+1.60Lr+0.50L+1.60H -
PASS
0,03083
X Flexure (+Z)
2.805 k -ft
90.983 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.03083
X Flexure (-Z)
2.805 k -ft
90.983 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
n/a
1 -way Shear (+X)
0.0 psi
75.0 psi -
n/a
PASS
0.0
1 -way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS
n/a
1 -way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS
n/a
1 -way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS
n/a
2 -way Punching
5.224 psi
75.0 psi
+1.20D+1.60Lr+0.50L+1.60H
n/a
1.081
1.081
0.721
Soil Bearing
Rotation Axis &
Load Combination Gross Allowable
Xecc
Zecc
(in)
Actual Soil Bearing Stress @ Location
Bottom -Z Top +Z EA, -X Right, +X
Actual I Allow
Ratio
X -X, +D+H
1.50
n/a
0.0
1.081
1.081
n/a
n/a
0.721
0.721
X -X, +D+L+H
X -X, +D+Lr+H
1.50
1.50
n/a
n/a
0.0
0.0
1.081
1.419
1.081
1.419
n/a
n/a
n/a
n/a
0.946
X -X, +D+S+H
1:50
n/a
0.0
1.081
1.081
n/a
n/a
0.721
X -X. +D+0.750Lr+0.750L+H
1.50
n/a
0.0
1.334
1.334
n/a
n/a
0.889
0.721
X -X. +0+0.750L+0.750S+H
1.50
1.50
n/a
n/a
0.0
0.0
1.081
0.6463
1.081
0.6463
n/a
n/a
n/a
n/a
0.431
X -X. +04.60W+H
X -X. +D+0.70E+H
1.50
n/a
0.0
0.9938
0.9938
n/a
n/a
0.663
X -X. +D+0.750Lr+0.750L+0.450W+H
1.50
n/a
0.0
1.008
1.008
n/a
n/a
0.672
0.503
X -X. +0+0.750L+0.750S+0.450W+H
1.50
n/a
0.0
0.7550
0.7550
n/a
n/a
0.677
X -X. +D+0.750L+0.750S+0.5250E+H
1.50
n/a
0.0
1.016
1.016
n/a
n/a
0.143
X -X. +0.60D+0.60W+0.60H
X -X, +0.60D+0.70E+0.60H
1.50
1.50
n/a
n/a
0.0
0.0
0.2138
0.5613
0.2138
0.5613
n/a
n/a
n/a
n/a
0.374
Z -Z, +D+H
1.50
0.0
n/a
n/a
n/a
1.081
1.081
0.721
Z -Z, +D+L+H
1.50
0.0
n/a
n/a
n/a
1.081
1.081
0.721
Z -Z, +D+Lr+H
1.50
0.0
n/a
n/a
n/a
1.419
1.419
0.946
Z -Z. +D+S+H
1.50
0.0
n/a
n/a
n/a .
1.081
1.081
0.721
Z -Z, +D+0.750Lr+0.750L+H
1.50
0.0
n/a
n/a
n/a
1.334
1.334
0.889
Z -Z. +D+0.750L+0.750S+H
1.50
0.0
n/a
n/a
n/a
1.081
1.081
0.721
Z -Z. +D+0.60W+H
1.50
0.0
n/a
n/a
n/a
0.6463
0.6463
0.431
Z -Z. +D+0.70E+H
1.50
0.0
n/a
n/a
n/a
0.9938
0.9938
0.663
Z -Z. +0+0.750Lr+0.750L+0.450W+H
1.50
0.0
n/a
n/a
n/a
1.008
1.008
0.672
Z -Z. +D+0.750L+0.750S+0.450W+H
1.50
0.0
n/a
n/a
n/a
0.7550
0.7550
0.503
Z -Z. +D+0.750L+0.750S+0.5250E+H
1.50
0.0
n/a
n/a
n/a
1.016
1.016
0.677
Z -Z, +0.60D+0.60W+0.60H
1.50
0.0
n/a
n/a
n/a
0.2138
0.2138
0.143
Z -Z. +O.60D+0.70E+0.60H
1.50
0.0
n/a
n/a
n/a
0.5613
0.5613
0.374
��"Ove rnfng� bility' -
Rotation Axis &
Load Combination Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
All units k
MSlfdin°7Staliil
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
. Title Block Line 1
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Project Title:
Engineer:
Project Descr:
Project ID: F //
Description: F3
Mu Side Tension As Req'd Gvrn. As Actual As PhPMn Status
Flexure Axis & Load Combination L N s...kra inA2 inA2 inA2 k -ft
X -X. +1.40D+1.60H
2.013
-Z
Bottom
0.648
Min TemD %
%
0.7750
0.7750
90.983
90.983
OK
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
2.063
+Z
Bottom
0.648
0.648
Min TemD
Min TemD %
0.7750
90.983
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
X +1.20D+1.60L+0.50S+1.60H
2.063
1.725
-Z
+Z
Bottom
Bottom
0.648
Min TemD %
0.7750
90.983
OK
-X.
X -X. +1.20D+1.60L+0.50S+1.60H
1.725
-Z
Bottom
0.648
Min TemD %
0.7750
90.983
90.983
OK
OK
X -X. +1.20D+1.60Lr+0.50L+1.60H
2.805
+Z
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
0.7750
90.983
OK
X -X. +1.20D+1.60Lr+0.50L+1.60H
X -X. +1.20D+1.60Lr+0.50W+1.60H
2.805
2.080
-Z
+Z
Bottom
Bottom
0.648
Min TemD %
0.7750
90.983
OK
X -X. +1.20D+1.60Lr+0.50W+1.60H
2.080
-Z
Bottom
0.648
Min TemD %
0.7750
0.7750
90.983
90.983
OK
OK
X -X. +1.20D+0.50L+1.60S+1.60H
X -X. +1.20D+0.50L+1.60S+1.60H
1.725
1.725
+Z
-Z
Bottom
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
90.983
OK
X -X. +1.20D+1.60S+0.50W+1.60H
1.0
+Z
Bottom
0.648
Min TemD %
0.7750
90.983
90.983
OK
OK
X -X. +1.20D+1.60S+0.50W+1.60H
1.0
-Z
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
0.7750
90.983
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
0.6125
0.6125
+Z
-Z
Bottom
Bottom
0.648
Min TemD %
0.7750
90.983
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.2750
+Z
Bottom
0.648
Min TemD %
0.7750
90.983
90.983
OK
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.2750
-Z
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
0.7750
90.983
OK
X -X. +1.20D+0.50L+0.70S+E+1.60H
X -X. +1.20D+0.50L+0.70S+E+1.60H
1.475
1.475
+Z
-Z
Bottom
Bottom
0.648
Min TemD %
0.7750
90.983
OK
X -X. +0.90D+W+0.90H
0.1563
+Z
TOD
0.648
Min TemD %
0.7750
90.983
90.983
OK
OK
X -X. +0.90D+W+0.90H
0.1563
1.044
-Z
+Z
TOD
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
0.7750
90.983
OK
X -X. +0.90D+E+0.90H
X -X. +0.90D+E+0.90H
1.044
-Z
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.40D+1.60H
2.013
-X
Bottom
0.648
Min TemD %
0.7750
90.983
90.983
OK
OK
Z -Z. +1.40D+1.60H
Z -Z. +1.20D+0.50Lr+1.60L+1.60H
2.013
2.063
+X
-X
Bottom
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
0.7750
90.983
OK
Z -Z. +1.20D+0.50Lr+1.60L+1.60H
2.063
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+1.60L+0.50S+1.60H
1.725
-X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+1.60L+0.50S+1.60H
1.725
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
2.805
-X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
2.805
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
2.080
-X
Bottom
0.648
0.648
Min TemD %
Min TemD %
0.7750
0.7750
90.983
90.983
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
Z -Z. +1.20D+0.50L+1.60S+1.60H
2.080
1.725
+X
-X
Bottom
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
1.725
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
1.0
-X
Bottom
0.648
Min TemD %
0.7750
90.983
Z -Z. +1.20D+1.60S+0.50W+1.60H
1.0
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.6125
-X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.6125
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.2750
-X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.2750
+X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50L+0.70S+E+1.60H
1.475
-X
Bottom
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +1.20D+0.50L+0.70S+E+1.60H
1.475
+X
Bottom
0.648
Min Temp %
0.7750
90.983
OK
Z -Z. +0.90D+W+0.90H
0.1563
-X
Too
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +0.90D+W+0.90H
0.1563
+X
TOD
0.648
Min TemD %
0.7750
90.983
OK
Z -Z. +0.90D+E+0.90H
1.044
-X
Bottom
0.648
Min Temp %
0.7750
90.983
OK
Z -Z 9, OD+E+O OH
1044 + Bottom
0.648
Min TemD %
0.7750
90.983
OK
;One ay5�tear
Load Combination Vu
@ -X
Vu @ +X Vu
@ -Z Vu
@ +Z Vu:Max Phi Vn Vu I Phi'Vn
Status
+1.40D+1.60H
0.00 Dsi
0.00 Dsi
0.00 osi
0.00 DSi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+1.60L+1.60H
0.00 Dsi
0.00 Dsi
0.00 DSi'
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60L+0.50S+1.60H
0.00 osi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60Lr+0.50L+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60Lr+0.50W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+1.60S+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi .
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+1.60S+0.50W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 DSi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+0.50L+W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 osi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.50S+W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.70S+E+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
75.00 Dsi
0.00
0.00
+0.90D+W+0.90H
0.00 DSI
0.00 DSI
0.00 DSI
0.00 DSI
0.00 DSI
75.00 DSi
0.00
0.00
+0.90D+E+0.90H
0.00 DSi
0.00 DSI
0.00 DSI
0.00 DSi
0.00 DSI
75.00 DSI
0.00
0.00
3/2/2017 F ��
SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD
Condition: Edge
Design Data
Description Syrn Value
Units
Concrete Strength
f c
2500
psi
Reinf. Strength
fy
40
ksi
Thickness of Cont. Ftg
tf
6
in
Width of Cont. Ftg
bf
1.2
in
Slab Thickness
t
6
in
Depth of Slab Reinf.
d
3
in
Width of Slab Section
b
6
in
Density of Concrete
-
150
pcf
Bending Reduction
0
0.9
-
Wind Load Factor
-
1.6
-
Slab Reinf. Bars
-
#4
-
Slab Bar Spacing
s
24
in
Column Spacing
ScL'
20.0
ft
Column Spacing
S,,R
20.0
ft
Area of Steel
AS
0.05
sqin
Reinforcing Ratio
p
1 0.00278
-
;� i.r� i1 v� • ���itif
Allowable
Tributary Width (W,)
Desc
Sym
Value
Units
Nominal Moment
OK
438
lb -ft
Self Weight Moment
M,„
4.6875 W,2
lb -ft
Width of Slab Allowed
W,
7.6
ft
Conservative Width
I W,
1 7.0
ft
Uplift Resistive Weight From Slab
8.4 kips
CORNER CONDITION
n.
5ECTION bf
_CHO
Veering
' ' • ' Anchor DesignerT""
. Software
Version 2.5.6163.7
1.Prolect information
Customer company:
Customer contact name
Customer e-mail:
Comment:
2 Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:"
Anchor type: Cast -in-place
Material: AB
Diameter (inch): 0.750
Effective Embedment depth, her (inch): 7.000
Anchor category: -
Anchor ductility: Yes
hrnin (inch): 9.25
C.i� (inch): 1.63
Smw, (inch): 3.00
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: U = 1.2D + 1.6(Lr or S or R) + 0.5W
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<Figure 1>
"I
Company:
Rancho Engineering Date:12/20/2016
Engineer:
Jarrod Holliday Page: 1/4
Project:
Address:
5550 Skyway Ste. C
Phone:
(530) 877-3700
E-mail:
ranchoengineering@hotmail.com
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 30.00
State: Cracked
Compressive strength, fc (psi): 2500
4)c.v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Do not evaluate concrete breakout in tension: No
Do not evaluate concrete breakout in shear: No
Ignore Edo requirement: Yes
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 6.00 x 9.00 x 0.38
OMWIb
r
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com
• Anchor DesignerT""
Software
Version 2.5.6163.7
.<Figure 2>
A 1Z
Company:
Rancho Engineering Date: 12!20/2016
Engineer:
Jarrod Holliday Page: 2/4
Project:
Address:
5550 Skyway. Ste. C
Phone:
(530) 877-3700
E-mail:
ranchoengineering@hotmail.com
Recommended Anchoi
Anchor Name: PAB Pre -Assembled Anchor Bolt - PAS6 (3/4"0)
Input data and results must be checked for agreement with the existing circumstances, the standara s and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.5a0.9000 Fax: 925.847.3871 www.strongtie.com
• ' Anchor DesignerT"'
Software
Version 2.5.6163.7
AJ�3
Company:
Rancho Engineering Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 3/4
Project:
Anchor
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
3 Resulting Anchor
Forces
Tension load,
Shear load x,
Shear load y,
Shear load combined,
Anchor
N.. (lb)
V.. (lb)
V..y (lb)
q(V_)4(Vaay)' (lb)
1
812.5
450.0
0.0
450.0
2
812.5
450.0
0.0
450.0
3
812.5
450.0
0.0
450.0
4
812.5
450.0
0.0
450.0
Sum
3250.0
1800.0
0.0
1800.0
<Figure a>
Maximum concrete compression strain (960). 0.00
Maximum concrete compression.stress (psi): 0
Resultant tension force (lb): 3250
Resultant compression force (ib): 0
Eccentricity of resultant tension forces in x-axis, e'm (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
4 Steel Strength of Anchor in Tension (Sec. 17.4.11
N.. (lb) 0 4Nsa (lb)
19370 0.75 14528
01 02
Y
04 XT 03
S. Concrete Breakout Strength of Anchor in Tension ISec 17 4 21
Nb = kcA.*,V-s (Eq. 17.4.2.2a)
kc As f'c (psi) her (in) Nb (lb)
24.0 1.00 2500 7.000 22224
ONcbg =�(AN,/AN=)Y'Oc,NY'Od,NY'c,NY'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b)
ANc (In Z) ANw (int) , ca,min (In) Y'ec.N I ed.N Yc.N_ �I cp,N Nb (lb) 0 ONOb¢ (lb)
715.31 441.00 1.000 1.000 1.00 1.000 22224 0.70 25234
6 Pullout Strenoth of Anchor in Tension (Sec. 17.4.31
ONm = OP.Np = OY1c.v8At,,9G (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
Yc,p Ab v (int) N (psi) 0 (lb)
1.0 3.53 2500 0.70 49476
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
• Anchor DesignerT""
Strwig-Ti. Software
Version 2.5.6163.7
8 Steel Strength of Anchor in Shear (Sec. 17.5.11
V. (lb) 09--t 1 0 Og—toVice (lb)
11625 1.0 0.65 7556
49
Company:
Rancho Engineering Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 4/4
Project:
Status
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
10 Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.31
OV,,g = okpNcee = Okcv(ANc/AN-) �Uec•NPed.NPc,N'Yoa,NNn (Sec. 17.3.1 & Eq. 17.5.3.1b)
kcy ANc (int) AN. (Inz) IFeo,N Yed,N 'K.N VIpN Ns (Ib) 0 �Vopp (Ib)
2.0 715.31 441.00. 1.000 1.000 1.000 1.000 22224 0.70 50468
11. Results
Interaction of Tensile and Shear Forces ISec 17.61
Tension Factored Load, Nue (lb) Design Strength, eNn (lb)
Ratio
Status
Steel 813 14528
0.06
Pass
Concrete breakout 3250 25234
0.13
Pass (Governs)
Pullout 813 49476
0.02
Pass
Shear Factored Load, Via (lb) Design Strength, eVn (lb)
Ratio
Status
Steel 450 7556
0.06
Pass (Governs)
Pryout 1800 50468
0.04
Pass
Interaction check N.I^ V„./OV„ Combined Ratio
Permissible
Status.
Sec. 17.6.1 0.13 0.00 12.9%
1.0
Pass
PAB6 (3/4"0) with hef = 7.000 Inch meets the selected design criteria.
12. Warnings
- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1
and 17.7.2 for torqued casFin-place anchor iawaived per
designer option.
- Designer must exercise own judgement to determine if this design is suitable.
r
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines mud be checked for plausibility..
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.84'.3871 www.strongtie.com
• Anchor DesignerT""
Software
- Version 2.5.6163.7
1.Proiect Informatto
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in-place
Material: AB
Diameter (inch): 0.750
Effective Embedment depth, he (inch): 7.000
Anchor category'. -
Anchor ductility: Yes
hmm (inch): 9.25 r'
Cmm (inch): 1.63
Smin (inch): 3.00
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: U = 1.2D + 1.6(Lr or S or R) + 0.5W
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind—Al—^'�^ ^^�1�' ^l^
<Figure 1>
13
AN -5 -
Company:
Ns"
Company:
Rancho Engineering Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 1/4
Project:
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
J ranchoengineering@hotmail.com
Project description: F00 T /;'I �Z
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 30.00
State: Cracked
Compressive strength, & (psi): 2500
4)..v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Do not evaluate concrete breakout in tension: No
Do not evaluate concrete breakout in shear: No
Ignore 6do requirement: Yes
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 6.00 x 9.0•) x 0.38
4
iMMlb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.547.3871 www.strongbe.com
• Anchor Designer TM
Software
Version 2.5.6163.7
<Figure 2>
Company:
Rancho Engineerir•g Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 2/4
Project:
Address:
5550 Skyway ;-,e. C
Phone:
(530) 877-370C-.
E-mail:
ranchoengineErng@hotmail.com.
Recommended Anchor
Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (314"0)
t
Input data and results must be checked for agreement with the existing circumstances, the standard',- and guidelines nust be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 90.56D.9000 Fax: 925.847.3871 www.strongtie.com
• Anchor DesignerT""
Software
Version 2.5.6163.7
AUS
Company:
Rancho Engineering Date: 12/20/2016
Engineer.
Jarrod Holliday Page: 1314
Project:
Shea load combined,
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
3 Resulting Anchor Forces
Anchor• Tension load, Shear load x,
Shear load y,
Shea load combined,
Nua (lb) Vue: (lb)
Vaay (lb)
4(vUM)2+(Vuay)2 (lb)
1 1545.0 -487.5
0.0
4875
2 1545.0 -487.5
0.0
4875
3 1545.0 -487.5
0.0
4875
4 11545.0 -487.5'
0.0
4875
Sum 6180.0 -1950.0
.0.0
1950.0
Maximum concrete compression strain (%o): 0.00
<Figure 3>
Maximum concrete compression stress (psi): 0
Resultant tension force (ib): 6180
Resultant compression force (lb): 0
01
02
Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Y
Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
04
03
XT
4. Steel Strength of Anchor in Tension (Sec. 17.4.11
Nva (lb) 0 ON. (ib)
19370 0.75 14528
5 Concrete Breakout Strength of Anchor in Tension /Sec 17 4 21
Nn = k.A.*oherts (Eq. 17.4.2.2a)
kc da f'c (psi) hat (in) Nb (lb)
24.0 1.00 2500 7.000 22224
ONcbg =0 (ANcIANw) y'ec,N WedN y'c,NWCP.NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b)
ANc (in') AN. (Ing) Ca.min (In) Wec.N W d.N y'e,N
y'cp,N
Nb (lb) 0 ONcbg (lb)
715.31 441.00 - 1.000 1.000 1.00
1.000
22224 0.70 25234
6 Pullout Strength of Anchor in Tension (Sec 17 4 31
ONpa = Oy'c,PNp = Oy1c,P8Abgfo (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
Y14P Ab g (int) is (psi) 0 ONpn (lb)
1.0 3.53 2500 0.70 49476
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.8 97.3871 www.strongte.com.
• Anchor DesignerT"'
Software
Version 2.5.6163.7
S_ steel Strength of Anchor In Shear (Sec. 17.5.1)
V.. (lb) 09rou4 0 Og outOVea (lb)
11625 1.0 0.65 7556
AR 9
Company:
Rancho Engineering Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 4/4
Project:
Interaction of Tensile
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
10 Concrete Prvout Strength of Anchor In Shear (Sec. 17.5.3)
O Vcpg = OkcpNcbg = Okcp(AN.I ANw) Y',c,N PGG N TC.N Pcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b)
kcp ANc (In2) AN- (In2) %C'N Y%d,N Yc,N Y"cp,N Nb (lb) 0 ¢Vcpg (lb)
2.0- -715.31, 441.00 1.000 1.000 1.000 1.000 22224 0.70 50468
11, Results
Interaction of Tensile
and Shear Forces (Sec 17.6)
Tension
Factored Load, Nue (lb)
Design Strength, eNn (lb)
Ratio
Status
Steel
1545
14528
0.11
Pass
Concrete breakout
6180
25234
0.24
Pass (Governs)
Pullout
1545
49476
0.03
Pass
Shear
Factored Load, Vu. (lb)
Design Strength, OW (lb)
Ratio
Status
Steel
488
7556
0.06
Pass (Governs)
Pryout
1950
50468
0.04
Pass
Interaction check
Nu.I^ Vue/ovc
Combined Ratio
Permissible
Status
Sec. 17.6.1
0.24 0.00
24.5%
1.0
Pass
PA86 (3/4"0) with hef = 7.000 inch meets the selected design criteria.
12. Warnings
- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in-place anchor is waived per
designer option.
- Designer must exercise own judgement to determine if this design is suitable,
4 v
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.947.3871 www.strongtie.com
• Anchor DesignerT°"
Software
- Version 2.5.6163.7
1.Proiect information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor P2
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in-place
Material: AB
Diameter (inch): 0.750
Effective Embedment depth, hat (inch): 7.000
Anchor category: -
Anchor ductility: Yes `
h,m. (inch): 9.25
C,w (inch): 1.63
S,nin (inch): 3.00
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: U = 1.213 + 1.6(Lr or S or R) + 0.5W
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<Figure 1>
Company:
Rancho Engineering IDate: JIL2012016
Engineer:
Jarrod Holliday Page: 1/4
Project:
Address:
5550 Skyway Ste. C
Phone:
(530) 877-3700
E-mail:
ranchoengineering@hotmail.com
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 30.00
State: Cracked
Compressive strength, Pe (psi): 2500
Wc,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Do not evaluate concrete breakout in tension No
Do not evaluate concrete breakout in shear: Wo
Ignore 6do requirement: Yes
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 6.00 x 1300 x 0.38
kONDilb
L
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines roust be checked for plausibility.
Simpson Strong -Tie Company Inc. 5966 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925347.3871 www.strongtie.com
• Anchor Designer TM
Software
Version 2.5.6163.7
<Figure 2>
A-?, a
Company:
Rancho Engineering Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 2/4
Project:
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
Recommended Anchor
Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4"0)
Input data and results must be'checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility
Simpson Strong -Tie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
0
A Rd
• Anchor Designer""'
r
Software
Version 2.5.6163.7 -
Company:
Rancho Engineering I Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 3/4
Project:
Anchor
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
3 Resulting Anchor
Forces
Nb = kcA.*.her'-S (Eq. 17.4.2.2a)
kc Aa f c (psi) Ni (in)
Anchor
Tension load,
Shear load x,
Shear load y,
Shear load combined,
ShqUex)e+(Naar)=
Aft (int) AN. (In2) ce,min (In) 'Pe C,N
Nue (lb)
VU" (lb)
Vuay (lb)
J(V (Ib)
1
1092.3
260.0
260.0
367.7
2
2733.7
780.0
260.0
822.2
3
2733.7
780.0
-260.0
822.2
4
1092.3
260.0
-260:0:
367.7
Sum 7652.0 2080.0
Maximum concrete compression strain (e/bb): 0.06
Maximum concrete compression stress (psi): 242
Resultant tension force (lb): 7652
Resultant compression force (lb): 1092
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.64
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
a Steel Strength of Anchor in Tension (Sec 17 4 1)
Nae (Ib) 0 ON.. (lb)
19370 0.75 14528
0.0 2379.8
<Figure 3>
F
S. Concrete Breakout Strength of Anchor in Tension
(Sec 17.4-2)
Nb = kcA.*.her'-S (Eq. 17.4.2.2a)
kc Aa f c (psi) Ni (in)
Nb (Ib)
24.0 1:00 2500 7.000
.22224
ONebg =,4 (ANc/ANw)'Pec,N%'ed,NYc,NVcp,NNb (Sec. 17.3.1 &
Eq. 17.4.2.1 b)
Aft (int) AN. (In2) ce,min (In) 'Pe C,N
V'ed.N Ic,N 'Icp,N Nb (lb) 0 ¢Nobo (lb)
689.06 441.00 - 0.942
1.000 1.00 1.000 22224 0.70 22904
6 Pullout Strength of Anchor in Tension i$ec 17 4
3)
ONpn = O'KPNp = OY1c.P8Abgfc (Sec. 17.3.1, Eq. 17.4.3.1
8 17.4.3.4)
Yc.P Ably (int) fc (psi) 0
ONm (lb)
1.0 3.53 2500 0.70
e
49476
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W:'Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
• Anchor DesignerT""
I _ Software
Version 2.5.6163.7
e
8 Steel Strength of Anchor in Shear (Sec 17 5 11
Vse (Ib) 09— 0 Og owoVaa (lb)
11625 1.0 0.65 7556
A-9 f Ci
Company:
Rancho Engineering I Date: 12/20/2016
Engineer:
Jarrod Holliday Page: 4/4
Project:
Address:
5550 Skyway Ste. C
Phone:
(530)877-3700
E-mail:
ranchoengineering@hotmail.com
10 Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.31
OVcp = OkcpNcn = Okap(ANe/ A—) %d,N Y'c,N WcgNNb (Sec. 17.3.1 & Eq. 17.5.3.1 a)
kcp ` Aw (InZ) AN. (InZ) YFed,N Y�c,N 'Ycp,N"
Nb (lb) 0
¢Vcp (Ib)
2.0 172.27 441.00 1.000 1.000 1.000
22224 0.70
12154
11, Results
Interaction of Tensile and Shear Forces (Sec 17.61
Tension Factored Load, Nue (lb) Design Strength, eNn (lb)
Ratio
Status
Steel 2734 14528
0.19
Pass
Concrete breakout 7652 22904
0.33
Pass (Governs)
Pullout 2734 49476
0.06
Pass
Shear Factored Load, V„e (lb) Design Strength, OW (lb)
Ratio
Status
Steel 822 7556
0.11
Pass (Governs)
Pryout 822 12154
0.07
Pass
'Interaction check N,W^ V„e/OV� Combined Ratio
Permissible
Status
Sec. 17.6.1 0.33 0.00 33.4%
1.0
Pass
PAN (3/4"0) vrith hef = 7.000 inch meets the selected'design.criteria.
12. Warnings
- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17,7.1
and 17.7.2 for torqued cwt -in-place anchor is waived per
designer option.
- Designer must exercise own judgement to determine if this design is suitable.
k
vi
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines roust be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.347.3871 www.strongtie.com
r ! " Hairpin Design (Worst Case Line 2)
1 ;
17
N
Note: All Loads are ULT
F -Horizontal Force
DL=
0.50 kips
:'.
CL=
0.50 kips
LL= .
1.80 kips
°+ j •'
\. t
_ W =
-4.00 kips
\
EQ=
-0.90 kips,
,
t /• -.
I'\ v '
Angie
�•
+
/•/
\
q =
' 45 deg
�'. `
- •.
�."�'�'
Steel Grade
-
1.400 kipsVu
1.2* DL0.5 * LL " - =
2.100 kips
governs
ra< ,.
-
—
1.2*DL + 1:6*LL + 0.8W —
0.880 kis
p
•
1.2*DL + 0.5*LL + 1.6W _
-4.300 kips
-.
L
' 1'.2*DL + 1.OEQ ; =
0:300 kips
, 0.9DL'+ 1.6W
-5.500 kips
y
O.9DL + 1.OEQ fy . : • _
0.000 kips
L
ACI 318-14 Section 9.2 Load Combinations
'
Vu=0,9*Area'd*(fs)*cos(q)
�• ; L
Areq'd = Vu/(0.9*(fs)*cos(4)) Areq'd=
0.082 . in2
?4Use: • 1 # 4 bar, As.
0.221 in2
'
14
i.. ;`,•-
4 �A` ,. . fry y rY^
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. �... -�
-
r-
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Se
'No
1
1-.1.17-0439 027-250-0.37
N.IAR 15.201.7
VVI IUUUJIA
JIMMY SENNA
ELITE STEEL BUILDING SYSTEMS
AMERICAN BUTLDIN�S
A "L-J=l=F=M COMPANY
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR,
CODE COMPLIANCE
DATE� BY
GIE-
BUILDING ERECTION NOTES
1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION.
2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE.
3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS
FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS.
4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN.
THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR
OTHER DEPENDABLE MEANS.
S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL
EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 61NCHES BELOW THE LOCAL FROST UNE.
6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER.
7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE r/-1/16INCH ON DIMENSIONS WITHIN
THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A +/-1/8 INCH TOLERANCE.
B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS.
9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION
CONTRACTOR.
10. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY.
11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER.
THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED.
12. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPUER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN
IN THE AISC MANUAL OF STEEL CONSTRUCTION.
13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS
FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED.
BASIC MATERIAL SPECIFICATIONS
PRIMARY FRAMING STEEL
STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REOIIIREMENTS OF ASTM A 36. ASTM A572 GRAnF SD nR 55 nR ASTM A 997.
STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING:
A. ASTM A 1011 SS, GRADE 55
B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1
C. ASTM A 572 GRADE 55
D. ASTM A 529 GRADE 55
STEEL FOR ENDWALL "C" SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1.
STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI.
SECONDARY FRAMING STEEL
STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR H5LA5 GRADE 55, CLASS 1, OR IF
GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CLASS 1, G90.
ROOF AND WALL PANEL MATERIAL
EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING:
PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80.
MATERIAL MAY BE EITHER 26 OR 24 GAGE.
PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1.
MATERIAL MAY BE EITHER 24 OR 22 GAGE.
PANEL MATERIALSHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80, CLASS I OR CLASS 2,
OR HSLAS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE.
PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3,
MATERIAL MAY BE EITHER 24 OR 22 GAGE.
BRACE MATERIALS:
BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 = 1/4" DIA.(7mm) BCS = 5/16" DIA.(Bmm) BC6 = 3/8" DIA.(10mm) BC8 =1/2" DIA.(13mm)
BRACE RODS: ASTM A 572,50 KSi (UPSET THREADS) BRS = 5/8" DIA.(16mm) BR6 = 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) BR8=1" DIA.(26mm)
OR ASTM A 529, 50 KSI (CUT THREADS) BR9 = 11/8" DIA.(29mm) BR10 = 11/4" DIA.(32mm) BR11=13/8" DIA.(35mm) OR12 = 11/2" DIA.(39mm)
STRUCTURAL PRIMER NOTE:
"SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO THE IOBSITE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION.
STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE
DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE
OF AFIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND
ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR
CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING."
"AS A MINIMUM AND SECONDARY TO MORE STRENUOUS )OB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED
WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION 516.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN
TOLERANCES AS DEFINED INTHE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL PUBLISHED BY THE MBMA."
CONSTRUCTION BRACING NOTE:
TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEW ORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION
OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING,
OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS
DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE LOADS RESULTING FROM THE ERECTION OPERATION.
ERECTOR NOTE
FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE REQ'D FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK. CONDITIONS
EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN 1'0IN LENGTH WILL HAVE TO BE FIELD CUT FROM PANELS PROVIDED AS NOTED ON ERECTION OWGS,
SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURUN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE
X -BRACING, "KICKER" BRACES AT OPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURLINS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING AT THE COLUMN
BASE, ALL JOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS)
DATE POI RELEASE / REVISION
01/31/2017
ABC -ATLANTIC DIVISION
6115 COCA COLA BLVD.
COLUMBUS, GA 31909
PHONE: (706) 562-8020
FAX: (706)562-8017
ABC - MIDWEST DIVISION
901 WEST MAIN STREET
EL PASO, IL 61738
PHONE: (309) 527-1500
FAX: (309) 527.1522
ABC - SOUTH DIVISION
1150 STATE DOCKS RD.
EUFAULA, AL 36027
PHONE: (334) 687-2032
FAX: (334) 688-2200
ABC - WEST DIVISION
2260 TENAYA DRIVE
MODESTO, CA 95354
PHONE: (209) 236-0580
FAX: (209) 236-0588
SHEET REV.
NUMBER STATUS DATE NO.
TAKING CARE OF OUR CUSTOMERS C-1 FOR CONSTRUCTION 01/31/17 0
FOR FIELD ISSUES CALL ABA -AB-2 FOR CONSTRUCTION 01/31/17 0
GREG SANTUCCI (775)887-2931
Greg.Santucci@AmericanBuildings.com
THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE
REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV
PLANT.
IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING
DESIGN BASIS:
COLLATERAL LOAD (C)
3 psf On Roof Members
3 psf On Supporting Frames
ROOF LIVE LOAD (Lr)
20 psi on Roof Members With Reduction On Supporting Frames As Permitted By Code
SNOW LOADS)
0 psf Roof Snow Load
Roof Exposure Condition = Fully Exposed
Thermal Condition = Unheated and open air structures
4 P At Grn�ad W.a„ 6aad
Thermal Factor = 1.2
Snow Exposure Factor = 0.9
Snow Importance Factor = 1.0
WIND LOAD (W)
Exposure (Surface Roughness) Category = C
110 mph Ultimate Design Wind Speed (3 -second gust)
85.21 mph Nominal Design Wind Speed (3 -second gust)
72 mph Serviceability Design Wind Speed (3 -second gust)
Enclosure Classification = Enclosed Buildings
Internal Pressure Coefficients = +0.18 and -0.18
Design Pressure for Wall Components and Cladding = +24.47 psi and -32.63 psf
SEISMIC LOAD (E)
Equivalent Lateral Force Procedure
58.2 -kg 0.2s Short Period Spectral Response Acceleration S(s)
25.9 %g 1.0s Spectral Response Acceleration S(1)
Site ClassIficetion = D
Seismic Importance Factor = 1.0
Seismic Design Category = D
Seismic Design Short Period Acceleration, SCIS = 0.5189
Seismic Design 1 Sec Period Acceleration, Ed = 0.3259
R(X-Bracing) = 3.25
R(Rigid Frame) = 3.50
State = California
County= Butte
Risk Category of Building = It. All buildings and other structures except those listed in Risk Categories I, III,
and IV
NOTES:
1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD.
2. ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE
USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA
(TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD
PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL
0.125" THICK OR TABLE 1.2 IN AWS D7.3 FOR MATERIAL LESS THAN 0.125' THICK AND ALL FILLER MATERIAL
MUST HAVE A Fu OF 70 KSI
AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN
AND FABRICATION OF YOUR ORDER.
THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2016 CALIFORNIA BUILDING CODE. THE DESIGN IS
IN GENERAL ACCORDANCE WITH 2010 AISC.360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2012 AISI
NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION.
THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED
BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND
VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED, ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN
BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND
INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN
ACCORDANCE WITH AMERICAN BUILDINGS COMPANYS "GENERAL ERECTION GUIDE" AND THE JOB ERECTION DRAWINGS.
THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION.
1. The frame at left endwall (FLA) and the frame at the right endwall (FLA) are not
designed tQ accommodate anv future additions.
2. New structure by ABC is designed as an Enclosed Building.
3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural
systems and components not by ABC interact compatibly with ABC structural systems
and components. See calculation package for deflection requirements of ABC frames
and materials.
4. ABC has provided new structure(s) according to the ABC purchase order and company
standards. ABC is not responsible for verifying that ABC's design and detailing is
compatible with materials by others.
5. 3.0 psf collateral load was used in ABC's design as requested. No other special
provisions have been made for concentrated point loads on frame.
) %,FESS? R.
(((,.
///DAye :q p� .Fyc
TME REGISTERED PROfESLONAI f.�
ON NESE
ENGINEER WHOSE SFAI APPEARS r
BY NEW U AUURERIS EMRIOYED ER C 64877 r^
AND ODES NOT SERVE AS
ORREPRESEMTHEPROIECf
ENGINEER OF RECORD AND SMALLE.XP. 06.30.17
MOT BE CONSIDERED AS SU[N. , .1.,` \ *I
JIMMY SENNA FOR CONSTRUCTION ! �qq
ADJACENT TO 2968 CRAIG AVENUE - YJ` .0 I V k �.
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 pMFRICAV BUILDINGS '9
PALERMO, CA 95968 T
JOB NUMBER: SHEET: r: nEaccw rrncwi
ELITE STEEL BUILDING SYSTEMS W C_ 1 M E M IR F F AU
17G0031 A N I ..- t _r4
I-
13P01 -A
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
1- 51/2 STEEL LINE
I
00
N
N
E`V
LINE 1
C
w
Z
J
B
A
VV
(kips)
(kips)
J
t7
T
H1
(kips)
I
+0.5
I
w
Z C'I
J �
NA
11/2 11/2
J N
W
I 6 I
ai
+0.7
NA
BP02-A
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
NA
STEEL LINE
N
.0
N
'."
'�'rL
Ilj'_�I
- 3/4 AB - 3" READ. PROJECTION
+2.4
NA
W
-3.1
to
+0.2
11/11/2
-3.0
to
+3.0
'
N
-3.0
to
+3.0
E.
+0.2
N
ED
to
+1.2
NA
11/21
111/2
to
I 6 1
BP01-B
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
STEEL LINE
51/
N 1
4
ERECTION NOTEM
1. FINISHED FLOOR ELEVATION = 100'-0"
2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED
ERECTION NOTEM
ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE
COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE
PROJECTION OF 1 INCH.
ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE
PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16
INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS
BE FLUSH WITH OR ABOVE THE TOP OF THE NUT.
ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT,
DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS.
PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION.
JO RELEASE / REVISION I DWN: / CKD: I ENGRI DATE VolRELEASE / REVISION
O 1 ANCHORS FOR CONSTRUCTION I PJ / I JH 01/31/2017
BP01-C
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
Ill
z
w
W
H
N 9
N
N �
1 1/2 1 31/2 3 2 1/2
5 I
:2--
/ I
2/I C B A
H2 V
Ml�
/i C B A
H2 V
BP01-D
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
5
3 3 1/2 I 1 1/2
N
Lu
J
w
I -
En
LOADING
CONDITION
E`V
LINE 1
C
w
Z
J
B
A
VV
(kips)
(kips)
J
H2
(kips)
T
H1
(kips)
~
+0.5
I
NA
NA
N
1 1/2 1 1/2
C
+0.3
+0.7
NA
NA
+0.3
NA
L
BP02-B
+4.6
3/8 PLATE
- 3/4 AB - 3" READ. PROJECTION
+2.4
NA
W
-3.1
to
+0.2
11/11/2
-3.0
to
+3.0
-3.9
to
+3.5
-3.1
to
42.4
-3.0
to
+3.0
E.
+0.2
N
ED
to
+1.2
NA
-1.0
to
+1.0
-1.2
to
+1.2
to
to
to
to
to
1 1/2
N
+3.0
+3.6
+2.4
+3.0
STEEL LINE
4
ERECTION NOTEM
1. FINISHED FLOOR ELEVATION = 100'-0"
2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED
ERECTION NOTEM
ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE
COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE
PROJECTION OF 1 INCH.
ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE
PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16
INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS
BE FLUSH WITH OR ABOVE THE TOP OF THE NUT.
ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT,
DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS.
PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION.
JO RELEASE / REVISION I DWN: / CKD: I ENGRI DATE VolRELEASE / REVISION
O 1 ANCHORS FOR CONSTRUCTION I PJ / I JH 01/31/2017
BP01-C
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
Ill
z
w
W
H
N 9
N
N �
1 1/2 1 31/2 3 2 1/2
5 I
:2--
/ I
2/I C B A
H2 V
Ml�
/i C B A
H2 V
BP01-D
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
5
3 3 1/2 I 1 1/2
N
Lu
J
w
I -
En
LOADING
CONDITION
FRAME
LINE 1
C
C
B
A
VV
(kips)
(kips)
H1
(kips)
H2
(kips)
V
(kips)
H1
(kips)
D
+0.5
+0.9
NA
NA
+0.5
NA
C
+0.3
+0.7
NA
NA
+0.3
NA
L
i2.4
+4.6
NA
NA
+2.4
NA
W
-3.1
to
+0.2
-6.2
to
+2.4
-3.0
to
+3.0
-3.9
to
+3.5
-3.1
to
42.4
-3.0
to
+3.0
E.
+0.2
-1.-1.2
to
+1.0
to
+1.2
NA
-1.0
to
+1.0
-1.2
to
+1.2
on Ultimate Design Wind Speed one �aree -factored.�
•Eorthquoke reactions donot include any omplilicolions for
v strength which may or
may not ae required in the
d -g, of column anchoroge and foundolion by others.
H1 = horizontal force in the plane of lmme
H2 - horizontal force perpendicular to the plane of frame
BP01-E
3/8 PLATE - 3/4 AB - 3" READ. PROJECTION
w 1 1/2 1 1/2
z
J
J N
W
W 1t
� � I
N
l7
1 1/2 I N
51/2 eO
STEEL LINE
REACTION SCIIEMATICS
HI F
/I C A
H2 V ID: W17GO031XOIA
LOADING
FRAME LINE 4
CONDITION
C
B
A
V
(kips)
H7
(kips)
H2
'(kips)
'XI
(kips)
(kips)
N2
(kips)
V
(kips)
N
x
D
+0.5
NA
NA
+0.9
NA
NA
+0.5
C ,
+0.3
NA
NA
.+0.7
NA
NA
+0.3
L
+2.4
NA
NA
+4.6
NA
NA
+2.4
-1.8
-3,1
-3.0
-3.6
-6.2
-3.0
-3.5
-3.1
W
to
to
to
to
to
to
to
+2.4
+3.0
+3.6
+2.4
+3.0
+19
+0.2
-2.0
-1.2
-2.7
-1.0
-1.2
W
-I1.6
E.
to
to
to
to
to
NA
+0.2
+3.6
+1.0
+1.2
+2.7
+1.0
+1.2
-0.9
~n Ultimate Design was Speed and tlore"vnfacioreC ���
•Earthquake reactions do not include any amplifications for
_V strenglh which may or may not be required in the
design of Column anchorage and loandolion by others.
H1 - horiz onto, force m the Alone of frame
H2 a horizontal force perpendicular to the plane of from,
JIMMY SENNA
ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
n
13P01 -F
FRAME LINES 2-3
3/8 PLATE - 3/4 AB - 3" READ.
PROJECTION
A
V
1 1/21 1 11 1/2
w
N
J
J
N
w
W
N
(kips)
(kips)
tl
I
(kips)
(kips)
D
+1.8
+0,5
�
Eh
+1,8
dD
NA
C
STEEL LINE 1 51/2
LOADING
FRAME LINES 2-3
CONDITION
C
A
V
HI
H2
V
H1
H2
(kips)
(kips)
(kips)
(kips)
(kips)
(kips)
D
+1.8
+0,5
Na
+1,8
-0,5
NA
C
+1.3
+0.5
NA
+1.3
-0.5
NA
L
+5.4
+1.8
NA
+5.4
-1.8
NA
-4.0
-0.2
W
-8.9
to
NA
-8,9
to
NA
+0.2
+4.0
-4.0
-3.6
-0.2
-3.6
W
-I1.6
to
to
-11.6
to
to
at X braced bas
+0.2
+3.6
+4.0
+3.6
-0.6
-0.9
-0.6
-0.9
E.
to
,lo
NA
to
to
NA
+0,6
+0,9
+0.6
+0.9
-2.0
-0.9
-2.7
-2.0
-0.9
-2.7
E.
to
to
to
to
to
to
al X braced bas
+2.0
+0.9
+2.7
+2.0
+0.9
+2.7
n URimote-Design Wind Speed and ae unfoctored�--
•Earthquakc reactions do not include any amplifications for
erstrength rhich may o may not be required in the
design or co"-' anchorage and loandolion by others.
H1 = horizontal force in the plane of frame
H2 horizontal force perpendi-lor to the plane of frame
DRAWING STATUS:
FOR CONSTRUCTION
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM:. v:
JOB NUMBER: SHEET:
W17GO031A AB -2
QROFESS
.41 /p\
CO
G'
THE REGISTERED PROFESSIONAL \JEWINEERWHOSESFAL APPEARS IjONTHESEDPAWINGS IS EMPLOYED II �DY THE MANUFACTURER ,C 64877
AND DOES NOT SERVE AS A
OR RNTERONTTHEP AND EXP. 06-30- 11
ENGINEER OF RECORDAND SHALL ��uj
1
NOTDEMIGIVEREDASSUDU
C I V I I~.
AIv1ERICA_V BLiILDINCS
M FlIJLOFa � � qrF F CAIN
`MBMR
.p ...
w `
}-Ilk
L
-
f
. e
ry
• - d ; .• to c A •_
• : , . , y y.: ��, - , •.r.•-• W17G00311`A 4 T' • � x_ ' _ , �, •` . - ` • .:� '•. "- ;..�_ � • ..
l f, Q'_7=>> .�';� JIMMY SENNA'I:kr
ELITE STEEL BUILDING SYSTEMS _ .
AMERICAN BUILDINGS
s l A r"4 JCOFR COMPANY; w k
BUILDING ERECTION NOTES
1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION.
2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSI TE.
3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS
FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS'MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS.
4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN.
THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR
OTHER DEPENDABLE MEANS.
S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL
EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 61NCHES BELOW THE LOCAL FROST LINE.
6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER.
7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE ./- 1/16 INCH ON DIMENSIONS WITHIN
THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A 1/-1/9INCH TOLERANCE.
8. COLUMN BASE PLATES ARE DESIGNED NOTTO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS.
9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION
CONTRACTOR.
10. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY.
11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER.
THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED.
12. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN
IN THE AISC MANUAL OF STEEL CONSTRUCTION.
13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PIAN. ANCHOR RODS
FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED.
BASIC MATERIAL SPECIFICATIONS
PRIMARY FRAMING STEEL
STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A X ASTM A 572 GRADE 50 OR 55, OR ASTM A 992.
STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING:
A. ASTM A 1011 SS, GRADE 55
B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1
C. ASTM A 572 GRADE 55
D. ASTM A 529 GRADE 55
STEEL FOR ENDWALL "C"SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1.
STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI.
SECONDARY FRAMING STEEL
STEEL USED TO FORM PURLINS, GIFTS, EAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE 55, CLASS 1, OR IF
GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CLASS 1, G90.
ROOF AND WALL PANEL MATERIAL
EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING:
PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80.
MATERIAL MAY BE EITHER 26 OR 24 GAGE.
PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1.
MATERIAL MAY BE EITHER 24 OR 22 GAGE.
PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80, CLASS 1 OR CLASS 2,
OR HSLAS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE.
PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3,
MATERIAL MAY BE EITHER 24 OR 22 GAGE.
BRACE MATERIALS:
BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 = 1/4" DIA.(7mm) BCS = 5/16" DIA.(8mm) BC6 = 3/8" DIA.(10mm) BCS = 1/2" DIA.(13mm)
BRACE RODS: ASTM A 572,50 KSI (UPSET THREADS) ORS = 5/8" DIA.(16mm) BR6 = 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) BR8= 1" DIA.(26mm)
OR ASTM A 529, 50 KSI (CUT THREADS) BR9 = 11/8" DIA.(29mm) BR10 =1 1/4" DIA.(32mm) BR31= 13/8" DIA.(35mm) BR12 = 11/2" DIA.(39mm)
STRUCTURAL PRIMER NOTE:
"SHOP COAT PRIMER 15 INTENDED TO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO THE JOBSITE AND FOR NOT MORE THAN 45 DAYS.FROM THE APPLICATION.
STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS W ILL ADVERSELY AFFECT THE
DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE
OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND
ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR
CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING."
"AS A MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED
WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION S16.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN
TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL PUBLISHED BY THE MSMA."
CONSTRUCTION BRACING NOTE: _
TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION
OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING,
OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS
DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE LOADS RESULTING FROM THE ERECTION OPERATION.
ERECTOR NOTE
FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE READ FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK. CONDITIONS
EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN 1'D IN LENGTH WILL HAVE TO BE FIELD CUT FROM PANELS PROVIDED AS NOTED ON ERECTION OWGS,
SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURLIN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE
X -BRACING, "KICKER" BRACES AT OPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURLINS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING AT THE COLUMN
BASE, ALL JOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS)
ABC -ATLANTIC DIVISION
6115 COCA COLA BLVD.
COLUMBUS, GA 31909
PHONE: (706) 562-8020
FAX: (706)562-8017
ABC - MIDWEST DIVISION
901 WEST MAIN STREET
EL PASO, IL 61738
PHONE: (309) 527-1500
FAX: (309) 527.1522
ABC - SOUTH DIVISION
1150 STATE DOCKS RD.
EUFAULA, AL 36027
PHONE: (334) 687-2032
FAX: (334) 688-2200
ABC - WEST DIVISION
2260 TENAYA DRIVE
MODESTO, CA 95354
PHONE: (209) 236-0580
FAX: (209) 236-0588
TAKING CARE OF OUR CUSTOMERS
FOR FIELD ISSUES CALL
GREG SANTUCCI (775)887-2931
Greg.Santucci@AmericanBuildings.com
THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE
REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV
PLANT.
IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING
DESIGN BASIS:
COLLATERAL LOAD (C)
3 psf On Roof Members
3 psf On Supporting Frames
ROOF LIVE LOAD (Lr)
20 psf on Roof Members With Reduction On Supporting Frames As Permitted By Code
SNOW LOAD (S)
0 psf Roof Snow Load
Roof Exposure Condition = Fully Exposed
Thermal Condition = Unheated and open air structures
p:1 .revnd Cora• Load
Thermal Factor= 1.2
Snow Exposure Factor = 0.9
Snow Importance Factor= 1.0 _
WIND LOAD (W)
Exposure (Surface Roughness) Category = C
110 mph Ultimate Design Wind Speed (3 -second gust)
85.21 mph Nominal Design Wind Speed (3 -second gust)
72 mph Serviceability Design Wind Speed (3 -second gust)
Enclosure Classification = Enclosed Buildings
Internal Pressure Coefficients = -0.18 and -0.18
Design Pressure for Wall Components and Cladding = .24.47 psf and -32.63 psf
SEISMIC LOAD (E)
Equivalent Lateral Force Procedure
58.2 Yog 0.2s Short Period Spectral Response Acceleration S(s)
25.9 %g 1.Os Spectral Response Acceleration S(1)
She Classification = D
Seismic Importance Factor = 1.0
Seismic Design Category = D
Seismic Design Short Period Acceleration, SCIS = 0.518g
Seismic Design 1 Sec Period Acceleration, Sol = 0.325g
R(X-Bracing) = 3.25
R(Rigid Frame) = 3.50
State = California
County = Butte
Risk Category of Building = If. All buildings and other structures except those listed in Risk Categories 1, III,
and IV
NOTES:
1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD.
2. ALL WELDING MUST BE PERFORMED BY AWS OUAUFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE
USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA
(TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD
PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS 01.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL
0.125- THICK OR TABLE 1.21N AWS D7.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL
MUST HAVE A Fu OF 70 KSI.
AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN
AND FABRICATION OF YOUR ORDER.
THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2016 CALIFORNIA BUILDING CODE. THE DESIGN IS
IN GENERAL ACCORDANCE WITH 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2012 AISI
NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION. '
THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED
BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND
VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED, ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN
BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS. MECHANICAL EQUIPMENT AND THE ERECTION AND
INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN
ACCORDANCE WITH AMERICAN BUILDINGS COMPANYS "GENERAL ERECTION GUIDE" AND THE JOB ERECTION DRAWINGS.
THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION.
JIMMY SENNA
ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
Nn RFI FASF / REVISION I DWN: / CKD: I ENGRI DATE NOI RELEASE / REVISION _ I DWN: / GKD: I ENGRI UATE 11
SHEET
NUMBER
STATUS
DATE
REV.
NO.
C-1
FOR PERMITS ONLY
01/31/17
1
C-2
FOR PERMITS ONLY
01/31/17
0
AB -1 - AB -2
FOR CONSTRUCTION
01/31/17
0
E-01 - E-14
FOR PERMITS ONLY
01/31/17
0
SED -000 - SED -022
FOR PERMITS ONLY
01/31/17
0
1. The frame at left endwall (FL. 1) and the frame at the right endwall (FLA) are not
designed to accommodate any fl Itl Ira nrtrfitinns
2. New structure by ABC is designed as an Enclosed Building.
3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural
systems and components not by ABC interact compatibly with ABC structural systems
and components. See calculation package for deflection requirements of ABC frames
and materials.
4. ABC has provided new structure(s) according to the ABC purchase order and company
standards. ABC is not responsible for verifying that ABC's design and detailing is
compatible with materials by others.
5. 3.0 psf collateral load was used in ABC's design as requested. No other special
provisions have been made for concentrated point loads on frame.
DRAWING STATUS:
FOR PERMITS ONLY
SOFTWARE VERSIONS DESIGN: MSA 47.3
JOB NUMBER: SHEET:
W 17GO031 A IC -1
ENGINEER W NOSE SEAL APPEARS
OH THESE DMWINGS IS EMPLOYED
BY THE NINNUFACTURER
AND DOES NOT SERVE AS
OR REMtESENT THE PROJECT
ENGINEER M RECORD AND SHALL
NOT BE ODI DERED AS W W.
QRpFESS/p
R. �\
4
C 64877 rn
EXP. 0&301i17
`\ V� .CIV'.
STRUCTURAL STEEL COLORS
PRIMARY: RP
ROOF PANELS
TYPE: L3P GAGE: 26 COLOR: GM
WEATHERTIGHTNESS WARRANTY: NO
UL 90 CERTIFICATION: NO
FACTORY MUTUAL CERTIFICATION:
WALL INSULATION
SECONDARY:GZ TYPE: STANDARD LAMINATED FIBERGLASS BY ABCNO
THK. OVER GIRT4" (3", 4", OR 6" ONLY)
FACING TYPE: FACING COLOR:
STARTER ROLL WIDTH: TYPICAL ROLL WIDTH:
ROOF INSULATION
LENGTH
TYPE: LAMINATED FIBERGLASS
BY ABC: NO '
THK. OVER PURLIN: 4" (3", 4", OR 6" ONLY)
N/A
BEARING PLATE:
THERMAL BLOCK: BY ABC?:.
FACING TYPE:
FACING COLOR:
STARTER ROLL WIDTH:
TYPICAL ROLL WIDTH:
SPACER STRIP:
SB
(LOC—SEAM OR STANDING SEAM W/O INSULATION)
CZ = GALVANIZED
ROOF LINE TRIM
BURNISHED SLATE
FSW EAVE: SIMPLE EAVE
COLOR: BS ICE AND SNOW:NO
RIDGE FLASHING: DIEFORMED
FG =
DOWNSPOUT CONDITION: N/A
COLOR: N/A
BSW EAVE: SIMPLE EAVE
COLOR: BS ICE AND SNOW: NO
LEW RAKE: FIXED RAKE
COLOR: BS
REW RAKE: FIXED RAKE
COLOR: BS
WIDTH
LENGTH
I OUANTITY
WEIGHT
I ROOF CURB
N/A
NO
6
YES
1-3
SIZES OF ROOF CURBS ARE INSIDE TO INSIDE DIMENSION
AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY.
DO NOT CUT PURLINS UNLESS SPECIFIED BY CERTIFIED
ENGINEER.
MAX LOAD FOR STANDARD ROOF CURB FRAMING IS 3000#.
THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED
BY ROOF CURB MUST BE CLEARLY SPECIFIED IN THE
ORDER DOCUMENTS.
ROOF TRANSLUCENT PANELS / INTEGRATED PRISMATIC SKYLIGHTS
PLANE
INSULATED
OUANTITY
CENTERED
BAY NO.
ROOF
NO
6
YES
1-3
LEVER
NO
BRICK RED
SB
= SAGEBRUSH TAN
CZ = GALVANIZED
BS =
BURNISHED SLATE
SS
= SAND STONE
ROOF CURB MOUNTED SKYLIGHTS
PLANE SIZE COLOR OUANTITY CENTERED BAY NO
N/A
ROOF VENTS
TYPE
OUANTITY
RUN TYPE ICOLORI
RIDGE
3
SINGLE WHITE
1 3070 KD STAND
OHO
WHITE
N/A
LEVER
NO
PIPE JACKS
SIZE OUANTITY
N/A
WALL PANELS
TYPE: L3P GAGE: 26 COLOR: FG
WALL CORNER TRIM COLOFBS
BASE TRIM CONDITION
TYPE: BASE ANGLE TRIM
COLOR: BS
WALL FRAMED OPENINGS
ALL IDI WIDTH I HEIGHT I OUANTITY I SILL HI COVER TRIM I F.0 TRIM COLOR
WALL LINER PANEL INFORMATION
WALL IDI LOCATION HEIGHT LINEAL FICAP TRIMI PANEL INFORMATION
LEW N/A
REW N/A
FSW N/A
BSW N/A
CEILING LINER PANEL INFORMATION
CEILING PANEL COVERAGE PANEL INFORMATIO
N/A
PARTITION WALL / DRAFT CURTAIN
WALL ID DIRECTION LOCATION LENGTH PANEL INFORMATION
N/A
LOCATION ON A LONGITUDINAL WALL IS FROM FSW.
LOCATION ON A TRANSVERSE WALL IS FROM THE LEW.
WALK DOORS
CORNER AND FRAMING
LINER TRIM PROVIDED BY
ABC; CAP TRIM NOT
INCLUDED UNLESS NOTED.
LOCATION IS FROM THE
LEFT STEEL WALL.
QUANTITY SIZE I TYPE
SWING
COLOR
GLASS
LOCKSET
CLOSER
1 3070 KD STAND
OHO
WHITE
N/A
LEVER
NO
BRICK RED
SB
= SAGEBRUSH TAN
CZ = GALVANIZED
BS =
BURNISHED SLATE
SS
= SAND STONE
BK = NO PAINT
FG =
FOX GRAY
TBS
TO BE SELECTED
HG =
HUNTER GREEN
MISC FINISH (25 yr wty)
GM = GALVALUME (ALCT)
PA,STD= PRE—ASSEMBLED STANDARD
PA,PREM= PRE—ASSEMBLED PREMIUM
PA,WR= PRE—ASSEMBLED WIND RATED
KD,STD= KNOCKDOWN STANDARD
KD,PREM= KNOCKDOWN PREMIUM
KD,WR= KNOCKDOWN WIND RATED
RHO=RIGHT HAND OUT
RHI=RIGHT HAND IN
LHO=LEFT HAND OUT
LHI=LEFT HAND IN
STD= STANDARD (SOLID)
VU -VISION LICHT (INSULATED)
VLT= VISION LIGHT (UN -INSULATED)
VLGL-VISION LIGHT (LAMINATED GLASS PA)
HGI=HALF GLASS (INSULATED)
HGT= HALF CUSS (UN -INSULATED)
HGLG=HALF GLASS (LAMINATED GLASS PA)
NGI=NARROW GLASS (INSULATED)
NGT= NARROW GLASS (UN -INSULATED)
NGLG=NARROW GLASS (LAMINATED CLASS PA)
INOI RELEASE / REVISION 1 DWN: / CKD: I ENGRI DATE NOI RELEASE / REVISION I DWN: / CKU: I ENGRI DATE I
01/31/2017
WINDOWS
SIZE OUANTITY COLOR WINDOW ELEVATION
N/A
WALL LITES
ALL IDI PROFILE LENGTH I BAND I BAND AT EAVI BAND LENGT OUANTITY SILL HT
LEW
N/A
REW
N/A
FSW
N/A
BSW
N/A
CANOPY
(WALL IDI TYPE I PROJECTION I CLEAR Iq LOCATION ISOFFIT PANELI FACE PANEL INSULATION
LEW
N/A
REW
N/A
FSW
N/A
BSW
N/A
LOCATION IS FROM LEFT STEEL LINE (LEFT CORNER) OF WALL CANOPY IS
LOCATED ON.
FASCIA
WALL IDI TYPE I PROJECTION I CLEAR HTI LINEAL FEETI FACE PANE BACK PANE SOFFIT PANEL
LEW
N/A
REW
N/A
FSW
N/A
BSW
N/A
RAKE/ EAVE EXTENSIONS (OVERHANG)
WALL IDI TYPE I PROJECTION I LINEAL FT1 SOFFIT PANE INSULATION
LEW
N/A
REW
N/A
FSW
N/A
BSW
N/A
PARAPET WALL
(WALL IDI TYPE I PROJECTION I LINEAL FTI SOFFIT PANEy INSULATION I
LEW
N/A
REW
N/A
FSW
N/A
BSW
N/A
JIMMY SENNA
ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
DRAWING STATUS:
FOR PERMITS ONLY
JOB NUMBER: SHEET:
W 17GO0310 IC -2
SPECIAL NOTES
N/A
MISCELLANEOUS MATERIAL
N/A
ABC STANDARD COLOR CODES
FRAMING COLORS
SILICON
POLYESTER (SP)
FINISH (25 yr wty)
Rr Rco
AD
AETEC DLUE
PY7
P86'dl WIIIT,
GP = GRAY
BR =
BRICK RED
SB
= SAGEBRUSH TAN
CZ = GALVANIZED
BS =
BURNISHED SLATE
SS
= SAND STONE
BK = NO PAINT
FG =
FOX GRAY
TBS
TO BE SELECTED
HG =
HUNTER GREEN
MISC FINISH (25 yr wty)
GM = GALVALUME (ALCT)
PVDF
FINISHES (35 yr
wty)
AY - GALVALUME PLUS (AYCT)
DB =
DARK BRONZE SU
=
SURRY BEIGE
DOORS/WINDOWS
WALK DOORS /
EG =
RO =
EVERGREEN TC
ROYAL BLUE WW
=
=
TERRA COTTA
WARM WHITE
BILK = BLACK
RW =
REGAL WHITE TBK =
TO BE SELECTED
WHT = WHITE
SG =
SLATE GRAY
BZ = BRONZE
QRpFESS/.'
R (��� 440 .
TME IEEGISRRED RROFESSIONAI co �� Z
ENGINEERWHDSESEALARPEARS
STT EMANUF NG56 EMKoO �I ,ui C 6487.7 m
BT THE MNNW MRIIE A ii {� �y
AND DOFS xOT SERVE AS
ORRERRM CDRROIER �I EXP.. 06 0-17 /
ENWNEER OE RECORD AND SHAM
NOT N CONSIDEREDAS SIKH. 1
�...� \f�, CIV11.
tcn.*i sviinirics qTF o
iNasm rxmc+r
MMR
\
i
BP01-B
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
STEEL LINE
I
51/2
co
N
11/2
I
w
Z
N J
J
j . W
T m F-
1 1/2 1 1/2
N
BP02-B
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
r 6_.i
1 1/x(1 1/2
N
ao
+
l7
1 1/2 N
STEEL LINE
ERECTION NOTEM
1. FINISHED FLOOR ELEVATION = 100'-0"
2. BOTTOM OF BASE PLATE (B.O.B.PJ = 100'-0" EXCEPT AS NOTED.
ERECTION NOTEM
ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE
COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE
PROJECTION OF 1 INCH.
ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE
PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16
INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS
BE FLUSH WITH OR ABOVE THE TOP OF THE NUT.
ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT,
DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS.
PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION.
JO RELEASE / REVISION I DWW / CKD: ENGR DATE t!Oj RELEASE / REVISION
0 1 ANCHORS FOR CONSTRUCTION I Pi/ I JH 01/31/2017
13P01 -C
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
z
w
w
N U) I I.
N tD
11/2 1 31/2 1 3 1 2 1/2 1
H1
H2 I C 8 A
M1 1
C 8 A
H2 y
BP01-D
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
5
21/2 3 31/2 11/:
9 I N w
w
H
N
LOADING
CONDITION
13P01 -A
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
8
5112
STEEL LINE
A
V
(kips)
QD
N
N
HI
(lips)
112
(kips)
V
(kips)
H1
(kips)
D
+0.5
+0.9
NA
NA
+0.5
t7
C
+0.3
It
I
1t
1
NA
+0.3
w
Z N
J �-
L
11/2
11/2
J N
Uj
W
NA
I 6
�
wto
-3.1
+0.2
-6.2
to
+2.4
BP02-A
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
-3.1
to
+2.4
51 GCL LIIVC
N
N
IIj'�"II 7 -
la
m
-1.0
to
+1.0
-1.2
to
+1.2
-1.0
to
+1.0
-1.2
to
+1.2
NA
+0.2
N
to
1
NA
+0.2
11/21
1 1/2
1
6 1
BP01-B
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
STEEL LINE
I
51/2
co
N
11/2
I
w
Z
N J
J
j . W
T m F-
1 1/2 1 1/2
N
BP02-B
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
r 6_.i
1 1/x(1 1/2
N
ao
+
l7
1 1/2 N
STEEL LINE
ERECTION NOTEM
1. FINISHED FLOOR ELEVATION = 100'-0"
2. BOTTOM OF BASE PLATE (B.O.B.PJ = 100'-0" EXCEPT AS NOTED.
ERECTION NOTEM
ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE
COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE
PROJECTION OF 1 INCH.
ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE
PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16
INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS
BE FLUSH WITH OR ABOVE THE TOP OF THE NUT.
ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT,
DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS.
PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION.
JO RELEASE / REVISION I DWW / CKD: ENGR DATE t!Oj RELEASE / REVISION
0 1 ANCHORS FOR CONSTRUCTION I Pi/ I JH 01/31/2017
13P01 -C
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
z
w
w
N U) I I.
N tD
11/2 1 31/2 1 3 1 2 1/2 1
H1
H2 I C 8 A
M1 1
C 8 A
H2 y
BP01-D
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
5
21/2 3 31/2 11/:
9 I N w
w
H
N
LOADING
CONDITION
FRAME
UNE 1
8
C
e
A
V
(kips)
V
(kips)
HI
(lips)
112
(kips)
V
(kips)
H1
(kips)
D
+0.5
+0.9
NA
NA
+0.5
NA
C
+0.3
+0.7
NA
NA
+0.3
NA
L
+2.4
+4.6
1 NA
NA
+2.4
NA
wto
-3.1
+0.2
-6.2
to
+2.4
-3.0
to
+3.0
-3.9
to
+3.5
-3.1
to
+2.4
-3.0
to
+3.0
E•
+0.2
to
la
NA
-1.0
to
+1.0
-1.2
to
+1.2
n Unimot`'6.s:;F wind Speed ono -a unlactoreo. ---
'Earthquake reactions do not include any om'Iicaliona for
voratrongth which may or may not be requirod in the
design of column anchorage old foundation by others.
H1 = horizontal force in the plane of frame
H2 = horizontal force perpendicular to the plane of frame
13P01 -E ,
3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION
w 11/2 11/2
Z
J N
w
w
lT 1 1 N
Ty Ty �
1 1 /2 N
5 1/2 cO
STEEL LINE
$FACTION SCHEMATICS
Hl • ----]
/I C A
H2 V ID: WI7GO031A.O1A
LOADING
CONDITION
FRAME LINE 4
C
8
A
V
(kips)
H1
(kips)
H2
(kips)
V
(kips)
N1
(kips)
H2
(kips)
V
(kips)
D
+0.5
NA
NA
+0.9
NA
NA
+0.5
C
+0.3
NA
NA
+0.7
NA
NA
+0.3
L
+2.4
NA
NA
+4.6
NA
NA
+2.4
w
-3.1
to
+2.4
-3.0
to
+3.0
-3.6
to
+3.6
-6.2
to
+2.4
-3.0
to
+3.0
-3.5
to
+3.9
-3.1
to
+0.2
E.
-2.0
to
+1.0
-1.2
to
+1.2
-2.7
to
+2.7
-1.0
to
+1.0
-1.2
to
+1.2
NA
+0.2
n Ultimate Design Nina Speed one are unlodored��"
'Earthquake reactions do not inclutle any -Pp1 icaliuns for
overstrengtn wnkh may or may n 1 De required m the
design of column anchorage Old foundation by others.
Hl horizanlal force m the= of Irame
H2 - horizontal force p.,pandieular to the plane of frame
JIMMY SENNA
ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
BP01-F
FRAME LINES2-3
3/8 PLATE - 3/4 AB - 3" REQD.
PROJECTION
C
A
119 1 1/2
w
N
J
W
w
(kips)
(fps)
(k Os)
N
(kips)
N
D
+1.8
It
I
�
+1.8
-0.5
Ch
lh
C
.
+0.5
OD
STEEL LINE
+1.3
-0.5
NA
L
LOADING
FRAME LINES2-3
CONDITION
C
A
(kips)
(fps)
(k Os)
(kips)
(kips)
(kips)
D
+1.8
+0.5
NA
+1.8
-0.5
NA
C
+1.3
+0.5
NA
+1.3
-0.5
NA
L
+5.4
+1.8
NA
+5.4
-1.8
NA
-4.0
-0.2
w
-8.9
to
NA
-8.9
1
to
1
NA
+0.2
4.0
-4.0
-3.6
-0.2
-3.6
w
-11.6
toto
-11.6
to
to
al X braced bas
+0.2
+3.6
+4.0
+3.6
-0.6
-0.9
-0.6
-0.9
E.
to
to
NA
to
to
NA.
+0.6
+0.9
+0.6
+0.9
-2.0
-0.9
-2.7
-2.0
-0.9
-2.7
E.
to
to
to
to
to
to
of X braced bas
+2.0
+0.9
+2.7
+2.0
+0.9
+2.7
a
on Ultimate Design Wind Speed 'a.'.and a "eu
-factored.
'Eorihquake reactions do not include any o -q I;calions for
erstrenglh which may o may not be required in the
design of column anchorage and foundation by others.
Hlv norizontal force in the plane al from.
H2 v horizontal force perpendicular to the plane of Irame
VROFESS/0
R
4,0 Fye;
THE EREDRROFLSaONAL
ENGINEERGINCER WHOSE SFAL PRPFNLt
' ON THESE DRAWIHGS5EMREOYED w� C 64877 *^
BY THE MANUFACTURE0.
AND DOESNOTSERVEAS
ORREPRESENT
OFREOER ANDS EXP. Dfi 3017
OJECT
ENGINEER OF RECORDAND SHALL ,I �� ,
NOT BE CONSIDERED AS such.
DRAWING STATUS: _
FOR CONSTRUCTION \ s CIV 1�Q'
SOFTWARE VERSIONS DESIGN: MSA47.3 BIM: v20.6
n;uMca'v: Bininilvc..G
JOB NUMBER: SHEET: 4nlucrnamsa5� 0 _ 1F
W17GO031A AB -2 !MgMR
XX
I-,'
a
r
STANDARD FLASHING PROFILES
NOTE: DRAWINGS NOT TO SCALE, DRAWINGS TO REPRESENT PROFILE ONLY
MARK # BA -20 FC1V_-_ FCI FCIA2 FCP1 FCR FCRA2. FDH2-_ FDH4-10.2 FFC FFW FJ15-_ FJ15B-_
LENGTH (20'2) (VARIES) (152) (15'2) (15'2) (15'2) (TC( SI .) (VARIES) (10'2) (15'2) (15'2) (VARIES) (VARIES)
5'2FL2A_ FL22A_-10.2 FL2V_ FL3A_ FL3V_ - FL6 FL7 FL8 FL13 FL17 FL18 FPEC1-10.2
(15'2)' ' (10'2) (15'2) ` (15'2) (152) (152) (15'2) (15'2) (15'2) (152) (152) (102)
u
FOCF_-_ & FOHF_-_ THSRW_ FSF_ FSJ1 LARF1 MEC2 PED_ PF95-_ TRCP_ RJF1 RLF RSF1
(VARIES) (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) (VARIES) (15'2) (15'2) (15'2) (15'2)
TFSET -
SEF1 SEF2 TARF1 TFEC_ TFSE TGT1 THC_ THL-THE TICAV TI -1(152) (152) (15'2) (15'2) (15'2) (15'2) (15'2) (152) (152) (15'2) (15'2) GA 4B GA-7RB
NOTE DUE TO MATERIALIZATION USAGE FLASHING LENGTHS
MAY BE SUBSTITUTED WITH LONGER LENGTHS TRAN WHAT
IS CALLED OUT ON THE BILL OF LADING.
JNOTE GALVANIZED PIECES SUCH AS SIRJFZ
MAY BE PLACED UNDERNEATH THE PLASTIC ONN THE
THE
Li -1 1 1 BOTTOM SIDE OF THE FLASHING CRATE.
TR1 & TRU1 TRIC TR1S TRCZ TRW TTEC TTES TVG1_ 10.2 TVG2_-10.2 VFF1 VFF7
(15'2) (15'2) (15'2) (15'2) (152) (152) .(15'2) (10'2) (10'2) (152) (15'2)
COLD FORMED ANGLES
I
63. I
r RSA -1 '
a
GA -1
I L
GA -2 GA -5
4i9 I TB I
GA -3 r GA -6 ,
STANDARD SCREWS & BOLTS STANDARD CLIPS,
0000000
C)
.0. .0
000000CD 00 0
n 00 00 0°0`, ° 0
° 0 0 00 CL -3
- CPB -1 (5 X 10 GA X 6 3/8)
1/8 RIVET SRV -1 #10X1 SDPH #10X1 STPH #10X1 1/2 STHHW #12X1 1/4 SDHH 1/2 X2 3/16 DE 1/2 X1 1/4 BHB - (5 3/4 X 10 GA X 5) CL -2
- (WOODMATE) ` - - (6 1/4 X 10 GA X 10 1/4)
FIXED EAVE & FIXED RAKE
FR1 FECO
0 0 0 D D o Q�QFESS
/..
T0 0 0 0o �. R, q� F
000CD ° ° ,/`�Q�.y�,.�,
CLFB THEREGE5TEREDPROEEss�oNnl •��
#12X1 1/4 SDRF #12X1 1/2 SDHHT5 #14X3/4 SDHH #14X3/4 SDRF #12X1 SDYC NUTBLK FAS 104 5/16 DRILL BOLT CL4 EHGiHEERwHosEuaEnoPEnns r I J7 ,'
#12X1 1/4 SDHHT4 SIM. #14X1 SDRF SIM (FAB-LOK) (5 X 10 GA X 7 7/8) (6 3/4 X 10 GA X 5) CL -15 - DHTHEY DRAvnNGs rs ENFxor¢D I L,{,� C 6� V I' 1 - m
( ) ( ) BY THE FWFUFA[N0.ER
(4X 10GAX77/8) i li.
AND DDEs Nm sEavE As I .�
1 '
T
DWN: / CKD:
JIMMY SENNA
ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
DATE
OR REPRESENT THE PROJECT EXP-. A6 30-17
EN INEEROFREGORDPNDSFNEL :,
_ NOTBEOD DEREDASSUOI.
DRAWING STATUS: _
FOR PERMITS ONLY A ``
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 MUl
ACAJq $UiLDLNGS ' V ly
JOB NUMBER: _ SHEET: '" .F;a,canDixir 0
W17GO031A SED -000 Me.MR
i.
r
• - • a SAFETY NOTES: .
• - , - c • ` ' . F , SQUARE THE METAL BUILDING SUPPLIER STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND ,
SQUARE THE
PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SITE. , • A3
LOCAL. STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP
• - ,- BASE FASTENER (BY OTHERS) .) ENSURE WORKER SAFETY. , 'E , • , '
F t '!f ' • V4-0 O.C.CON(max.).
(min.) • Roo . ,T• ;f'
'ti
• . +i ' 3'-0" O.C. mex. � f . v • '�' � . _ � BRACING � � MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A!
BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST AID STATIONS AND EMERGENCY
BASE ANGLE I - r;,, RIGID FRAME _ PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. -
BA -20 k -
• DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES, THE USE OF HARD HATS, RUBBER SOLE SHOES BOLT DIMENSION W TI
FOR ROOF WORK PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE POSSIBLE DIAMETER ,
I I F _ ' ARE RECOMMENDED ERECTION PRACTICES. Y� t NUT ` 1? 718' HEAD
- THE METAL BUILDING SUPPLIER INTENDS THAT THESE DRAWINGS BE INTERPRETED AND - IN 34' 1114' W
• - ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WITH GOOD SAFETY PRACTICES. _ 718' 1711V
- •-r L
• ALL SAFETY PRECAUTIONS, OSHA SAFETY REQUIREMENTS, OR ANY OTHER APPROPRIATE SAFETY � 1' 1518 '
' • t 1 - ' ,. SAFETY STAY WELL FRE—TION OF ALL LONDS REOUIREMENTS, CUSTOMARY OR STATUTORY, MUST BE ADHERED TO, TO ENSURE MAXIMUM WORKER - ,s �- f 1114, 7 ,A
` _ • y BEING MOVED BY ANY TYPE OF SAFETY. , • • 4 y
LIFTING DEVICE. BEEP HANDS ANO FEET • .f Yy
CLEAR OF MOVING LOADS. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF/DEOK PANELS, WIFE THEM
> I , "^• r ► • s -� • .,'r i. • . + - OFF IMMEDIATELY TO PREVENT SLIPPING OR FALLING.
` E " • } . _ ,Iv
YOU SHOULD MAINTAIN A FIRM, SAFE POSITION WHEN USING ANY TOOL.
• - YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE , + •« + n
r r
WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA.
THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE DO NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. NUT .- HEAD ,
• PRIMARY FRAMING PLUMB AND SQUARE. FOR BEST RESULTS, IT IS RECOMMENDED THAT A TRANSIT T - ►' • •m
+
BE USED WHEN ERECTING THE STRUCTURAL. STEEL. r IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED • _ . BE SURE TO READ THE GENERAL ERECTION GUIDE PRIOR TO BY THE BUILDING PURLINS. COMMENCING ERECTION. _ -' -` _ i .r I - • - ,
BASE ANGLE DETAIL BA01 BUILDING ALIGNMENT GE01_ SAFETY COMMITMENT _ GE70 ASTM A325/A325T BOLT IDENTIFICATION MF01
AA AA I AA
7' • . - r - • . rk -- 1 . -
BOLTED JOINTS
BOLTED JOINTS SHALLBE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE *SPECIFICATION FOR
STRUCTURAL JOINTS USING HIGHSTRENGTH BOLTS', DECEMBER 31.20D9. APPROVED BY THE RESEARCH
COUNCIL ON STRUCTURAL CONNECTIONS COMMITTEE.
• SNUG -TIGHT JOINTS '
UNLESS NOTED OTHERWISE ON THE METAL BUILDING SUPPLIERS ERECTION DRAWINGS, ALL A325 BOLTS ARE
USED IN CONNECTIONS DEFINED AS SNUG•TIGHT JOINTS (ST). FOR INSTALLATION IN SNUG -TIGHT JOINTS,
` • ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT BOLT INSERTION WITHOUT UNDUE DAMAGE TO THE THREADS.
BOLTS SHALL BE PLACED IN ALL HOLES WITH NUTS THREADED TO COMPLETE THE ASSEMBLY BEFORE
COMPACTING THE JOINT TO THE SNUG TnGHT POSITION, PROCESSING SYSTEMATICALLY FROM THE MOST
RIGID PART OF THE JOINT. SNUG TIGHT IS THE CONDITION THAT EXISTS WHEN ALL HAVE BEEN PULLED '
INTO FIRM CONTACT BY THE BOLTS IN THE JOINT AND ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED
SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE USE OF A WRENCH. MORE THAN
ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED.
.
PRETENSIONED AND SUP -CRITICAL JOINTS INSPECTION RECUIREMENTS PRIOR TO START OF WORK: , « '
CONNECTIONS WHICH ARE DEFINED AS PRETENSIONED(PT)OR SUP -CRITICAL (SC) JOINTS WILL BE AS NOT7 'VERIFY ALL FASTENER COMPONENTS CONFORM TO REQUIREMENTS.ON THE ERECTION DRAWINGS BY THE METAL BUILDING MANUFACTURER OR BY THE ENGINEER OF RECORD. INSPECTION REQUIREMENTS FOR SNUGTIGHT JOINTS: • - + ° - - `
ALL CONNECTIONS WITH A49D BOLTS ARE EITHER PRETENSIONED (PT) OR SLIP -CRITICAL (SC) JOINTS. VERIFY THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNECTED ELEMENTS WERE
PRETENSIONED JOINTS ARE TYPICALLY REQUIRED WHEN THE JOINT IS SUBJECT TO SIGNIFICANT LOAD _ FABRICATED PROPERLY. AFTER ASSEMBLY. IT SHALL BE VISUALLY ENSURED THAT THE PLIES ARE SOLIDLY
' REVERSAL, THE JONT IS SUBJECT TO FATIGUE LOAD WITH NO LOAD REVERSAL, THE BOLTS ARE SUBJECT • r SEATED AGAINST EACH OTHER BUT NOT NECESSARILY W CONTINUOUS CONTACT, THAT WASHERS, -
TO TENSILE FATIGUE, THE BUILDING SUPPORTS A CRANE OF OVER 5 -TON CAPACITY, OR THE CONNECTION - IF REQUIRED. HAVE BEEN USED, AND THAT ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY -
IS PART OF THE SEISMIC LOAD RESISTING SYSTEM AND AISC SEISMIC PROVISIONS (NSC 341) ARE APPLICABLE. TO PREVENT THE TURNING OF THE NUTS WITHOUT THE USE OF A WRENCH. NO FURTHER EVIDENCE OF
THE SEISMIC PROVISIONS ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFICIENT, R CONFORMITY IS REWIRED. ._
IS TAKEN GREATER THAN 3. LOADINGS FROM WIND OR SNOW ARE NOT CONSIDERED SIGNIFICANT LOAD
REVERSAL OR FATIGUE LOADINGS. SUP CRITICAL JOINTS ARE REWIRED WHEN SUP IS DETERMINED TO BE INSPECTION REQUIREMENTS FOR TURN -0F -NUT PRETENSIONING,: -
DETRIMENTAL TO THE PERFORMANCE OF THE STRUCTURE . INSTALLATION METHODS PERMITTED FOR FOR TURN-0FRUT PRETENSIONING, IN ADDITION To THE INSPECTION REQUIREMENTS FOR SNUGTIGHT
PRETENSIONED JOINTS INCLUDE TURN4F-NUT PRETENSIONING, CAUBRATED WRENCH PRETENSIONING, JOINTS. THE INSPECTOR SHALL OBSERVE THE PREJNSTALLATTON VERIFICATION TESTING AND MONITOR THE
TWIST -OFF -TYPE TENSION CONTROL BOLT PRETENSIONING, AND DIRECT -TENSION -INDICATOR PRETENSIONING. WORK IN PROGRESS TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY '
HOT DIP GALVANIZED CONNECTIONS MAY REQUIRE RE.PRETENSIONING AFTER 5 DAYS OF SETTLING. THE AMOUNT SPECIFIED IN THE SCHEDULE ALTERNATIVELY, WHEN THE FASTENERS ARE MATCH -MARKED
AFTER INITIAL FRCP (SNUG -TIGHT CONDITION), VISUAL INSPECTION IS PERMITTED. THE SIDE OF NUTS -
TURN -0F -NUT PRETENSIONING AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL
FIRST TIGHTEN ALL BOLTS IN ACCORDANCE WITH THE ABOVE SNUG -TIGHT PROCEDURE THEN ROTATE THE APPEAR SLIGHTLY PEENED. NO FURTHER EVIDENCE OF CONFORMITY IS REWIRED.
NUT OR HEAD BY THE AMOUNT SPECIFIED IN THE BOLT PRETENSION SCHEDULE PROGRESSING SYSTEMATICALLY
FROM THE MOST RIGID PART OF THE JOINT. THE PART NOT TURNED BY THE WRENCH SHALL BE PREVENTED BOLT INSTALLATION& INSPECTION NOTES MF91 FROM ROTATING DURING THIS OPERATION. IF THE NUT IS TURNED IN THE LOOSENING POSITION THE BOLT - !
MUST BE REMOVED AND REPLACED. PRETENSION VALUES EQUAL TO OR GREATER THAN THE MINIMUM VALUES 12.0, 314'8, 700, 1-0 81 114'8 STRUCTURAL BOLTS (A325) AA - r • � ' 1 � - s
LISTED IN THE BOLT PRETENSION SCHEDULE ARE REQUIRED. - • ' - -
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I ) ' i .•T• •r ', ' ON MFSEDMWINGS IS EMPLOYED ; i W' ^"C�O77 T A L
• ^ - _ •- . . + - - + , BAND 006 NOT T SE VR EEAS �L y U o r' r t
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.x FOR PERMITS ONLY. V' \P
;,a; ADJACENT TO 2968 CRAIG AVENUE ; , i '
i ••« , -'•y - - _ PALERMO, CA 95968 - ` SOFTNARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 �11V1ERL:AtY- BUIIDLNGS '7I' _
+ JOB NUMBER: ., SHEET: nucvv.ri iv Y . T%' �_
ELITE STEEL BUILDING SYSTEMS' _ ° ' - �F
W17G0031A SED`0
01
NO RELEASE /REVISION OWN: /CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE a t r — MBMA,.
0 PLANS FOR PERMITS PJ / JH 01/31/2017 • _
sAPETr rNiEGu1TRN+.
SAFETr vaEulnroN:
' FRAME BRACE TABS TO BE
WTO AV MAX _
RIDGE PURLIN
1AA
EACH WORKER SHWLDBETRAINED
EACH WOR1tER SHOULD BE TRAINED
BENT IN FIELD AS REQ.
EPo1A4
TO USE THE SAFEST ANO MOST
PRODUCTWE ERECTION TECHNIQUES.
BR01A
TO USE THE SAFEST qND MOST
PROOUCTPIE ERECTION TECHNIQUES.
EPo1A
••
A4
,
STRUCTURAL FASTENER(S)
CLIP I
STD CHANNEL ZE CL43-UR
114' FROM BO OM
EDGE OF PURLIN WEB
- EAVE STRUT
#12X1 1/4
— —
.
RAFTER
EAVE STRUT
STD. FRAME BRACE g
'
RIDGE PURLIN
O O
-
AND CONNECTION
STRUCTURAL FASTENER(S)
-
o
o o
ENDWALL RAFTER
3'
#12X1 1/4
(6) PER EAVE FRAME BRACE
—
C
— — — —
I
12X11!4!3757/
12 HVHX NUT 80C12 -
IN
IN PRE -PUNCHED HOLES
-
PER ATTACHMENT TO CHANNEL
ENDWALL RAFTER
3'
— — F OF RIDGE
3'
EAVE STRUT BRACKET
STRUCTURAL FASTENER(S).
SPLICE
(SHOP WELDED)
012X1 114
,RIDGE ATE
FRAME
BRACE
•
"
12 A3257/
12 HVHX. NUT
(10)PER CUP
FRAME BRACE
184
(4) 12X1 114 A325T/ 3•
`
®.4
I
12 HVHX NUT
PER ATTACHMENT TOCL43_U� CUP
' EAVE FRAME BRACE
'
-
-
-
•-
CL41 UR
-
+ +
® ® (nPl
' FIELD BEND SAVE FRAME BRACE
-
'EAVE FRAME BRACE
EFB=
r
ENDWALL INTERIOR COLUMN
COLD-FORMED,
HO ROLLED
+ (2)12A325TI
tla'FROM BOTTOM
. TABS AS REQUIRED
21/2"
3/4X2 A325T/
_
(BUILT4IP OR NOT ROLLED SHOWN)
12 HVHX NUT
EDGE OF PURLW WEB I II if
3/4 HVHX NUT
_ -
(PER BRACKET)
3/4X2 A3257/
RIDGE PURLIN
STRUCTURAL FASTENER(S)
COLUMN STIFFENER
COLUMN
3/4 HVHX NUT
® ® COLUMN STIFFENER
1117 112'
SXFX-_
SXFX-_
1H
BRACKEENDWALL
BRACKET
012X1110
(SHOP WELDED)
_
(SHOP WELDED)
1112 HX MIT
WTO AT MAX (1D)PER CLIP
EAVE FRAME BRACE CONNECTION (BYPASS)
BR41 I
EAVE FRAME BRACE CONNECTION DETAIL BR4e1A
ENDWALL INTERIOR COLUMN CONNECTION _ EFOt
ENDWALL INTERIOR COLUMN CONNECTION E F01A
_ _
STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER
AA
STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER
Ie
I
I
A7 RIDGE
AA
AT RIDGE TOP VIEW
AA
SAEETYP�Gulrorc
EA01 vawc� sHvuD az TRNNED
rousE rHE SNTSTaro NDST
EPot
A4 ENDWALL RAFTER
SAFETY PRECAUTION
1 114' 1 114'
RquItTNE E�LTIDI11Eawxxas,
c 17 STRUT
EACH WTHE SAFEST AND MORKER SHOLM BE TRAINED
TO USE OST
'A'
PURLIN
PRODUCTIVE ERECTION TECHNIQUES.
RIGID FRAME RAFTER
3518'
C
STRUT
FRAME
9116'0 HOLES
II I
II
PURLIN
(T%CCEAU
317
EF26V
T
I I (4)12A325T/
AA
FRAME BRACE I I
I I 12 HVHX NUf
4 1-
C
ENDWALL RAFTER
COLUMN NOT
SHOWN FOR
®d
— -
U
.A�
CLARITY.
I 7 F,
o� ,1R 1 ,?
U
I_OJ -
o
*1(4)12A32STI -
NL4
12A325T1
HVHX NUT >
12 HVHX NUT
I (4)12 A325T/
CORNER COLUMN
Q OF COLUMN
1
12 HVHX. NUT
I
RIGID FRAME COLUMN
II r
' LENGTH WILL VARY BASED UPON
(2)12 A325T/
CONNECTION THICKNESS
W�„�,
SEE
ENDWALL RAFTER SPLICER
(PFR BRACKET)
I
CROSS SECTION FOR
3.
I II (
ENDWALL INTERIOR COLUMN
SIZE AND OUANTITY)
suEn mEwrtxw
STAYNEELNTIFLIENIDFLONS
4 1/t A725T/
12)HVHX NUT _
II
>t SPECULL FOR ROOF
FSLOPEUST BE
DETAILED FOR ROOF SLOPES
COLD -FORMED, BUILT-UP OR
'OTT-UPO �
(BUILT-UP OR HOT ROLLED SHO
BE1NGH �ANr WEEEEnNG
> 6:12
oEv�. sluE mxEFalExxos
AND EEEI E1EAR DF egvwG EDans.
ENDWALL COLUMN BRACKET
: gK2_
ENDWALL COLUMN
CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE
EF12
ENDWALL INTERIOR COLUMN BRACKET CONNECTION EF26Y
TYPE IN'
EF34
VERTICAL HAUNCH CONNECTION AT BLDG. EAVE F MF12
COLUMN TO RAFTER CONNECTION
AT RIDGE
AA
ENDWALL RAFTER
AA
RIGID FRAME
AA
,A, TYPICAL CONNECTION AT GAPS
1
A325T BOLTS (TYP.)
- ..
(SEE CROSS SECTION FOR
BOLT GAGE
RIGID FRAME RAFTER
RIGID FRAME RAFTER
-
SIZE AND OUANTffY)
SPLICE
PLATE
-
HAUNCH SPLICE HAUNCH SPLICE
A3257 BOLT(S)
(TYPICAL)
PLATE (COLUMN) PLATE (RAFTER)
II E x 7
,
7 MIN. _
(BOTH S
II (BOTH SIDES)
f
_
_ ..
1 •
e
1.1l4'MW. /'RAIN.
..
VARIES
1114'M01.
RZxTxW ZMIN,
I
/'MIN. 11 MIN.
R.F. COLUMN - VARIES VARIES R VARIES x T x W VARIES
-
MIN.
F --T> 118'
VARIES
-
W
—
1. SHIMS REOUIRED AT GAPS > 118'. .A '
SECTION 'A' 'A'
(SECTION THROUGH GAP)
-
A325T BOLTS (TYP.)
QROf ESS /p -
2. FACE NONTAPERED SHIMS BETWEEN BOLT PAIRS AS REWIRED IN
GAPS IN COMPRESSION AREA GREATER THAN 118' AND TACK WELD.
3. TACK WELD NONTAPERED SHIMS 1' MW. x E x T BOTH SIDES
•
SAFETY PRECAUTION;
WORKER PERSONAL PROTECTION EOUIPMENT
SHOULD ALWAYS MEET OSHA STANDARDS.[.�0,.
(SEEFOR
EE ROSS SECTIONQUANTITY)
•,
/,
O
a` R ' A.
BETWEEN 2. T x W NONTAPERED SHIMS TO MEET AISC'FINGER'
, SAFETY PRECAUTION:
V
STYLE.
WORKERS SHWLD BE TRAINED IN
~.
4. ALL SHIMMING MATERIAL MILD STEEL
THE PROPER ERECTION PROCEDURES
FOR ALL JOBS.
-
ENGINEERHE PROFESSIONALPE
IN -
5. RIDGE SHIMMING DETAILS SIMILAR.
WHOERED
ENGINEER WHOSE SEALAPPEARS
/� A � ,
TYPICAL VERTICAL HAUNCH SHIMMING
MF19A
RIDGE RAFTER CONNECTION DETAIL
nn
MF22
ON THESE DRAWINGS 15EMKOYED
THE
A 8,7.7
� WVtI / • 6487-7
■moi V{t
RIGID FRAME
AA
RIGID FRAME RAFTER
AA
-
BY SNUEAEAVEA
AN DOES NOT SERVE AS
.
OR REPRESENT THE PROIECT
ENGINEER OF RECORD AND SWIM
i' EXP. A6130-17
NOT BE CONSIDERED AS SUOL
JIMMY SENNA
DRAWING STATUS:
•
ADJACENT TO 2966 CRAIG AVENUE
FOR PERMITS ONLY
\. 1�1� - Civ0-
Y i
1
' -
PALERMO, CA 95968
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMERICBUILDING$
A,'V- -
� JOB NUMBER: SHEET: enucnali>kn
! O��
\ �
(+►L 1
� F
' -
ELITE STEEL BUILDING SYSTEMS
�
\
NO RELEASE /REVISION
OWN: /CID: ENGR DATE
O RELEASE /REVISION
OWN: /CID: ENGR DATE'
y y 1 7G003 1 A SED
-002 M e MR.
0 1 PLANS FOR PERMITS I
pi/ I JH 01/31/2017
\�\,
v NJ V
" PROPERLY INSTALLED COUPLING NUT: -RAFTER
ROD ASSEMBLY ROD ENDS BUTT TOGETHER AT CENTERLINE
UPPER ROD BR=
TYPICAL
CUT WASHER ROD BRACING LOWER ROD BR_-
BR=.
HVHX NUT � HVHX NUT
WEB OF RAFTER LOR
OF COLUMN 1. ASSEMBLE THE COUPLING NUT ONTO THE LOWER CUT - HVHX NUT '
HVHX NUTAFTER CUT WAS ROD UNTIL THE ROD EXTENDS TO THE CENTER
TYPICAL BRACER OF THE COUPLING NUT (1/2 THE LENGTH OF WASHER (TYP)
BWP- THE COUPLING NUT, PER TABLE BELOW). ROD BRACING ASSEMBLY CUT WASHER
A325(T) BOLTI (TYP)
ROD COUPLING NUT HVHX NUT
DIAMETER MP) I BRACER
HVHX NUT 5/8" (BRS) CPN5 BRACER BWP_
ROD BRACE CUT WASHER 3/4' (BR6) CPN6 UPPER OYPI
EYEBOLT BRACER
BWP- 7/8" (BR7) CPN7 ROD
1" (BR8) CPN8 BR -
BRACER
BWP-
TYPICAL
CABLE GRIP -
CABLE
COLUMN/RAFTER FLANGES OMITTED
FOR CLARITY.
CABLE/ROD BRACE DETAIL BR01 ROD BRACING ASSEMBLY BR01 W 40' OR GREATER ROD ASSEMBLY DETAIL W/COUPLING NUT BR02 ENDWALL ROD CONNECTION TO CORNER COLUMN BR20
AA I WEB TO WEB ROD ASSEMBLY I AA
� ItLI'. UL' INL UiliB11M
BOLT 8 HVHX NUT
FOR FELD CONNECTION
TO COLUMN
ROD BRACING (SEE NOTE)
'HVHX NtBRACER
BRACING ROD PLATE
BRCP-R
(a COUPLING NUT)CU
REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECTION
ROD 0 ROD BRACER CUT WASHER ' HVHX NUT BRACING ROD PLATE BOLT HVHX NUT -
BRACING / COUPLING N -
SB' BRS 8WP1 SB CUT WASHER 5'8 HVHX NUT BRCP5R (wl CPN5) 3/4X2 314 A325T 314 HVHX NUT
3/4' BM 3'4 CUT WASHER 314 HVHX NUT BRCP6R (W Cl%j
718' BR7- BWP2 718 CUT WASHER IIB HVKX NUT BRCPTR (wl CPN7) 1X3114 A325T 1 HVHX NUT
1' BR& 1 CUT WASHER 1 HVHX NUT BRCP8R (wl CPN8)
1 1B' BR4 BWP3 1 118 CUT WASHER 1118 HVHX NUT BRCP9R (wl CPN9) 1 114X3 A325 /NUT
1 114' BR74 1 Ila CUT WASHER 1114 INH( NUT BRCPIOR (wl CPNIO)
NOTE:
PROPERLY INSTALLED COUPLING NUT:
ROD AT BRACING ROD PLATE (BRCP-R) AND ROD BRACING (BR--) ENDS BUR TOGETHER AT THE CENTERLINE OF COUPLING NUT.
SINGLE PADDLE ROD BRACING ASSEMBLY BR20W
AA
Q FESS/0,,i
�a . R 40 .F3/. .
TNGINEERWHOMROFF590NA1
' ENGINEER WHOSE SFAI APPEA0.1
ONWESEDRAYANf SEMPLOYED W: C' 648.77 "m �
" BY THE AIANUFAR l rn
' - ANDDOES NOT SERVEAS
OR REPRESENT THE PROIER EXP. 0&30!l7
ENGINEER OF RECORD ANDSHAIL i
NOT BE EDNSINREDASWO.
DRAWING STATUS:
JIMMY SENNA FOR PERMITS ONLY �A
ADJACENT TO 2968 CRAIG AVENUE = V� C IV i\.
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMWCA3-4 BUILDINGS
" - - ELITE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET: .Ivuca>aETDVEv C O )L `,C
NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE y y 7G003 1 A SED -003 MBMR. ' j1
0 PLANS FOR PERMITS PJ / JH 01/31/2017 °j '" n ,
1 1/8" (BR9) CPN9 COUPLING
REQUIRED FOR ROD ASSEMBLY
ROD 0
ROD BRACING
BRACER
CUT WASHER
HVHX NUT
5/8"
BRS-
BWP1
5/8 CUT WASHER
5/8 HVHX NUT
3/4"
BR6-
BWP2
3/4 CUT WASHER
3/4 HVHX NUT
7/8"
BR7-
BWP2
7/8 CUT WASHER
7/8 HVHX NUT
- 1"
BR8-
BWP3
1 CUT WASHER
1 HVHX NUT
1 1/8"
BR9-
8WP3
1 1/8 CUT WASHER
1 1/8 HVHX NUT
1 1/4"
BR10-
I BWP3
1 1/4 CUT WASHER
1 1/4 HVHX NUT
13/8-1
BR11-
BWP4
1 3/8 CUT WASHER
1 3/8 HVHX NUT
1 1/2-1
BR12-
BWP4 11
1/2 CUT WASHER
1 1/2 HVHX NUT
CABLE/ROD BRACE DETAIL BR01 ROD BRACING ASSEMBLY BR01 W 40' OR GREATER ROD ASSEMBLY DETAIL W/COUPLING NUT BR02 ENDWALL ROD CONNECTION TO CORNER COLUMN BR20
AA I WEB TO WEB ROD ASSEMBLY I AA
� ItLI'. UL' INL UiliB11M
BOLT 8 HVHX NUT
FOR FELD CONNECTION
TO COLUMN
ROD BRACING (SEE NOTE)
'HVHX NtBRACER
BRACING ROD PLATE
BRCP-R
(a COUPLING NUT)CU
REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECTION
ROD 0 ROD BRACER CUT WASHER ' HVHX NUT BRACING ROD PLATE BOLT HVHX NUT -
BRACING / COUPLING N -
SB' BRS 8WP1 SB CUT WASHER 5'8 HVHX NUT BRCP5R (wl CPN5) 3/4X2 314 A325T 314 HVHX NUT
3/4' BM 3'4 CUT WASHER 314 HVHX NUT BRCP6R (W Cl%j
718' BR7- BWP2 718 CUT WASHER IIB HVKX NUT BRCPTR (wl CPN7) 1X3114 A325T 1 HVHX NUT
1' BR& 1 CUT WASHER 1 HVHX NUT BRCP8R (wl CPN8)
1 1B' BR4 BWP3 1 118 CUT WASHER 1118 HVHX NUT BRCP9R (wl CPN9) 1 114X3 A325 /NUT
1 114' BR74 1 Ila CUT WASHER 1114 INH( NUT BRCPIOR (wl CPNIO)
NOTE:
PROPERLY INSTALLED COUPLING NUT:
ROD AT BRACING ROD PLATE (BRCP-R) AND ROD BRACING (BR--) ENDS BUR TOGETHER AT THE CENTERLINE OF COUPLING NUT.
SINGLE PADDLE ROD BRACING ASSEMBLY BR20W
AA
Q FESS/0,,i
�a . R 40 .F3/. .
TNGINEERWHOMROFF590NA1
' ENGINEER WHOSE SFAI APPEA0.1
ONWESEDRAYANf SEMPLOYED W: C' 648.77 "m �
" BY THE AIANUFAR l rn
' - ANDDOES NOT SERVEAS
OR REPRESENT THE PROIER EXP. 0&30!l7
ENGINEER OF RECORD ANDSHAIL i
NOT BE EDNSINREDASWO.
DRAWING STATUS:
JIMMY SENNA FOR PERMITS ONLY �A
ADJACENT TO 2968 CRAIG AVENUE = V� C IV i\.
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMWCA3-4 BUILDINGS
" - - ELITE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET: .Ivuca>aETDVEv C O )L `,C
NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE y y 7G003 1 A SED -003 MBMR. ' j1
0 PLANS FOR PERMITS PJ / JH 01/31/2017 °j '" n ,
1 1/8" (BR9) CPN9 COUPLING
-
1 1/4"(BRIO) CPN70 NUT
1 3/8, (BR11) CPN71 LOWER
1 1/2" (BR12) CPN72 BIOD Z_
CLIP "
(SHOPWELDED)
(TYP)
2. ATTACH THE UPPER ROD TO
THE LOWER ROD ASSEMBLY,
-
UNTIL THE ROD IS FULLY
SEATED IN THE REMAINING
1/2 OF THE COUPLING NUT. COLUMNIRAFTER
REFER TO DIMENSIONS ABOVE. WEB
-
•
~ '
3. INSTALL THE ROD ASSEMBLY
AT COLUMINIRAFTER WEB.
CORNER COLUMN INTERIORCOLUMN
CABLE/ROD BRACE DETAIL BR01 ROD BRACING ASSEMBLY BR01 W 40' OR GREATER ROD ASSEMBLY DETAIL W/COUPLING NUT BR02 ENDWALL ROD CONNECTION TO CORNER COLUMN BR20
AA I WEB TO WEB ROD ASSEMBLY I AA
� ItLI'. UL' INL UiliB11M
BOLT 8 HVHX NUT
FOR FELD CONNECTION
TO COLUMN
ROD BRACING (SEE NOTE)
'HVHX NtBRACER
BRACING ROD PLATE
BRCP-R
(a COUPLING NUT)CU
REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECTION
ROD 0 ROD BRACER CUT WASHER ' HVHX NUT BRACING ROD PLATE BOLT HVHX NUT -
BRACING / COUPLING N -
SB' BRS 8WP1 SB CUT WASHER 5'8 HVHX NUT BRCP5R (wl CPN5) 3/4X2 314 A325T 314 HVHX NUT
3/4' BM 3'4 CUT WASHER 314 HVHX NUT BRCP6R (W Cl%j
718' BR7- BWP2 718 CUT WASHER IIB HVKX NUT BRCPTR (wl CPN7) 1X3114 A325T 1 HVHX NUT
1' BR& 1 CUT WASHER 1 HVHX NUT BRCP8R (wl CPN8)
1 1B' BR4 BWP3 1 118 CUT WASHER 1118 HVHX NUT BRCP9R (wl CPN9) 1 114X3 A325 /NUT
1 114' BR74 1 Ila CUT WASHER 1114 INH( NUT BRCPIOR (wl CPNIO)
NOTE:
PROPERLY INSTALLED COUPLING NUT:
ROD AT BRACING ROD PLATE (BRCP-R) AND ROD BRACING (BR--) ENDS BUR TOGETHER AT THE CENTERLINE OF COUPLING NUT.
SINGLE PADDLE ROD BRACING ASSEMBLY BR20W
AA
Q FESS/0,,i
�a . R 40 .F3/. .
TNGINEERWHOMROFF590NA1
' ENGINEER WHOSE SFAI APPEA0.1
ONWESEDRAYANf SEMPLOYED W: C' 648.77 "m �
" BY THE AIANUFAR l rn
' - ANDDOES NOT SERVEAS
OR REPRESENT THE PROIER EXP. 0&30!l7
ENGINEER OF RECORD ANDSHAIL i
NOT BE EDNSINREDASWO.
DRAWING STATUS:
JIMMY SENNA FOR PERMITS ONLY �A
ADJACENT TO 2968 CRAIG AVENUE = V� C IV i\.
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMWCA3-4 BUILDINGS
" - - ELITE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET: .Ivuca>aETDVEv C O )L `,C
NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE y y 7G003 1 A SED -003 MBMR. ' j1
0 PLANS FOR PERMITS PJ / JH 01/31/2017 °j '" n ,
RAFTER/COLUMN
FLANGE
THICKNESS
SECONDARY DOUBLE ENDED BOLT
MEMBER 12' X 23116' A449 (NUTS INCLUDED)
GAUGE REOUIREDATGIRTS
OPTIONAL AT PURLINS
12' A3257 BOLT 12' A325T BOLT
REQUIRED FOR REQUIRED FOR
LAPPED MEMBERS NON LAPPED MEMBERS
(REOUIRES 12 HVHX NUT) (REQUIRES W HVHX NUT)
c 3'B'
FOR ANTI -ROLL CLIP OR
1 16 Add
1 114 A325T
1 1 4
1114'
16
WX23115A4490E
12X114 A325T
112X11/4A3257
RAFTER
IS
IOUN16A449DE
12X1114 A325T
=I 114 A325T
14
laV3116A449DE
112XI V4 A32ST
112XI 114 A325T
JIT
1
12X2 16 A4d9 DE
112X1 714 A32ST
12X1 114 A325T
SURFACES YYnH Sl4 EDGES.
12
12X2 3176 A449 DE
10L2 A325T
12X7114 A325T
11
12X2 16 Add DE
1 A325T
12X1 1/4 A325T
16
1/2X2 3116 A449 DE
12X2 A325T
X1 114 A
12 325T
15
72X2 3115 A449 DE
12 A325T
2X
1/1X2 A325T
Before installing the roof panels and insulation, be certain that the purlins are straight and at 90'
7/2X2 1 Ad49 DE
12%2 A325T
12X2 A32ST
12'14
13
72X23116Nd49 DE
10.2 A325T
12X2 A325T
12
12X23116 A449 DE
11IX2 A325T
12X2 A325T
THE FOLLOWING FLANGE THICKNESS CONNECTIONS REWIRE THE USE OF SHOP WELDED CUPS. (SEE CONNECTION DETAILS.)
WOOD
RIGID FRAME
SDON'T ECAGM
DON'T ALLOW BLOCKING TO BE A
THE R O F. VMD TO THOSE LO IR TH
ONE ROOF. WORKERS SHOULD wFM 2"
OSNA APPROVED FHARD HATS.
SAFETY PRE('NRION:
EACH WORKER SHOULD BE TRAINED
TO 210E THE SAFEST MID MOST
PRODUCTIVE ERECTION TECHNKXIES,
(2)12X1 114 A32STI
W HVNX NUT OR AS AN OPTION
(1)12.(1 114 A325T/ 12 HVHX NUT
AND (1)12X2 3116 A449 DE
MAY VARY
SEE BSOIAA
RAFTER FLANGE THICKNESS
GREATER THAN 12'
WITH SHOP WELDED CUP
SEE DETAIL RF54W
WORKER MASS RNT:
WORKER PERSONAL PROTECTION EOUIPMEM
SHOULDALWgY6 MEET OSHA STANDARDS.
(2) #72X1 1/4
2" NOTCH
2x6
112X1 114A325TI PURLIN
12 MVMX NUT
2' NOTCH
BUTTON HEAD BOLT
12" A325T BOLT
3' o
FOR ANTI -ROLL CLIP OR
RAFTER/COIUMN SECONDARY
AT WALL ZEE GIRTS ONLY
REQUIRED FOR
1114'
Straight purlins are a necessity. Zee sections have a natural tendency to roll out of plane
FLANGE MEMBER
12' BUTTON HEAD BOLT (NUT INCLUDED)
LAPPED AND NON LAPPED MEMBERS
RAFTER
and deflect horizontally. This must be corrected by forcing the purlins into proper plane
THICKNESS GAUGEFIRST
GIRT TO SHOP WELDED CLIP
(REOUIRES 12 HVHXNUT)
and spacing. Wood blocking is recommended as one method to accomplish this.
AND (1) 12X23116 M49 DE - (EYP) SHOP WELDED CLIPS
IUP THROUGH ISEGIRTAND SHOP WELDED CUP)
SAFEtt PRECAUTION:
MAY VARY SEE DETAIL RF54AAA
12• 11
12 X 11/4 A3D7 BHB
- 12X 1114 A325
SURFACES YYnH Sl4 EDGES.
16
12 1 114 A307 BHB
12 X 1 114 A325
1
12 X 1114 A307 BHB
12X 1114 A325
Punin BlockinG
>12' td
12 X 11/4 A3D7 SHE
_1107 —1/4A3D7
72X1114 A325
1
BHB
12X 1 IN A325
Before installing the roof panels and insulation, be certain that the purlins are straight and at 90'
t
12X 11/4 A3D7 BHB
12X t 114 A325
to the slope of the roof. Use wood blocking to assist with purlin alignment If adjustment is
11 1
72X 1114 A307 BHB
12X 1114 A325
needed. Start with one row of temporary blocking in the center of the bay. Use additional rows
of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel
width of the blocking it should hold the purlins in alignment allowing the blocking to be removed.
Move blocking to next bay as the erection progresses.
BYPASS SECONDARY FRAMING CONNECTION, BOLT REQUIREMENTS
BS01
AA
SAFETY PRE('NRION:
EACH WORKER SHOULD BE TRAINED
TO 210E THE SAFEST MID MOST
PRODUCTIVE ERECTION TECHNKXIES,
(2)12X1 114 A32STI
W HVNX NUT OR AS AN OPTION
(1)12.(1 114 A325T/ 12 HVHX NUT
AND (1)12X2 3116 A449 DE
MAY VARY
SEE BSOIAA
RAFTER FLANGE THICKNESS
GREATER THAN 12'
WITH SHOP WELDED CUP
SEE DETAIL RF54W
WORKER MASS RNT:
WORKER PERSONAL PROTECTION EOUIPMEM
SHOULDALWgY6 MEET OSHA STANDARDS.
(2) #72X1 1/4
2" NOTCH
2x6
112X1 114A325TI PURLIN
12 MVMX NUT
2' NOTCH
GE02
r-�
or I
® l
3' o
FOR ANTI -ROLL CLIP OR
212'
PURLIN SPACING
WEB REINFORCEMENT CUP 1114
1114'
AA
(2)121(1 114 A325TIRAFTER FLANGE
RAFTER
12 HVHX NUT OR AS AN OPTION THICKNESS GREATER
PURLIN SPACING +•2" -
INTERMEDIATE BAY EAVE STRUT
(1)112.(1 114 A325T/ 112 HVHX NUT THAN 12' WITH
AND (1) 12X23116 M49 DE - (EYP) SHOP WELDED CLIPS
SAFEtt PRECAUTION:
MAY VARY SEE DETAIL RF54AAA
M WORKER SAFETY FINST. -
SEE BSDIAA
Typical construction of wood blocking is shown above. A 2 x 6 minimum board size should be
used. Refer to the cross section framing drawings that accompanied the building to determine
the purlin size and spacing. Measure the pur in flange and cul notch in board accordingly.
PURLIN BLOCKING
GE02
r-�
STANDARD PURLIN LAP
RF01
AA
BYPASS CONDITION
AA
INTERMEDIATE BAY EAVE STRUT
SAFEtt PRECAUT
64FEtt PRECAUTION:
OLOVERs s1KTULO ALWAr6 WEAR
GLOVES WHEN HANDLING METAL
END BAY EAVE STRUT
D
WORKERS SHOLLDALNG METAL
GLOVES WHEN HANDLING METAL
SURFACES YYnH Sl4 EDGES.
SURFACES WRH SHARP EDGES.
EAVE STRUT BRACKET
(SHOP WELDED)
COLUMN
(TYPE MAY VARY)
�- 1/2X1 7/4 A325T/
1/2 HVHX NUT
(2) REQUIRED PER
EAVE STRUT END CONNECTION
EAVE STRUT BRACKET
(SHOP WELDED)
CORNER COLUMN
(TYPE MAY VARY)
1/4 A325T/
HX NUT
DUIRED PER
tTRUT END CONNECTION
PURLIN CONNECTION DETAIL AT ENDWALL FRAME RF03R RIDGE BRIDGING CLIP CONNECTION DETAIL RF05 LOW/HIGH SIDE EAVE STRUT CONNECTION (BYPASS GIRTS) RF31R I LOW/HIGH SIDE EAVE STRUT CONNECTION (BYPASS GIRTS)FR-F-32-R]
BYPASS, INSET& FLUSH CONDITION AA AA ALL RAFTERICOLUMN FLANGE WIDTHS AA ALL RAFTERICOLUMN FLANGE WIDTHS AA
SAFETY PREEAUfION: nt OF RAFTER
WORKERS SHOULD BE TRAINED IN INSTALL ADDITIONAL ROOF FASTENERS
PURLIN THE roRp1LPRDR ERECTION PROCEDURES I ATANR-ROLLCUPS, IF REOU BY DESIGN "
4`
1/2X71/4 A325T/ ANTI -ROLL CLIP ROOF FASTENER ROOF PANEL /
V2 HVHX NUT - CL -12 = 8" PURLINS INSTALL ADDITIONAL ROOF FASTENERS) ROOF PANEL 012XI 114
CL -73 = 9 1/2" PURLINS AT ANTI -ROLL CLIPS, IF REQ•D BY DESIGN
1•-T O.C.
\ CL -14 = 12" PURLINS
(1 \ TOP
PURLIN
1� (2)12X1114 A325T1 ,
ROOF MAIN FASTENER(S) , 0 . - (EE112 HXNUT
L... - #12X1 1/4 - I - NOTE)
v PURLINWEB
- REINFORCEMENT CLIP
2) 1/2 A325T/ - CL -15
1/2 HVHX NUT _
RF54 PLATE MUST BEAR ON
A 1 r RK
RAFTER'TOP MA
ANTI -ROLL CLIP RF5OA — — TO TOP _
CL -12 = 8" PURLINS AA
CL-SIMIUAR 13 = 9 1/2" PURLINS AT if
S/
ANT4ROLL RF57 �^
RAFTER CL -14 = 12" PURLINS (FAR SIDE) RPCO CLIPLOCATIONS PURLIN
AA
RAFTER (2)12X1 114 A325T1 ` r T hIYa7
ENDWALL RAFTER 12 HVHX NUT OR AS AN OPTION r R
NOTE: WHEN ATTACHING CL -15 USE TWO BOLTS, 1 12X1114 A325T/ V��O `\� qo Fy
ALWAVS WEAR OSHA gPPROVED EYE SAFETY PREGUTIDN' TOP BOLT LOCATION VARIES BY MEMBER DEPTH. 72 HVH%NUF
MOTECTION WNEN OPEFWTCIG OMUS PtR WORKER SAFEtt FIRST.
AY VA
OR ELECTRIC SCREW GUNS. M12X2 3116 A449 DE • (EYP)
MAY VARY THE REGISTERED PROFESSIONAL 2
SEE SSOIAA ENGINE ERWHOSESFALAPPENO
ANTI -ROLL DETAIL UPHILLRF50 ANTI -ROLL DETAIL RF51 PURLIN WEB REINFORCEMENT CLIP DETAIL RF53 ONTHESEDRAWINGSISEMnOYED LLC71' C 64877 m
AND GOES NOTM SERVE ' H
RIGID FRAME RAFTER AA ENDWALL RAFTER LONG SPAN III PANEL BA LONG SPAN III PANEL BA 6YTHEMAH�/ . -
SERVEA AS LL I
ENG NEERMREPR
1t .t EXP,:06-30-17 li
ENGINEER OF RECORD AND 51Wt1
nOT eE CDMIDFRE04S SERI. � \ .�
DRAWING STATUS: `\
JIMMY SENNA FOR PERMITS ONLY
ADJACENT TO 2968 CRAIG AVENUE \V CIV 0-
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMERICAN' BUILDINGS �qr�.
ELITE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET:
NOI RELEASE /REVISION DWN: /CKD: I ENGRI DATE &401 RELEASE /REVISION DWN: /CKD: ENGR DATE W 17GO031 A SED -004 _M-8m-R,
1r/1{•
0 1 PLANS FOR PERMITS I PJ I JH 01/31/2017 ` ` `' ` ". 11wAti� i
AUT";
.PRECAUTION:
UTLITY CCLLA
MN
9 12' GRTS
COLUMN SECONDARY DWBLE ENDED BOLT l2• A325T BOLT, 12' A325T BOLT
REQUIRED FOR REQUIRED FOR
FLANGE FRAMING REOURED
LAPPED MEMBERS NON LAPPED MEMBERS
EAVE STRUT ITISRECOMMENDEDTIWTA,LWORKERS
WEAR STEEL TOE SHOES WITH
I
THICKNESS GAUGE
(SUPPLIED WITH (2) 1/2 HVHX NUT) (REQUIRES 12 HVH%NUT) (REQUIRES 12 NVHX NVT)
HARD NAn.
GUARD. EYE TON, AND HARD HATS.
'
2 X 6 WOOD BLOCKING
SAFETY PRECAUTION: (BY OTHERS)
pp NOT STEP. SIT OR CLIMB ON WALL
GIRTS OR EAVE STRUTS. FAILURE TO ADHEREHX
TO THIS PRECAUTION MAY RESULT IN A
SERIOUS WURY.
GIRT SPACING
RIGID FRAME COLUMN
- TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD
STRUCTURAL FASTENER(5)
#17X7 1Po
(TYP. U.N.)
_
RX N
HX AS
H WASHERS PER BOLT
GIRTS
A325T/
NUT
H WASH
H WASHERS PER BOLT
L-0B (,) PER CL-0
114 0.72$71
NUT
L
c W8- 11 -15 1/2X2 3116 A449 DE 1/2X1 1/4 A325T 1/2X 1 114 A325T
16 1/2X23/16-9 DE 1/2X11/4 A325T 1/2%11/4 A325T
15 1/2X23/16-0 OE 1/2X11/4 A325T 1/2X11/4 A325T
14 1/2X2 3/16 A449 DE 1/2X1 1/4 A325T 1/2X1 1/4 A325T
3/8•
13 1/2X23/16 A449 DE 1/2X11/4 A325T 12X11/4 A325T
12 12X2 W16 A449 DE 12X2 A325T 1/2%1 1/4 A325T
11 1/2X2 W16 A449 DE 12X2 A325T 1/2%11/4 A325T
16 1/2X2 3118 A449 DE 1/2X2 A325T 1/2X1 1/4 A325T
15 1/2X2 3116 8449 DE 12X2 A325T 1/2X2 A325T
141/2X23/16A449 DE 1/2x2 A325T 1/2X2 A32ST
13 1/2%2 3/16 A44B DE 12X2 A325T 12X2 A325T
12 1/2X2 3116 A44B OE 12X2 A325T 12X2 A325T
It 1/2X3 518;301 DE 12X2 A325T 12%2 A32ST
_
—
J aE2
5/8- 11 - 16 1 1/2X3 WS A307 DE 12X2 A325T 12X2 A32ST
3/4• 11 - 18 1/2X3 5/6 A307 DE 12X2 A325T 1/2X2 A325T
1• 11 - t6 12x3 5/8 A307 DE 12%2 A32ST 1/2X2 A325T
11/2" t1-t6 1/2X35/6 A30]DE SPECIAL ORDER SPECIAL ORDER
SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE
1 12
'
'
WOOD BLOCKING
GIRT
GIRT SIZE AND SPACINGS.
(BY OTHERS)
GIRT EXTENSION ANGLE
'
GFA-2
6118' 6118'
BASE ANGLE
INSTALLATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING
THE WALL SHEETING OR INSULATION, CHECK TO BE SURE THAT THE EAVE STRUT AND GIRTS ARE
STRAIGHT AND PLUMB. TO ALIGN THE GIRTS, CUT TEMPORARY WOOD BLOCKING
GE03
INSET GIRT CONNECTION TO COLUMN
WF01Q
BOLT REQUIREMENTS FOR SECONDARY FRAMING CONNECTIONS BS02
TO THE PROPER LENGTH AND INSTALL BETWEEN THE LINES OF GIRTS. THIS BLOCKING CAN BE
MOVED FROM BAY TO BAY WHICH WILL REDUCE THE NUMBER OF PIECES REQUIRED. NORMALLY,
GIRT BLOCKING
AA
AA
AA
AT COLUMNS
ONE LINE OF BLOQK,IISHi PER BAY W144 Or; %VFFIQIFNT.
'ENDWALL CLIP
'
(1) 12X1114 A325T
SAFETY PRECAUTION:
GIRT DEPTH CL4
12 HVHX NUT COLUMN
DO NOT STEP, SIT OR CLEMSON WALL
• 12X1 114 A325T/
AND (1)12X23/16 A449 DE - (TYP.)
GIBES OR EAVE STRUTS. FAILURE To ADHERE
COLUMN FLANGE TO THIS PRECAUTION MAY RESULT IN A
12 HVHX NUT I.114 A325T/
MAY VARY
SERIOUS INJURY.
r 12 HVHX NUT
' STRUCTURAL FASTENER(S) r OR FOR FLANGES > 7116'- 1'
#72X1114 I 12X2 A325T/
12 HVHX NUT
SEE BS01M
COLUMN RANGE THICKNESS
GREATER THAN 1? 12%1 114 A325T/
WITH SHOP WELDED CLIP 12 HVHX UT
SECTION A
GIRT
o
GIRT
GIRT
(SEE STEP ONE)
CORNER COLUMN
SEE DETAIL WFI2RAA (TYR. LAP BOLTS)
o GIRT
2'
21L4
O
4L (1) 1(2X1114 A325T/
I
a
12 HVHX NUT
T ;
(1)12X2 3116 A449 DE - (TYP.)COLUMN
FLANGE
MAY VARY
GIRT EXTENSION ANGLE $EE COLUMNIAA FLANGE THICKNESS GREATER THAN1?
pCOLUMN FIANCE
SECTION 8
0:—SEE
GEA•_ WITHSHOP WELDED CLIP SEE DETAIL WF58W
114• 1 114•
GIRT LAPS OVER GIRT AT COLUMN FLANGE
SECTION A
ATTACH TO 112 DE BOLT WITH12 NUT AND
INSTALL 12 A325T BOLT AT REMAINING
STRUCTURAL FASTENERS) NOT REQUIRED IF
AS READ AS REDID
ATTACH FIRST GIRT TO COLUMN FLANGE
THROUGH BOTH GIRTS AT
COLUMN FLANGE.
#12X1 114 OPEN SIDEWALL D_
WITH 12 DE BOLT AND (1)12 NUT
12X2 3116 /A449 DE BOLT
(VHX
114 A UTT/
NUi (TYP.)
NOT REOURED IF OPEN ENDWALL
VARY
— — — — —
NOTE: (2) NUTS ARE SUPPLIED WITH DE BOLT, RESERVE
SEE.I.
REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP.
2114
L�,AT
STEP ONE
STEP TWO
8' OR 917 INSET / FLUSH ENDWALL
CORNER GIRT CONNECTION (BEAM 8 COLUMN CORNER COLUMN) WF01RQ
BYPASS LAPPED ZEE GIRT CONNECTION WF02R
BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN WF10R
BYPASS SIDEWALL I INSET OR FLUSH ENDWALL
AA
COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 112- AA
COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO TO AA
CORNER
COLUMN
'
COLUMN
(1)12X7 114 A325T/
SECTONA 12 HVHX NUT
SECTION B CUP
A
AND (1)12X2 Yt6 A449 DE • (TYP.)
CL-15
_
MAY VARY- (2)12%11/4 A325T/
SEE BS0IAA 12 HVHX NUT
(SHOP WELDED) (2)12X1114 A325T/
112 HVHX NUT
'
OSEE
r
SECTIONA,
'
WITH 1/2 DE BOLT IN PLACE,
OUTER ZEE GIRT CAN BE ATTACHED
WITH 1/2 A32ST BOLT AND ADDITIONAL
NUT ON 1/2 DE BOLT.
- SECTIONA
SECTIONCOLUMN
•
,GIRT ATTACHES BELOW CLIP/
AS SHOWN.TYP.
0,GIRT
CONNECTION TO
GIRT CONNECTION TO
COLUMN FLANGE _
CLIP SHOP WELDED TO COLUMN FLANGE
I .�[.�����4' •
1/2x2 3/16A449DE BOLT - TYP
,0
SEE BS02AA -
THE REGISTERED PROFESSIONA.
yV
[NGINEER WHOSE SFA/APRN6
NON-LAPPED BYPASS GIRT WHIR
ONTHEYDRAWINGSISEMROYED
f( �'�'
6487:7 Tlrt'
j
BYPASS GIRT TO COLUMN CONNECTION (LAPPED GIRTS ONLY) WF10RA
BY REMANUFACTURER
`
C
STEP TWO AA
TLP. AT CORNER COLUMN OR ANY SINGLE BYPASS ZEE TO COLUMN AA
AND DOES NOT SERVE AS
I LL
'
OR REPRESENT THE PROIELT
E/��7
EXP.
ENGINEER OF RECORD AND SHALL
'06_w(0-1:7
NOT BE CONSIDERED AS
JIMMY SENNA DRAWING STATUS:
FOR PERMITS ONLY
ADJACENT T02966CRAIG AVENUE
_
�� CIVI i
- SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMERICAN BUILDINGS
'
PALERMO, CA 95968 -.
JOB NUMBER: SHEET:
ELITE STEEL BUILDING SYSTEMS
-
^ 1 \
y 1.
NO RELEASE / REVISION DWN: / CKD: ENGR DATE
O RELEASE /REVISION OWN: /CKD: ENGR DATE
W 17GO031 A SED-006 'M a Ma.
0 PLANS FOR PERMITS PJ / JH 01/31/2017
.;.4- :. Ai:4>2.
3
J
TAPE MASTIC URETHANE CAULK
BASE ANGLE (ENDWALL)
BASE FASTENER (BY OTHERS)
3/4 TM GTS
OUTSIDE CORNER FLASHING
BA -20
BASE ANGLE (SIDEWALL)
WALL PANE- 114"0 CONCRETE ANCHOR (Min.)
3'-V O.C. (Max.)
CLOSURE
EAVE CASHING
EAVE CLOSURE FLASHING
FCR
J,P
BA -20
WALL MAIN FASTENER(S)
/112X1 114 I
1'.V D.C.
EAVE SUPPORT
FLASHING
INSIDE
O O
BASE ANGLE 1 I?s OVERHANG
84.20
\
\
EAVE STRUT
GRADE
•. - ~
BLIND RIVET
T
. 1/B RIVET
.
r
(3) PER LAP
OUTSIDE CLOSURE
`
CORNER BASE ANGLE
LOAI
FBC-1
BLIND RIVET
1/8 RIVET
•
_
(6) PER LAP
(TYP-)
LONG SPAN III PANEL
BASE ANGLE DETAIL BA 01
SECTION AT BASE ANGLE BA02
OUTSIDE CLOSURE INSTALLATION AT EAVE EA37
OUTSIDE CORNER FLASHING FLO8
Ag
ARCHITECTURAL III, ARCHITECTURAL V RIB OR LONG SPAN III WALLS AB
LONG SPAN III WALLS AB
LONG SPAN III WALLS AR
THINGS TO REMEMBER
SAFETY PRECAUTION:
1. THINK SAFETY.
2. CARE FOR PANELS IN ACCORDANCE
WORKERS SHOULD BE TRAINED IN
THE PROPER ERECTION PROCEDURES
WITH ERECTION GUIDE.
FOR ALL JOBS. INSULATION
EAVE ASE ANGLE,
SAVE STRUT OR
3. ALIGN GIRT.
I
LONG SPAN 111 PANEL (TMP.) GABLE ANGLE
4. PLUMB FIRST AND EVERY PANEL.
S. CHECK COVERAGE ON EVERY PANEL.
CAP FLASHING I
WALL STITCH FASTENER(S) WALL MAIN FASTENER(S)
(TYP. AT SIDELAPS, SEE NOTE 2) (TYP. SEE NOTE 1)
6. FOLLOW SCREW ATTACHMENT SEQUENCE:
IIS-��I
FCP1 �I
DETAIL "A"
TRAILING TO LEADING.
II II TRIM INSIAATION AND
(SEE NOTE 2)
/
2'-0" O.C. VERTICALLY 1#•-0 O.04
DETAIL "A'
TOP TO BOTTOM.
7. DO NOT EXCEED INSULATION THICKNESS
TURN VINYL BACK INSULATION
II II MUST NOT BE EXPOSED TO
/
(4" MAX) —
I t
WEATHER
WALL PANE
WALL TRIM FASTENER(S)
8. DO NOT "RATCHET OR OVERTIGHTEN WALL
TI I
PANEL SCREWS. THIS WILL CAUSE "DIMPLING".
1
\1
II
11.0*04
1'-0.O.C.
9. USE THE FLAT OF THE LONGSPAN PANEL
'(
—
—
II II
NOTE,
TO APPLY PRESSURE WHEN INSTALLING.
1\
II II II
I OAl
1,_O• 1•_O" 1•-0"
(SEE EXAMPLE)
o
REQUIRED OR BUILDING
10. DO NOT USE ABRASIVE SAWS OR OTHER
IL — � 4,4 e
112:12 OR LESS
CUTTING TOOLS WHICH PRODUCE HOT METAL
PARTICLES OR BURNED EDGES.
II II
BASE ANGLE J
-
2 CAP FUSHING, FCP1
NOTE:
1. WALL FASTENER(S) REQUIRED AT SIDEWALL
THESE METHODS WILL DAMAGE THE
REQUIRED FOR BUILDING SLOPES OUE NO CLOSURE
(SEE NOTE 1)
AND ENDWALL GIRTS, BASE ANGLE, EAVE
PAINTED AND GALVALUME FINISH AND WILL VOID
GREATER THAN 112:12
STRUT AND GABLE ANGLE. FASTENER LAYOUT
ANY WARRANTIES. USE DOUBLE CUT SHEARS,
-
SHOWN ALSO APPLIES FOR LINER AND PARTITION
NIBBLERS OR OTHER CUTTING DEVICES WHICH
NOTE: BASE MEMIER MAY BE DIFFEREM
FROM WHAT IS SHOWN.
PANELS.
2. PANEL STITCH FASTENER(S) AS SHOWN REO -D.
DO NOT PRODUCE HOT METAL PARTICLES OR
ONLY AT PANEL SIDELAPS OR AT FLASHING
BURNED EDGES.
LAPS AND FLASHING TO PANEL CONNECTIONS.
PANEL INSTALLATION NOTES
GE04
SUGGESTED INSULATION DETAIL AT WALL PANEL BASE IN02
PANEL CLOSURE DETAIL AT RAKE RA01
FASTENER LAYOUT WC05
LONG SPAN III WALL PANELS
AB
AA
ARCHITECTURAL III, ARCHITECTURAL V RIB OR LONG SPAN III WALLS Ag
LONG SPAN III WALLS AB
GOOD ALIGNMENT OF THE FASTENERS WILL GIVE A PROFESSIONAL APPEARANCE OF SHEET WALL MAIN FASTENER(S) (TVP) -
INSTALLATION. THIS CAN BE ACCOMPLISHED BY PRE -DRILLING HOLES IN THE SHEETS
#12X1 114
AT IDENTICAL LOCATIONS, UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED
1'-O" O:0.
USING A TEMPLATE SHEET. USE 1/8" OR 5/32" DIAMETER DRILL BIT FOR SHEET TO
LONG SPAN III PANEL
STRUCTURAL FASTENERS. AND A 1/4" DIAMETER BIT FOR THE SIDELAP CLEARANCE HOLES.
CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILLING TO AVOID RUST STAINS.
THE TEMPLATE SHEET SHOULD BE LAID OUT IN ACCORDANCE WITH THE BUILDING ERECTION
DRAWINGS. SINCE PRE -DRILLING WILL "HAND" THE SHEETS IT IS NECESSARY TO SELECT THE GIRT LINE OR -
END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEGIN. PRIOR TO DRILLING THE STRUCTURAL LINE
TEMPLATE SHEET IT SHOULD BE CHECKED FOR PROPER HOLE LOCATIONS AGAINST THE -
BUILDING FRAMEWORK. BE SURE THERE IS NO SAG IN THE PURLINS OR GIRTS.
PRE -DRILLED TEMPLATE SHE ET I WALL TRIM FASTENER(S)
#14X314
2'-0" O.C.
SAFETY PRECAUTION:
g AYSwEAROSNAAPPROVEDEYE
PFTOTECTILTNWNENOPERATRV DRILLS D
OR ELECTRIC SCREW GUNS.
-
- - - -
NOTE:
SEE FASTENER LAYOUT
WCOSAB
[ /�
STACKED SHEETS TO f ESS / x - ,
BE DRILLED V_/�„/'�//
BLIND RIVET TYPICAL l�
R. CORNER FLASHING 1/8 RIVET -
FCR (6) PER FLASHING LAP . V� 4'
[I
KEEP ENDS OF PANELS ALIGNED T
. TNGIN PSEXAIONAL`1I
//
ERWHO V
ENGINEER WNC4E SEAL APPEAR$
PRE -DRILLING FOR FASTENER LOCATIONS WC08 CORNER FLASHING DETAIL (OUTSIDE) WC21 ONIRESEDM.NGSISEMPLOYEO ) 1/�_ 100
---- -- - I
64877
BY TNENIANUFACTURER C/
LONG SPAN III WALL PANELS AB LONG SPAN III WALLS AB ANDDOESNOTSERVEA I w
OR REPRESEM THE PROJECT i 1111
1 EXP..Ofi O-17 '
.
_ ENGINEER OF RECORD AND SINLL ... ..
• NOT BE ODNLDEREDAS SUOI. , 1. .• ..
DRAWING STATUS: 74 ,�
\\
JIMMY SENNA V
ONLY
• - _ ADJACENT $02968 CRAIG AVENUE, FOR PERMITS �/
T�� _ '.. '.;f
- PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 pINERICAEy..BUILDINGS �q . Y
JOB NUMBER: SHEET: -^w nDPa,OCr
. nu.•
ELITE STEEL BUILDING SYSTEMS
INOI RELEASE / REVISION I OWN: / CKD: I ENGRI DATE 01 RELEASE / REVISION I DWN: / CKD: I ENGRI DATE W 17GO031 A SED -009 'M e M w
0 PLANS FOR PERMITS I PJ I JH 01/31/2017
J
SAFETY PRECAUTION:
GIR NOT STEP, SIT OR DUMB ON WALL
GIRTSOREAVESTRUTS. FAAURE TOADNERE
TO THIS PRECAUTION MAY RESVLT IN A
SERIOUS INJURY.
CLAMP AND WOOD BLOCKING
BY OTHERS (SUGGESTED)
FASTENER
SEQUENCE
RELEASE / REVISION
FOR PERMITS
WOOD BLOCKING ,
(BY OTHERS)
EAVE STRUT - rRAKE FLASHING
EAVE CLOSURE FLASHING
4
,
WALL TRIM FASTENER(S)
DESCRIPTION
OESCRIPTON
#14X3/4
1113 DIAMETER RNET W WASHER
a12 X 1 1/4
1'-0" O.C. AT PANEL RIBS
SAVE SUPPORT
FLASHING
WALL TRIM FASTENER(S)
#14X3/4
1'-O" O.C. AT PANEL RIBS
SELF DRILLING COLOR MATCHING HEX HEAD
CLOSURE
MARK NO. 119 RIVET
SELF DRILLING CARBON STEEL HEX HEAD
FASTENER WITHOUT WASHER
S ESIDE
OS ATEEAVE)
MARK NO. #12X1 1/4 SDHH
GABLE MEMBER /
/
/ GIRT
/ (SEE NOTE 5)
/
WALL TRIM FASTENER(S)
11- #14 X 3/4
2'-0" O.C. AT PANEL SIDECARS
VALL MAIN FASTENER(S)
#12X1 1/4
1'-0 O.C.
BASE ANGLE
BA -20
GENERAL NOTES:
1. CROWD OR STRETCH PANELS SLIGHTLY AS
NECESSARY TO MAINTAIN 3'-0' COVERAGE PER
PANEL.
2. PANELS MUST BE INSTALLED SQUARE WITH
BUILDING FRAME.
3. PANEL SIDELAPS STITCHED Z -O" ON CENTER WITH
#14 WALL FASTENERS.
4. USE TOUCH UP PAINT WITH AN ARTIST TYPE
LONG SPAN III PANELS BRUSH. DO NOT USE AEROSOL TYPE PAINT
FOR TOUCH UP.
5. GIRTS ARE TO BE BLOCKED TO MAINTAIN VERTICAL
CORNER FLASHING BASE ANGLE CORNER GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT
FCR FBC-1 FLANGES WILL CAUSE DIMPLING OF PANELS AT
SCREW LOCATIONS.
LONG SPAN OUTSIDE CLOSURE
LG
WALL FASTENERS
MISCELLANEOUS FASTENERS
SPECIAL CONDITION FASTENERS
. T
DESCRIPTION
OESCRIPTON
DESCMPT0.
1113 DIAMETER RNET W WASHER
a12 X 1 1/4
IB- BLIND RIVET
12 X 1 1/4 TEK4
SELF DRILLING COLOR MATCHING HEX HEAD
SELF DRILLING CARBON STEEL HEX HEAD
FASTENER WTIOUi WASHER
MARK NO. 119 RIVET
SELF DRILLING CARBON STEEL HEX HEAD
FASTENER WITHOUT WASHER
MARK NO. #12X1 1/4 SDHH
APPLICATION
MARK NO. #12X1 1/4 SDHHT4
APPLICATIONFLASHING
LAPS AND FLASHING
AFMCATION
FASTENER WITHOUT WASHER
CLffS AT OVERHEAD DOORS.
TO PANEL CONNECTIONS
(STEEL THICKNESSES GREATER THAN I I GA
SIDELIGHT SIDEUPCONNECTIONS
WALK ODORS. ETC.
AND UP TO AND INCLUDING I-)
FIELD SIRULTURALATTAC/MENTS
„
BACKLAPPING THE PANELS VOR 2' IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE
BUILDING WIDTH AND LENGTH. ON THE SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED.
ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS.
RIp�E
NOTE:
ENDWALL PANELS SHOWN, SIDEWALLS PANELS SIMILAR
LONG SPAN III SHOWN, ARHITECTURAL III 8 ARCHITECTURAL N" RIB SIMILAR.
TYPICAL CORNER DETAIL AT PANELS FWC20 PANEL BACKLAPPING WC75
LONG SPAN III WALL PANELS AB ARCHITECTURAL 111, ARCHITECTURAL "V" RIB OR LONG SPAN III WALLS AB
BUILDING STRUCTURAL BUILDING STRUCTURAL BUILDING STRUCTURAL - PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GE03/AA.
LINE (GIRT LINE) LINE (GIRT LINE) LINE (GIRT LINE)
1/2" INSULATION (BY OTHERS) IF REQUIRED, SHOULD BE INSTALLED PRIOR 70 THE
PANEL INSTALLATION AND CONTINUED IN THE SAME MANNER AS SHEETING
1 17/32" WALL MAIN FASTENERS) ARCHITECTURAL PROGRESSES ALONG THE WALL.
#12X1 IN 'V" RIB PANEL
WOOD BLOCKING INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE
PANEL RIB WITH THE STRUCTURAL OR GIRT LINE AS SHOWN. IT IS EXTREMELY
IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLED PLUMB. USE A SPIRIT
A LEVEL OR TRANSIT ON EACH PANEL. IT IS RECOMMENDED THAT A SMALL
V4LONG SPAN III WALL MAIN FASTENER(S) ARCHITECTURAL IN W EDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE. APPLY
PANEL. #12X1 1/q WALL MAIN FASTENER(S)
nIJG PANEL #12X1 1/4 THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALL
5 i C(J 1'-0" O.C. STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND
E 1•I E MAJOR RIB (OVERLAPPING RIB) 1'-0" O.C. • PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE).
OIR REMOVE THE WE L3E/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. DO
• MAINTAIN EQUAL SPACING NOT ERECT PANEL BV ATTACHING AT BOTH ENDS WORKING TO THE MIDDLE OF
UP THE ENTIRE PANEL LAP. ARCH.'V' RIB PANEL THE PANEL THIS PROCEDURE PROMOTES 'OIL CANNING
DO NOT STEP, SIT OR CLIMB � (fYP. U.N.)
ON WALL GIRTS OR EAVE BEARING RIB INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (AS
STRUTS. FAILURE TO ADHERE - LONG SPAN III PANEL BEARING RIB
TO THIS PRECAUTION MAY SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME
RESULT INASERIOUS INJURY. (TYP. U.N.) OVERLAPPING
ARCH. III PANEL RIB MANNER AS THE FIRST PANEL. CONTINUE TO SHEET THE WALL USING THIS
(TY P. U.
PROCEDURE. CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL
BEARING B I I I� �� OPENINGS AS REQUIRED.
RIB _I}_}I�I ._ OVERLAPPING RIB
EO.�]e.�VER—P!.G
�. . EO. � ED. EO.EO SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND
- rt CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT
TWO HOLE 1/8"0 HOLE 1/8"0 HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF
THE PREVAILING VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL
BLANKET INSULATION LONG SPAN III PANEL LAP AND ARCHITECTURAL III PANEL LAP AND ARCHITECTURAL -V" RIB PANEL LAP WILL BE LESS VISIBLE. THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY
(BY OTHERS) PRE -DRILLED HOLE DETAIL " PRE -DRILLED HOLE DETAIL AND PRE -DRILLED HOLE DETAIL PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD
LONG SPAN III PANEL SHOWN, SIOE (DOWNWARD SIDE) OF THE PANEL RIB.
MULTI RIB SIMILAR PRE -DRILLING OVERLAPPING RIB FOR STITCH SCREWS
ARCHITECTURAL III PANEL SHOWN, AS SHOWN WILL INSURE ALL SCREWS ARE ALIGNED.
LONG SPAN III 8 ARCHITECTURAL 'V* RIBWALL PANEL INSTALLATION WCG4
PANELS SIMILAR N70 AVOID DIMPLING DO NOT OVER TORQUE -
SCREWS LONG SPAN III, ARCHITECTURAL III OR ARCHITECTURAL N"RIB WALL PANELS AB
PJ /
JIMMY SENNA
' ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
DRAWING STATUS:
FOR PERMITS ONLY
THE REGISTERED PROFESSIONAL
ENGINEER WHOM
SEAL APPEARS
ON THESE DRAWINGS IS EMPLOYED
BY THE NNNUFARURER
AND DOES NDT SERVE AS
OR REPRFSEMTHE PROJECT
ENGINEER OF RECORD AND SWILL
NOT BE CONSIDERED AS SLOT.
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMEIKjCAN BUILDINGS
JOB NUMBER: SHEET: : nurcv move.
W17GO031A SED -010 McMA
. 8 .. �A1:`."ii."
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DESCRIPTION
DESCRIPTION
. T
#12 X 1 1/4
1113 DIAMETER RNET W WASHER
DESCMPTON S
+
SELF DRILLING COLOR MATCHING HEX HEAD
MARK NO. SRV -1
.12 X 1 1/2 TEK5
FASTENER WITHOUT WASHER
SELF DRILLING CARBON STEEL HE( HEAD
MARK .0. .12X1 114 SDN.
APRIGTON
FASTENER WITHOUT WASHER
AFPLCATOH
SIDELIGHT SIDEUPCONNECTIONS
MARK NO. #12%11/2 SOHHTS
'/16A
SMEETTO STRUCTIURALCONNECTIOHS
APY CATION
(SASE A GABLE ANGLE. GIRTS, EAVE
(STEEL ll4•
STRUTS, ETC.)
-
AND TO INCLUDING I -)
TO AND INCLUDING 1121
+
SI
FIELD STRIICIURAL ATTACHMENTS
'
.
DESCRIPTION •.
laza.
a1ox 1/2ffil
SELF DRILLING COLOR MATCHING HEX HEAD
SELF TAPPING CARBON STEEL HEX
DESCRIPTON
FASTENER WIiH1OUT WASHER
HEADFASTENER WITHOUT WASHER
010 X 1 1/2
TDEWR
MARK NO. .14X3/4 SDHH
MARK NO. #10%12 STHH
SELF TAPPING CARBON STEEL HEX MEAD
APPLICATON
APPLIDATgN
FASTENER WITH WASHER
MARK NO. 10%112 STHHW
TItl4"
PANEL SIDELIIPCONNECTIONS,FLASHINGTO
WINDOW JAMB MULLION$
PANEL CONNECTIONS AND OTHER SHEET TO
APPLICATION
SHEET CONNECTIONS
PANELS TO WOOD STRUCTURE.
HEX HEAD SOCKET REWIRED)
NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16- HEX SOCKET UNLESS
NOTED.
BASIC PARTS AND PIECES
WC61
LONGSPAN WALLS
AB
BACKLAPPING THE PANELS VOR 2' IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE
BUILDING WIDTH AND LENGTH. ON THE SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED.
ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS.
RIp�E
NOTE:
ENDWALL PANELS SHOWN, SIDEWALLS PANELS SIMILAR
LONG SPAN III SHOWN, ARHITECTURAL III 8 ARCHITECTURAL N" RIB SIMILAR.
TYPICAL CORNER DETAIL AT PANELS FWC20 PANEL BACKLAPPING WC75
LONG SPAN III WALL PANELS AB ARCHITECTURAL 111, ARCHITECTURAL "V" RIB OR LONG SPAN III WALLS AB
BUILDING STRUCTURAL BUILDING STRUCTURAL BUILDING STRUCTURAL - PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GE03/AA.
LINE (GIRT LINE) LINE (GIRT LINE) LINE (GIRT LINE)
1/2" INSULATION (BY OTHERS) IF REQUIRED, SHOULD BE INSTALLED PRIOR 70 THE
PANEL INSTALLATION AND CONTINUED IN THE SAME MANNER AS SHEETING
1 17/32" WALL MAIN FASTENERS) ARCHITECTURAL PROGRESSES ALONG THE WALL.
#12X1 IN 'V" RIB PANEL
WOOD BLOCKING INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE
PANEL RIB WITH THE STRUCTURAL OR GIRT LINE AS SHOWN. IT IS EXTREMELY
IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLED PLUMB. USE A SPIRIT
A LEVEL OR TRANSIT ON EACH PANEL. IT IS RECOMMENDED THAT A SMALL
V4LONG SPAN III WALL MAIN FASTENER(S) ARCHITECTURAL IN W EDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE. APPLY
PANEL. #12X1 1/q WALL MAIN FASTENER(S)
nIJG PANEL #12X1 1/4 THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALL
5 i C(J 1'-0" O.C. STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND
E 1•I E MAJOR RIB (OVERLAPPING RIB) 1'-0" O.C. • PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE).
OIR REMOVE THE WE L3E/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. DO
• MAINTAIN EQUAL SPACING NOT ERECT PANEL BV ATTACHING AT BOTH ENDS WORKING TO THE MIDDLE OF
UP THE ENTIRE PANEL LAP. ARCH.'V' RIB PANEL THE PANEL THIS PROCEDURE PROMOTES 'OIL CANNING
DO NOT STEP, SIT OR CLIMB � (fYP. U.N.)
ON WALL GIRTS OR EAVE BEARING RIB INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (AS
STRUTS. FAILURE TO ADHERE - LONG SPAN III PANEL BEARING RIB
TO THIS PRECAUTION MAY SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME
RESULT INASERIOUS INJURY. (TYP. U.N.) OVERLAPPING
ARCH. III PANEL RIB MANNER AS THE FIRST PANEL. CONTINUE TO SHEET THE WALL USING THIS
(TY P. U.
PROCEDURE. CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL
BEARING B I I I� �� OPENINGS AS REQUIRED.
RIB _I}_}I�I ._ OVERLAPPING RIB
EO.�]e.�VER—P!.G
�. . EO. � ED. EO.EO SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND
- rt CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT
TWO HOLE 1/8"0 HOLE 1/8"0 HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF
THE PREVAILING VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL
BLANKET INSULATION LONG SPAN III PANEL LAP AND ARCHITECTURAL III PANEL LAP AND ARCHITECTURAL -V" RIB PANEL LAP WILL BE LESS VISIBLE. THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY
(BY OTHERS) PRE -DRILLED HOLE DETAIL " PRE -DRILLED HOLE DETAIL AND PRE -DRILLED HOLE DETAIL PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD
LONG SPAN III PANEL SHOWN, SIOE (DOWNWARD SIDE) OF THE PANEL RIB.
MULTI RIB SIMILAR PRE -DRILLING OVERLAPPING RIB FOR STITCH SCREWS
ARCHITECTURAL III PANEL SHOWN, AS SHOWN WILL INSURE ALL SCREWS ARE ALIGNED.
LONG SPAN III 8 ARCHITECTURAL 'V* RIBWALL PANEL INSTALLATION WCG4
PANELS SIMILAR N70 AVOID DIMPLING DO NOT OVER TORQUE -
SCREWS LONG SPAN III, ARCHITECTURAL III OR ARCHITECTURAL N"RIB WALL PANELS AB
PJ /
JIMMY SENNA
' ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
DRAWING STATUS:
FOR PERMITS ONLY
THE REGISTERED PROFESSIONAL
ENGINEER WHOM
SEAL APPEARS
ON THESE DRAWINGS IS EMPLOYED
BY THE NNNUFARURER
AND DOES NDT SERVE AS
OR REPRFSEMTHE PROJECT
ENGINEER OF RECORD AND SWILL
NOT BE CONSIDERED AS SLOT.
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMEIKjCAN BUILDINGS
JOB NUMBER: SHEET: : nurcv move.
W17GO031A SED -010 McMA
. 8 .. �A1:`."ii."
QROFESS/p ,:
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ROOF PANEL BUNDLE - SPREADER BAR
(LOCATE OVER RIGID FRAME)
STAY V E LL IN
STAY WELL IN THE CLEAR OF LOADSBEINGMOVE BY ANY T E LIFTING
DEVICE. CLEAR OF MOVING LOADS. AND FEET CLEAR OF MOVING LOADS.
DETAIL •A'
RIGID FRAME _ PURLINS BLOCKING
(TO PREVENT PURLINS
PACKAGE FROM ROLLING OVER
_ UNDER WEIGHT OF
• PANEL PACKAGE.)
PURLIN
. DETAIL'A• RAFTER
TO FACILITATE THE HANDLING OF THE ROOF PANELS, PANEL BUNDLES CAN BE LIFTED
AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO
PREVENT THE PURLINS FROM ROLLING OVER DO NOT SLIDE BUNDLED PANELS ALONG ROOF
FRAMING. WHEN LIFTING BUNDLED SHEETS, MAKE CERTAIN THAT THE BUNDLE IS ADEQUATELY
SUPPORTED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL
SHOULD BE LEFT UNSUPPORTED.
REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE
BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANEL HANDLING AND SPEED THE ERECTION
PROCEDURE.
ROOF AND WALL PANELS
ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED, PROVIDE
EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL
SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS
CARE IN HANDLING.
UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD
BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO
ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND
SUFFICIENTLY HIGH ENOUGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS
GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE
SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN.
ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN
WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. PANEL MANUFACTURER EXERCISES ,
EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL
STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION
OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED
BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED
MOISTURE IS OFTEN CALLED WET STORAGE STAIN.
THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE
OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE
IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK
THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE. THEREFORE. IT IS IMPERATIVE THAT ALL
PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY
THE PANELS AT ONCE AND STORE IN A DRY, WARM PLACE, IF POSSIBLE.
WHEN HANDLING OR UNCRATING THE PANELS. LIFT, RATHER THAN SLIDE, THEM APART. BURRING
EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER
ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND.
ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB
SUPERVISION.
CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL
PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING
SURFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW. FROST
OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS.
PANEL STORAGE ON ROOF _ RC54 PANEL STORAGE NOTES RC95
AA AA
0
QanfESS/p
R k9l
` A,'�,� gO�.Fyc.L
_ TN31NEER HOE SERE
I 0 �
ENGINEER WNOSE SERI APPEARS / /�
ON THESE DRAWINGS O EMPLOYED W ` �A Q�� I
BY THE NIANUFARURER v T V
+ AND DOESNOTSERVEAS 1
• ' ORREPRUEMIME PROJER III EXP-,.Ofi 0,17
ENGINEER OF REOORD AND SHALL I
• NOT BE CDNSIDEREDAS SU01. 1
DRAWING STATUS: 7r 1
JIMMY SENNA FOR PERMITS ONLY \
ADJACENT TO 2968 CRAIG AVENUE - - .' \�� .0 v.
• - - - - SOFTWARE VERSIONS. DESIGN: MSA 47.3 BIM: v25.6 '
PALERMO, CA 95968 AMERICA1 BUILDINGS
• JOB NUMBER: SHEET: OF �C
ELITE STEEL BUILDING SYSTEMS "���.a�i
NOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE W 17G0031 A SED -011 MB.MEI ►/
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SEE APPROPRIATE FASTENER LAYOUT
NOTE:
AT EAVE (EA26BA)
FOLD INSULATION BACK, IT
pIRMMGwNEN waRRNGaRDDE uIEAs
TAPE MASTIC (CONTINUOUS
TP ELSIDELAPS)
-
MUST NOT BE EXPOSED TO
lr2 TMROOF
THE WEATHER
FASTENER(S)
• '
ROOF MAIN FASTENERS) LONG SPAN 111 PANEL
PANEL MAJOR RIB
7112X11/4
INSULATION
(BEARING RIB)
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(BY OTHERS)
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LONG SPAN III
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•
-
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TAPE
WALL
PANEL
IINSIDE
M 12 Twj
CAULK BOTH SIDES OF CLOSURE
(TOP 8 BOTTOM -
OF CLOSURE)
MASTIC EXTENSION
BUM CAULK
SSCK-1
SAVE CLOSURE FLASHING
FEC-
'
WALL MAIN FASTENER(S)
INSIDE CLOSURE
#12X114 EAVE STRUr
INSULATION
.
- 11-• O.C.
(BY OTHERS)
-
EAVE STRUT
EAVE CLOSURE FLASHING
.
WALL TRIM FASTENER(S) ..
.
#14X34
I•.P D.C.
TAPE MASTIC (CONTINOUS TOP -
AND UNDERNEATH INSIDE
-
CLOSURE)
WALL PANEL
-
1R TM
- OUTSIDE CLOSURE
MASTIC LOCATION AT THE EAVE IS CRITICAL TO ENSURE A
AOWAVPOILOAI
• OUTSIDE CLOSURE
WEATHER TIGHT SEAL THE 0 EXTEND
OWN FROM THE TOP OF THE RIB THE MASTIC ON ,
THE EAVE CLOSURE THE MASTIC EXTENSION MUST SPLICE '
-
INTO THE EAVE MASTIC.
INSIDE CLOSURE CAULKING DETAIL EA01
SECTION AT SIMPLE EAVE WITH SHEETED SIDEWALL
EA04
EAVE MASTIC DETAIL AT PANEL SIDELAP
EA29
LONG SPAN III SHOWN _ ARCHITECTURAL 111 8 ARCHITECTURAL •V' RIB SIMILAR BA
LONG SPAN III ROOF /ARCHITECTURAL III, ARCHITECTURAL V RIB OR LONG SPAN III WALLS gg
LONG SPAN III ROOFS
'PIGTAIL' MASTIC TO JOIN CONTINUOUS
CIA SEALING RUN OF MASTIC UNDER
RAKE
FLASHING
ROOF PANEL
2
ROOF TRIM FASTENER(S)
(4) #14X1 SDRF
CLOSURE
INSTRUCTIONS
FIELD CUT
EAVE CLOSURE FLASHING [ — C
— — C
—
` \\
7• SECTION OF
BACKUP FLASHING
_
\\ FEB -10.2
1. PRIOR TO SHEETING THE ROOF OR WALL, THE STRUCTURAL FRAMING
\\
MUST BE SQUARE AND PLUMB.
\\ TAPE MASTIC
EAVE CLOSURE FLASHING
\\ / 3/4 TM
WALL FASTENERS)
2. BLOCK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE
,yam
#12X1 1/4
SUB FRAMING FROM SAGGING. BLOCKING MUST BE USED BETWEEN
WALL PANEL
WALL FASTENER(S)
ENDWALL COLUMNS AND SIDEWALL COLUMNS AND SHOULD REMAIN
I \
_
•
#14X 3/4
OUTSIDE
CLOSURE IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED.
BLANKET INSULATION
1'-0' O.C.
UNIVERSAL RAKE FLASHING
\
`
3. PLACE THE EAVE SUPPORT FLASHING ON THE EAVE STRUT, LEAVING
TRU1
AN 1 1/2' OPENING BETWEEN THE OUTSIDE FACE OF THE
EAVE STRUT AND THE INSIDE OF THE EAVE SUPPORT FLASHING.
/
(A 2 X 4 WORKS WELL TO OBTAIN THIS SPACE). THE 1 1/2-
IWO URETHANE CAULK
OPENING WILL ACCOMMODATE THE ARCHITECTURAL 111, ARCHITECTURAL
GTS
V RIB OR LONG SPAN III WALL PANELS. AN OPENING OF 3 1/6'
MUST BE MAINTAINED FOR SHADOW PANELS. SECURE THE EAVE
SUPPORT FLASHING WITH #12 X 1 1/4• SELF DRILL FASTENERS
BLIND RIVET
BLANKET INSULATION
LOCATED 1•-O' O.C. THESE ARE PERMANENT FASTENERS AND MUST
1/8 RIVET
BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND THE
EAVE SUPPORT FLASHING. INSTALL EAVE CLOSURE FLASHING
UNIVERSAL RAKE FLASHING
FI-02(TFEC-).
EAVE CLOSURE IS HELD INPLACE BY ROOF FASTENERS
ALL ROOF PANELS
AT EAVE AND MUST BE INSTALLED WITH ROOF PANEL.
AA
"
-
REF. DETAILS FLO6AA, RC35AAA 8 RC35WAA
4. INSTALL THE ROOF PANELS ACCORDING TO THE APPROPRIATE MANUAL
"
AND/OR ERECTION DRAWINGS. REMEMBER THE PANEL OVERHANG
,
•
DIMENSION IS USUALLY FROM THE FACE OF THE EAVE STRUT AND
'
SHOULD BE MEASURED AS REQUIRED BY THE ERECTION DRAWINGS.
S. WALL PANELS AND INSULATION MAY NOW BE INSTALLED. SECURE
THE INSULATION TO THE FACE OF THE EAVE STRUT AND BASE ANGLE
'
ACCORDING TO MANUFACTURERS RECOMMENDATIONS. SLIDE THE WALL
-
PANEL BETWEEN THE EAVE STRUT AND EAVE CLOSURE FLASHING,
PLUMB THE PANEL AND SECURE WITH THE WALL FASTENERS.
•
FASTENERS MUST BE INSTALLED BELOW THE EAVE TRIM.
-
- 6. INSTALL THE PANEL CLOSURES AND SECURE THE EAVE CLOSURE.
..
-
FLASHING TO THE WALL PANELS.
STEP 1, SEE INSTRUCTION NO. 5 STEP
2, SEE INSTRUCTION NO. 5 STEP 3, SEE INSTRUCTION
NO. 6
SEE NOTE
SEE NOTE
SEE NOTE
L
-
OFESS/
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go�yc.<,�
NOTE:
y�
SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW
THE REGISTERED PROFESSIONAL
EAL APP
ENGINEER LLNOSE SEARS
Z
(,i
PANEL ERECTION DRAWINGS FOR FASTENER AND FTASHINGDETAILS.
ROOF SHEETING PRIOR TO WALL SHEETING INSTRUCTIONS E 1
ONTHMOU—GSREMPLOYED
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DATE O RELEASE / REVISION OWN: / CKD: ENGR DATE
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01/31/2017
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ROOF MAIN FASTENER(S) TAPE MASTIC
#17X1114
(9) PER PANEL
EAVE CLOSURE FLASHING
NOTE: INSIDE CLOSURES
OMITTED FOR CLARITY. EAVE STRUT
FASTENER INSTALLATION AT EAVE EA26
LONG SPAN III ROOF BA
ROOF FLASHING LAPS AND END TRANSITIONS EXPOSED TO ROOF CONDITIONS
1. ROOF FLASHING LAPS SHALL BE SEALED WITH 314 X 3/16 TAPE MASTIC (3/4 TM).
2. FIELD CUT FEB -10.2 BACKUP FLASHING TO REINFORCE FLASHING ENDLAPS AND
TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS (INBOARD) OF
MASTIC -CLOSURES. AND SUPPORT MEMBERS.
EXTRA CARE SHOULD BE TAKEN:
DO NOT EXTEND FEB INTO THE MASTIC
DO NOT EXTEND FEB BEYOND THE BUILDING ENVELOPE
FEB EXTENDED BEYOND THE BUILDING ENVELOPE INTERUPTS THE
GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION.
ADJUST FIELD CUT FEB LENGTHS AS REQUIRED.
3. STANDARD FASTENER SPACING AS SHOWN ON CONNECTION DETAILS WILL NEED TO
VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS.
INCLUDING (BUT NOT LIMITED TO) THE FOLLOWING.
• DECREASE STITCH FASTENER SPACING FROM 6' O.C. TO 3- O.C. AT FLASHING
LAPS AND TRANSITIONS.
EXAMPLES: RIDGE FLASHING TO RAKE CAP
HIP FLASHING TO TRCZ AT EAVE
RIDGE CAP TO PEAK BOX
• AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER
THROUGH THE UPPER FLASHING 21/2' FROM THE ENDEAR.
(SEE DETAIL RC35WAA)
RIS[TT PRECINON:
ry PROSSNEUD N: LMwiDw
THEPROPEN EFECfAN PRD(IRI!<E$
roRru Joy.
TAPEM/STIC
(CONTINUOUS ALONG
TOP OF CLOSURE)
INSIDE CLOSURE
TAPE MASTIC
(CONTINUOUS UNDERNEATH
CLOSURE)
0
r - FIVE CLOSURE FLASHING
,. ARCH. WALL PANEL
SHOWN, OTHERS
SIMILAR
WALL FASTENER
4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC (2 TM) AND SHALL
BE STITCHED WITH #14 ROOF FASTENERS 2" ON CENTER. QUANTITY WILL VARY WITH
GUTTER SIZE.
5. PREDRILL 1/4'0 HOLES AT UPPER AND LOWER FLASHING FOR #14 FASTENERS.
DO NOT PREDRILL FEB BACKUP FLASHING.
6. FOR ROOF FLASHING LAPS NOT SHOWN IN DETAILS, THAT ARE EXPOSED TO ROOF
CONDITIONS, USE THE FOLLOWING AS A GUIDE;
• REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO
ROOF CONDITIONS USING 914 ROOF FASTENERS. WON CENTER THROUGH
MASTIC AND FIELD CUT FEB -10.2 (AS SPACE ALLOWS)
FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS
7. FOR FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS, USE THE
FOLLOWING AS A GUIDE; '
• USE UB INCH BLIND RIVETS WON CENTER.
GENERAL REQUIREMENTS
B. ALL FLASHING LAPS SHALL BE TWO INCHES.
TAPE
INSULATION
(BY OTHERS)
NOTE:
EAVE STRUT
1 ' INSIDE CLOSURE
INSULATION IS TO BE FOLDED
TAPE MASTIC
12 TM
NOT REQUIRED AT
BACK AT THE EAVE-DO NOT
(CONTINUOUS TOP
• 41,
3`�4 '1/r EAFETY PRETAllIl01I
ALLOW INSULATION TO BE
UNDERNEATH CLOSURE))
roxmS O PwEE
THEIAVEUNTLF
3/ • NDN FASTENERS.ULLT SEQP✓ED
4
3 3✓4 � 112,
EXPOSED TO THE WEATHER.
LONG SPAN III ROOFS
314 2 114.
3 3/4 LONG SPAN III PANEL
ROOF MAIN FASTENER(S) TAPE MASTIC
#17X1114
(9) PER PANEL
EAVE CLOSURE FLASHING
NOTE: INSIDE CLOSURES
OMITTED FOR CLARITY. EAVE STRUT
FASTENER INSTALLATION AT EAVE EA26
LONG SPAN III ROOF BA
ROOF FLASHING LAPS AND END TRANSITIONS EXPOSED TO ROOF CONDITIONS
1. ROOF FLASHING LAPS SHALL BE SEALED WITH 314 X 3/16 TAPE MASTIC (3/4 TM).
2. FIELD CUT FEB -10.2 BACKUP FLASHING TO REINFORCE FLASHING ENDLAPS AND
TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS (INBOARD) OF
MASTIC -CLOSURES. AND SUPPORT MEMBERS.
EXTRA CARE SHOULD BE TAKEN:
DO NOT EXTEND FEB INTO THE MASTIC
DO NOT EXTEND FEB BEYOND THE BUILDING ENVELOPE
FEB EXTENDED BEYOND THE BUILDING ENVELOPE INTERUPTS THE
GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION.
ADJUST FIELD CUT FEB LENGTHS AS REQUIRED.
3. STANDARD FASTENER SPACING AS SHOWN ON CONNECTION DETAILS WILL NEED TO
VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS.
INCLUDING (BUT NOT LIMITED TO) THE FOLLOWING.
• DECREASE STITCH FASTENER SPACING FROM 6' O.C. TO 3- O.C. AT FLASHING
LAPS AND TRANSITIONS.
EXAMPLES: RIDGE FLASHING TO RAKE CAP
HIP FLASHING TO TRCZ AT EAVE
RIDGE CAP TO PEAK BOX
• AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER
THROUGH THE UPPER FLASHING 21/2' FROM THE ENDEAR.
(SEE DETAIL RC35WAA)
RIS[TT PRECINON:
ry PROSSNEUD N: LMwiDw
THEPROPEN EFECfAN PRD(IRI!<E$
roRru Joy.
TAPEM/STIC
(CONTINUOUS ALONG
TOP OF CLOSURE)
INSIDE CLOSURE
TAPE MASTIC
(CONTINUOUS UNDERNEATH
CLOSURE)
0
r - FIVE CLOSURE FLASHING
,. ARCH. WALL PANEL
SHOWN, OTHERS
SIMILAR
WALL FASTENER
4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC (2 TM) AND SHALL
BE STITCHED WITH #14 ROOF FASTENERS 2" ON CENTER. QUANTITY WILL VARY WITH
GUTTER SIZE.
5. PREDRILL 1/4'0 HOLES AT UPPER AND LOWER FLASHING FOR #14 FASTENERS.
DO NOT PREDRILL FEB BACKUP FLASHING.
6. FOR ROOF FLASHING LAPS NOT SHOWN IN DETAILS, THAT ARE EXPOSED TO ROOF
CONDITIONS, USE THE FOLLOWING AS A GUIDE;
• REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO
ROOF CONDITIONS USING 914 ROOF FASTENERS. WON CENTER THROUGH
MASTIC AND FIELD CUT FEB -10.2 (AS SPACE ALLOWS)
FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS
7. FOR FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS, USE THE
FOLLOWING AS A GUIDE; '
• USE UB INCH BLIND RIVETS WON CENTER.
GENERAL REQUIREMENTS
B. ALL FLASHING LAPS SHALL BE TWO INCHES.
TAPE
INSULATION
(BY OTHERS)
NOTE:
EAVE STRUT
1 ' INSIDE CLOSURE
INSULATION IS TO BE FOLDED
TAPE MASTIC
12 TM
NOT REQUIRED AT
BACK AT THE EAVE-DO NOT
(CONTINUOUS TOP
INSULATION
ALLOW INSULATION TO BE
UNDERNEATH CLOSURE))
(BY OTHERS)
EXPOSED TO THE WEATHER.
LONG SPAN III ROOFS
61 D.C. _
GABLEANGLE
BA
EUETraREDwrrore
FASTENER AND WASHER
-�
EAVE CLOSURE FLASHING — ,
OR OTHER MEANS (BY OTHERS)
ZO�'I I EAVE STRUT
OUTSIDE CLOSURE _
CLOSURE FLASHING
URETHANE CAULK -
GTS
BLIND RIVET
1/8 RIVET
\ _ \ (3) PER LAP
WALL
WALL
WALL MAIN FASTENERS) I I -
OUTSIDE CLOSURE
EAVE STRUT
PRIOR TO THE INSTALLATION OF THE FIRST ROOF PANEL, THE SIDEWALL AND ENDWALL SHEETING
EAVE STRUT
SHOULD HAVE BEEN COMPLETED AND THE ROOF INSULATION STARTED. STARTA LINE OF
II I
IPC X lAr TAPE MASTIC DOWN THE EAVES AND ALONG TOP OF CLOSURE AS SHOWN ABOVE.
NOT REQUIRED AT
LEAVE THE PAPER BACKING ON THE TAPE ALONG THE TOP OF THE CLOSURE UNTIL THE ROOF
DOUBLE SIDED TAPE (BY OTHERS)
PANEL IS READY TO BE SECURED.
TO BE USED TO SECURE INSULATION.
MASTIC AND INSULATION APPLICATION AT EAVE
.
EA28
LONG SPAN III ROOFS
61 D.C. _
GABLEANGLE
BA
EUETraREDwrrore
FASTENER AND WASHER
rvoRSEnSSNgnD DE 1RNNEow
OR OTHER MEANS (BY OTHERS)
-
ROOF PANEL
DIE PROPEREREDIpN PROCEDIwES
MAY BE USED TO ATTACH
NOTE:
H>aAuxlas.
INSULATION (BEFORE EAVE CLOSURE
FOLD INSULATION BACK ONTO
FLASHING IS ATTACHED)
OMP
ITSELF FOR COMPRESSION
ROOF PANE
BETWEEN EAVE STRUT AND
— —
ROOF PANEL. R MUST NOT BE
=
EXPOSED 70 THE WEATHER.
-- -
TINSULATION
EAVE CLOSURE FLASHING
FLASHING LAPS AND TRANSITIONS - GENERAL REQUIREMENTS FL06 SAVE CLOSURE FLASHING FL14 SUGGESTED INSULATION ATTACHMENTS AT EAVE F IN01
�{ STANDARD FLASHING LAP AA AA
EAVE STRUT
EAVE SUPPORT FLASHING J
TFSE(T)
II I
1114' MAX.
NOT REQUIRED AT
I
DOUBLE SIDED TAPE (BY OTHERS)
LONG SPAN III ROOFS
TO BE USED TO SECURE INSULATION.
WALL PANEL
.
OR\vLy,JI'
FLASHING
TRIM INSULATION AND
TURN VINYL BACK. INSULATION
61 D.C. _
GABLEANGLE
MUST NOT BE EXPOSED TO WEATHER
FLASHING LAPS AND TRANSITIONS - GENERAL REQUIREMENTS FL06 SAVE CLOSURE FLASHING FL14 SUGGESTED INSULATION ATTACHMENTS AT EAVE F IN01
�{ STANDARD FLASHING LAP AA AA
ENGINEER WHOSE SERE APPEARS
RAKE DETAIL RA02 FIXED RAKE DETAIL RA02F RAKE DETAIL RA05- ON THESE DRAWINGS IS ENIROTED
LONG SPAN III ROOF PANEL LONG SPAN III ROOF PANEL EXPANDED VIEW OF RAKE CONNECTION/ LONG SPAN III ROOF BY THE NWNUFACIIJRER
BA BA BA AND DOES NOT SERVE AS
OR REPRESENT THE PROJECT
RELEASE / REVISION 1 DWN: / CKD:
PLANS FOR PERMITS PJ /
ENGINEER OT REODRD AND SHAEL
NOTMCONSIDEREDMS H.
JIMMY SENNA DRAWING STATUS:
ADJACENT TO 2968 CRAIG AVENUE FOR PERMITS ONLY „
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v:Z 6 - NNEIEICA'N:-BUILDING
ELITE STEEL BUILDING SYSTEMS { JOB NUMBER: SHEET: ,TNy�cv rmnav
W17GO031A SED -013 M6MR
�ROFESS/p
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EXP- .06�047, '
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1114* MAX.
ROOF TRIM FASTENENI
RAKE SUPPORT ANGLE
1114' MAX.
8' MIN.
RSA4
.
•
CRITICAL' CRITICAL^
61 D.C. _
GABLEANGLE
'CRmC-
��'
TAPE MASTIC
I 12 TM GA -7 (6- PURLINS)
-
ROOF PANEL
LONG SPAN III PANEL BA
GAA 1912- PURUNS)
-
LONG SPAN III PANEL GA•5 (12' PURUNS)
- RAKE FLASHING
-- -
RAKE FLASHING
ROOF MAIN FASTENER(S) -
atvn
O.C.
'
ROOF MAIN FASTENER(S) -
(NOT TO PASS THROUGH PURUN)
ROOF MAIN FASTENER(S) -
-
TAPE MASTIC
T. SUP ANGLE CLIP
STRUCTURAL FASTENER(S)
- 12 TM
-
- -
'
.
CL 21
a12X1114
- . - .
(1) PER PURLIN
1 (2) PER PURUN
STRUCTURAL FASTENER($)
-
at2X1114
..
(2) PER CL -21 RAKE FLASHING
WALL MAIN FASTENER(S)
— — — — — —
- -
TRU1
p12C1114
-
1'-0' O.C. RA01
—
RAKE SUPPORT FLASHING
AB
RSF1
SLIP ANGLE CLIP
-
Cl•21
WALL TRIM FASTENERS)
#14X314
PURLIN •
PURLIN
(1) PER PURLIN
A�B1
PURLIN
GABLE ZEE
PURLIN WALLPANEL
-
GP.BIE TEE
WALL PANEL
SHOWN
_
RAL FASTENER(S)
STRUCTURAL FASTENER(S) 1S)
ORCPI�TYNOT
95G62D. 917 PURLINS) 612X7 114
12GB2D.0 (17 PURLINS) (2) PER PURLIN
(2) PER CL -21
THE REGISTERED;
ENGINEER WHOSE SERE APPEARS
RAKE DETAIL RA02 FIXED RAKE DETAIL RA02F RAKE DETAIL RA05- ON THESE DRAWINGS IS ENIROTED
LONG SPAN III ROOF PANEL LONG SPAN III ROOF PANEL EXPANDED VIEW OF RAKE CONNECTION/ LONG SPAN III ROOF BY THE NWNUFACIIJRER
BA BA BA AND DOES NOT SERVE AS
OR REPRESENT THE PROJECT
RELEASE / REVISION 1 DWN: / CKD:
PLANS FOR PERMITS PJ /
ENGINEER OT REODRD AND SHAEL
NOTMCONSIDEREDMS H.
JIMMY SENNA DRAWING STATUS:
ADJACENT TO 2968 CRAIG AVENUE FOR PERMITS ONLY „
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v:Z 6 - NNEIEICA'N:-BUILDING
ELITE STEEL BUILDING SYSTEMS { JOB NUMBER: SHEET: ,TNy�cv rmnav
W17GO031A SED -013 M6MR
�ROFESS/p
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• EMEND RSA WORKING POINT
TAPE MASTIC 3!4'
TO PEAK 6' AT TOP OF STEEL
ALONG TOPE EACH
TAPE MASTIC
ROOF PANEL
SIDE OF RAKE CAP
OF
nl2 STRIPS OF
TAPE MASTIC 314'
TAPE MASTIC 314'
AND ALONG BACK LEG ROOF TRIM FASTENER(S)
314' TM BOTH SIDES
ALONG TOP OF EACH
nl2 STRIPS PLACED
014X314
ROOF TRIM FASTENERS)
OF RIDGE PLACED
SIDE OF RAKE CAP
AND ALONG BACK LEG
SOTHSIDESOFRIDGE
ON BACKER PfATE
(12)REQUIRED
AIAX314
(6)REQUIRED
RIVET
(LD
•
RIDGE FLASHING
TRCP_
IN
i0 HOLD IN PEACE I
FOR FASTENER
.
RACE FLASHING
"
ATTACHMENT OF I
STEP 1
I
1 TAPE MASTIC 12'
T 1 ALONG TOP OF CLOSURE
_
I
1 I
RAKE CAP 1 I
FRIEND RSA WORKING STEEL
TO PEAK 6 AT TOP OF STEEL - I
1
1
I
ROOF PANEL
(4)1/8' RIVET I I
1 RAKE CAP
TO HOLD IN PLACE
I TCU_FOR
I
1
FASTENER
1
I I
1 1
RAKE CAP
ATTACHMENT OF I I
RAKE CAP
I I
T�-
I I. \
I
1
• BACKUP FLASHING I
I
RAKE FLASHING
DIE FORMED RIDGE
I
" ROOF TRIM FASTENER(S)
FIELD CUT I7 FROM FEB-ID2STEP1
RC33SA FOR SLITTING AND
ROOF TRIM FASTENER(S)
L3DFI2_
\
I 1 #147(3'4
I (10)REQUIRED
(SEE
BAND �ET BENDING OF BACKUP FLASHING)
118 RIVET
(12) REQUIRED
014X314
(4)REQUIRED
_
I RAKE CAP
( BACKEROPLATE
\ RRfOOF TRIM FASTENER(S)
\
(4) REQUIRED
I I
C
RE CAP WALL TRIM FASTENERS)
BACKER PLATE TRPBB- 414X314
TAPE MASTIC 374'
(2) RUNS UNDER RIDGE ENDCAP
RIDGE ENDCAP
RECLSL 8 RECLSR
(S EE w14A4)
F
I INSIDE OF RAKE FLASHING -
ROOF
BUND RIVET
TRIM FASTENER(S) 118 RIVET
014X3/4 (12) REQUIRED
INSIDE OFRAKE FLASHING (3)REQUIRED
STEP 4
STEP
(12) REQUIRED
I
WALL TRIM FASTENER($)
FASTENER(S)
STEP 2
STEP 3
11404
.
-
STEP (3)REQUIRED
RAKE CAP INSTALLATION
RA03A
UNIVERSAL RAKE CAP INSTALLATION
I RA03
LONG SPAN III ROOF WIRIDGE FLASHING
I BA
LONG SPAN III ROOF W/DIE FORMED RIDGE
I BA
TIFF OFTRIIRFlR7MBFlfEi44
_ 41•'••
) ) ROOF PANEL
ROOF STITCH FASTEN S ROOF MAIN FASTEN S
#14X314 p12Ki 114 SEE DETAL'A'
11-V D.C. (SEE NOTE) 1'-0'O.C• MAJOR RIB
REF. DETAILS FL02BA 8 FL06AA
914 X 3'4' SDRF (L3P ONLY) RIDGE FLASHING RIDGE FLASHING
014X 1'SDRF �P- ENDCAP
(4) EACH SIDE OF RIDGE RECLCL 8 RECLCR
BLIND RIVETS
1/8 RIVET p
(TVP) UNIVERSAL RAKE TRIM
1 i
#fjIllI
I TRUt
4. RIDGE
TYPICAL FASTENER LAYOUT AT INTERMEDIATE PURLINS
DIE
FORMED RIDGE
ROOF FASTENER(S)
SEE SECTION AA
\
APPLY URETHANE CAULK
L30FR_
1
\
ALL AROUND
NEL
BACKUP FLASHING
\ \
1/4. BEAD
'
IT FIELD CUT FROM FEB40.2 LOCSEAM ROOF
\
GTS
(SEE RC33SA)
314' TM
AROUND ENDCAP RIDGE FLASHING
(IYP.)
�
\ \
\ \TE
\
\
ROOF STITCH FASTENER(S)
MASTIC
014x3/4 1nTM
NOTE 1'0' O.C.
(SEE NOTE)
ENDCAP
RECLSL 8 RECLSR /�
\ \ \ \
D.C. FOR FIRST
S�FROM �D. FOR FI AND
SPAN III
ij SEE SECTION AA DON'T CUT
314' TM TOP TAB
\
SNOW CONDITIONS. DETAIL SIDE
(TYP. AT 6108APS)
PANE
(2) ROWS (NP) LONG SPAN III ROOF OF ENDCAP
PLACE GTS CAULK O
BETWEEN TABS AND
RIDGE FLASHING RIVETTOGETHER ``
ENDCAPWITH 118 RIVETS
\
\
RR1OOF 1MAIN FASTENER(S) ROOF PANEL
SEE DETAL'A'
MAJOR RIB
TAPE STIC
RECSSLB (2)
\
\ \
1//22 TM
\ \
5
I I CUT 8 TAB LEFT 6 RIGHT
. \ \
RAKE ENDCAP
(TYP.)
RIDGE ENDCAP TO
\
TRUEC_
TYPICAL FASTENER LAYOUT AT SAVE, ENDUAPS, RIDGE AND HIGHSIDE
SEE SECTION M MATCH ROOF SLOPE
\
PART "A'
RAKE ENDCAP \
TRUEC_
STANDING SEAM ROOF SECTION'AW
PART "B"
,
RIDGE FLASHING ENDCAP INSTALLATION 111 14
UNIVERSAL RAKE ENDCAP INSTALLATION
RA70
FASTENER LAYOUT RC05
RIDGE DETAIL
RC31
STANDING SEAM ROOF, LONG SPAN III B LOC SEAM
I AA
LEFT HAND SHOWN
AA
LONG SPIN III ROOF BA
LONG SPAN III ROOF WIDIE FORMED RIDGE BA
ROOF MAW FASTENER(S) (TYP)
..
'
ROOF MAIN FASTENER($) (TYP)
LONG SPAN III PANEL
472X7 V4
TAPE MASTIC 012X1
12 TM 114Y O.C.C.
LONG SPAN III PANEL 8* MINIMUM
'CRITICAL•
CL RIDGE
CONTINUOUS
ROOF MAIN FASTENER(S) INSULATION SOF RIB RIDGE FLASHING
(9) PER PANEL BEARING (BY OTHERS) TRCP_
072X1114
RIB
---OVERLAPPING ROOF TRIM FASTENER(S)
RIB .. - #14X3/4
P -O" O.C.
'
e TAPE MASTIC
1/2 TM
OUTSIDE CLOSURE i
LOAI (TOP AND BOTTOM
OF CLOSURE)
9
J
LONG SPAN 111 PANEL
PURUN
GABLE ZEE
9 I
ENDWALL RAFTER
5"t ROOF MAIN FASTENER(S)
9 \
9 •p/
PURLIN
THE FIRST RUN OF PANELS IS NOW READY TO BE INSTALLED. BEGIN WITH THE EAVE PANEL. INSTALL
THE FIRST EAVE PANEL WITH THE CENTER LINE OF THE OVERLAPPING RIB EVEN WITH THE END OF
THE PURLINS UNLESS NOTED DIFFERENTLY ON THE BUILDING ERECTION DRAWINGS, EXTEND THE LOWER
END Y PAST THE BACK OF THE FAVE STRUT (A STRING LINE EMENDED OUT FROM THE SAVE STRUT
(TYF.) #12X1 1/4
(9) PER PANEL
RIDGE PURLIN
-
O AROF ESS,oe,
e
WILL HELP KEEP THE LINE STRAIGHT). LIFT THE LOWER END OF THE PANEL ENOUGH TO REMOVE THE
�w-
EAVE TRIM
PAPER BACKING FROM APPROXIMATELY 3 FEET OF THE MASTIC ALONG THE TOP OF THE INSIDE
CLOSURE AT THE EAVE. PUSH DOWNWARD ON THE PANEL AT THE MASTIC LOCATION TO INSURE THE
`. 'N` ^I
Y ` O !�
� A.
� -
GABLEZEE
MASTIC, CLOSURE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF
THE REGISIFREO PROFESSIONAL
'F
45� BOCT620.0 (8- PURLINS)
FASTENERS AS SHOWN.
ENGINEER WNOSE$FAL APPEARS
i /w
NOTE: 95G620.0(912'PURLINS)
FIRST PANEL INSTALLATION
RC11 RIDGE DETAIL F:C32
ONTNESEDRAWINGSREMPlOYED
BY IRE A'IANUFACIIIRER
■//��- C
WV. ■_ VA87.7
! f}
INSIDE CLOSURE LOW 12G620.0(17 PURLINS)
NOT SHOWN FOR EAVE STRUT
LONG SPAN I9 ROOF PANELS
BA • LONG SPAN III ROOF W/RIDGE FLASHING BA
AND DOLS NOT SERVE AS
LL V
CLARITY,
REF. DETAIL RC358A
ORREPRRMREC
I '
EXP•, 06-30-.17
'
DRAWING STATUS:
RDANDS
NOT BE COMIDEREDAS SIKH.
NOT BEER OF RECORD S".
`.. .. '
'
JIMMY SENNA
FOR PERMITS ONLY
ADJACENT
S� CIVIC
PALERMO, CA 95968 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6
JOB NUMBER: SHEET:
A14-MCAN:.BUILDINGS
nucao
qr
ELITE STEEL BUILDING SYSTEMS
a rmbiv
OWN: /CKD:
ENGR DATE
NO RELEASE / REVISION OWN: /CKD: ENGR DATE
O RELEASE /REVISION
W 17GO031 A SED -014M
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0 PLANS FOR PERMITS pi/ JH 01/31/2017
ROOF STITCH FASTENER(S)
#14X3/4
LOWER ROC
ROOF MAIN FASTENERS)
#12X1 1/4
1 r LAP
TAPE MASTIC
1/2 TM
LONG SPAN III PANEL
RIDGE PURLIN
1 Fx IM YHJ I CNCR(J/
'ER ROOF FLASHING
ALL FLASHING EXPOSED TO ROOF CONDITIONS REQUIRE A FASTENER LOCATED 2 1/2' FROM THE
EDGE OF THE UPPER FLASHING, AS SHOWN ABOVE, TO ENSURE A POSITIVE SEAL AT ENDLAPS.
STANDARD FASTENER SPACING FOR FLASHING CONNECTION, TYPICALLY 6. O.C..
MAY RESULT IN FASTENER SPACING AT ENDLAPS EXCEEDING THE 2 1/2'.
ADD FASTENERS OR REDUCE SPACING AS REQUIRED AT ENDLAPS.
EXPOSED ROOF FLASHING FASTENER REQUIREMENT I RC35W
AA
SAFETY PRECAUTKIN:
DO NOT STEP ON PANELS
UNTILF— SECURED WITH
FASTENERS.
LONG SPAN III PANEL
DIE FORMED RIDGE INSTALLATION
DIE FORMED RIDGE PANELS ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED.
THIS WILL AID IN KEEPING BOTH SIDES OF THE ROOF ALIGNED. AFTER HAVING INSTALLED A
RUN OF PANELS ON EACH SIDE OF THE ROOF, APPLY MASTIC TO THE PANELS AS SHOWN
AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTALL LAP AND PURLIN FASTENERS.
APPLY MASTIC ALONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT SIDELAP.
DIE FORMED RIDGE SHOULD NOT BE USED ON BUILDINGS WITH ROOF PLANES GREATER THAN
75' WIDE.
wACH PRECAUTION: SAFETY PRECAUTION:
EACH WORKER SHOULD BE TRAINED DO NOT WALK ON UNSECURED ENDS
TO USE Tn SAFEST AND MOST OF PANELS.
PFEODUCTNE ERECTION TEC—Es.
ROOF TRIM FASTENER(S)
alax_
3" O.C.
(UNLESS OTHERWISE NOTED)
UPPER ROOF FLASHING TAPE MASTIC
PIECE'B' 3/4 TM
LOWER ROOF FLASHING
PIECE "A"
BACKUP FLASHING
FEB -10.2
FIELD CUT TO LENGTH
LENGTH REQUIREMENT DETAILS 1• `
RIDGE/HIP; RC33_A
RAKE/HIGH SIDE EAVE; FLO__A 2" LAP ..
HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC.
TEMPORARILY LAP PIECE 'B' OVER PIECE 'A". PRE -DRILL THE REQUIRED NUMBER OF 1/4"0
HOLES THROUGH BOTH 'A* 8 -B" PIECES OF ROOF FLASHING BUT NOT BACKUP FLASHING.
SLIDE PIECE 'B' BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE "A' AS SHOWN.
LAP PIECE 'B' OVER PIECE 'A" BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS
SHOWN. CONTINUE PROCESS ALONG ROOF CONDITION.
PROOF TRIM FASTENER(S)
T(4)PER CLOSURE T T
r/- RIDGE FLASHING OR
/ HIGHSIDE EAVE FLASHING
/ TAPE MASTIC (CONT.)
12 TM
PANEL CLOSURE
TAPE MASTIC
12 TM
(CONiP1U0US ALONG
PANEL CONFIGURATION)
LONG SPAN III ROOF PANEL
DIE FORMED RIDGE INSTALLATION RC30 SECTION THROUGH ROOF FLASHING LAP RC35A I RIDGE FLASHING OR HIGH SIDE EAVE ATTACHMENTRC35
LONG SPAN III ROOF PANELS BA AA LONG SPAN III ROOF BA
AN
DO NOT WALK ON UNSECURED ENDS
OF
OF PANELSPRECAUTION:.
SAFETY 0" A SHO
TOWORKERSHOULDD TRAINED
TO IISE THE SAFEST AND MOST
PRDOUCENE ERECTION TECFaI0UE5.
OUTSIDE CLOSURE
LOAI
EXPANSION RIDGE FLASHING
ROOF FASTENER(S)
#14X3/4
1'-0" O.C.
TAPE MASTIC
1/2 TM
TAPE MASTICSEE SEE BUILDING
1/2 TM �C ERECTION DRAWINGS
FOR DIMENSION
RIDGE PURLIN
EXPANSION RID I RC37
LONG SPAN III ROOF PANELS I BA
REF. DETAILS RC35BA 8 RC32BA
SAFETYPREUUTION:
LONG SPAN III. PANEL IDENTIFICATION MARK NUMBER
DO NOT STEP ON RIB OF
PANEL ALWAYS STEP ON
FIAT SURFACE.
EXAMPLE L3P 24 - 30.0
30'-0' IN LENGTH
oEST`�mN
o:sclaPnoN
24 GAGE (22, 24, 26, 8 29 GAGE AVAILABLE)
SBFORRUNGXIXMEAD
LONG SPAN III
OVERLAPPING RIB OUTSIDE
(THIS RIB OVERLAPS —�
PRECEEDING PANEL)
BEARING LEG BEARING LEG
(BEARING LEG GIVES
SUPPORT TO SIDELAP)
DETAIL'A' DETAIL'B'
SIDELAP DETAIL
RELEASE / REVISION
FOR PERMITS
ERECTION OF THE LONG SPAN PANEL REQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION
BE MADE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE
WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL.
THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER,
UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANELS CAN PROCEED FROM
EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER
THE BEARING RIB.
NOTE:
ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING DUE TO RESIDUE FROM BARE HANDS.
ALUMINUM -COATED PANELS THAT INCLUDE AN ACRYLIC FINISH DO HAVE ADDITIONAL PROTECTION,
BUT IT IS LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO
SUBJECT TO STAINING FROM BARE HANDS. IT IS RECOMMENDED THAT GLOVES BE USED FOR
ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED
TO AREAS NOT EXPOSED TO TOUCH.
NOTE: ALL HDIHEAD SIZES SHALL REWIRE A SSTGHEX SOCKET UNLESS NOTED.
BASIC PARTS AND PIECES RC61
LONG SPAN III ROOF BA
THE LONG SPAN 111 ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING
CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE
RIDGE, THE SHEETING CAN BEGIN AT EITHER ENDWALL. HOWEVER, IF THE BUILDING IS NOT
SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO EAVE,
THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS.
SIDEWALL
SAVE PANELS
SHEETING DIRECTION INTERMEDIATE PANELS
RIDGE PANELS
E OF RIDGE -E
ENDWALL
RIDGE PANELS
SIDEWALL
INTERMEDIATE PANELS
EAVE PANELS
PANEL MARKING AND SIDELAP DETAILS
ROOF FASTENERS
JF LUM UONUI i P26 i AOTEli[AG
DIRECTION OF ROOF PANEL ERECTION
oEST`�mN
o:sclaPnoN
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SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6
SeDHN STGtx
FDMNNI R .AR
MD..=D 1. Sorortx
PALERMO, CA 95968
SET` ORR1P1Ts XIX TEM
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NOTE: ALL HDIHEAD SIZES SHALL REWIRE A SSTGHEX SOCKET UNLESS NOTED.
BASIC PARTS AND PIECES RC61
LONG SPAN III ROOF BA
THE LONG SPAN 111 ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING
CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE
RIDGE, THE SHEETING CAN BEGIN AT EITHER ENDWALL. HOWEVER, IF THE BUILDING IS NOT
SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO EAVE,
THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS.
SIDEWALL
SAVE PANELS
SHEETING DIRECTION INTERMEDIATE PANELS
RIDGE PANELS
E OF RIDGE -E
ENDWALL
RIDGE PANELS
SIDEWALL
INTERMEDIATE PANELS
EAVE PANELS
PANEL MARKING AND SIDELAP DETAILS
RC 63
DIRECTION OF ROOF PANEL ERECTION
RC64
ENGINEER WHDSESEAE"KMS
ONTHIMOU INGSISEMPLOYED
BY THE MANUFARURER
AND DOES NOT SERVE AS
LONG SPAN III BB
LONG SPAN III ROOFS BA
OR REPRESENTTHE PROIER
ENGINEEROF REWRDANDSNNL
NOT DE ODMIMRED AS SIK`I.
DRAWING STATUS:
JIMMY SENNA
FOR PERMITS ONLY
-
ADJACENT TO 2968 CRAIG AVENUE
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6
AINEIEICAIN- BUILDINGS
PALERMO, CA 95968
JOB NUMBER: SHEET:.
rFva.twv.DttveY
ELITE STEEL BUILDING SYSTEMS
RELEASE REVISION DWN:/CKD: ENGR DATEW17G0031A
SED -015
McMp—
Q�OFESS 16
C 64877 m
EXP. 0630.17
ly
EAVE STRUT
SAFETY PRECAUTION:
(6) STRUCTURAL FASTENERS
DO NOT STEP, SR OR CLIMB ON WALL
GIRTS OR EAVE STRUTS. FAILURE TOADHERE
FOR JAMB
CLIP ATTACHMENT
TO THIS PRECAUTION MAY RESULT IN A
812X1 III
JAMB
SERKXIS IwlA2Y.
CLQ
CL3
STRUCTURAL FASTENER(S)
CLIP
JAMB
CL10117 JAMBS)
I
I
1
111.2X1 114
RUN GIRT FULL BAY LENGTH AND
ATTACH TO EAVE STRUT BRACKET
CL-3
CL4 (FOR 17 JAMBS d
,
I
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O.C.
IN ORDER TO REINFORCE SAVE
BUTTON HEAD �T STRUCTURAL JAMBS)
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STRUT AT FRAMED OPENING.
Ii) 112(1114 BHB
I
FOR GIRT ATTACHMENT
AT EXPOSED HOLE LOCATION YY
WI 17 JAMBS f"' 112'0 ANCHOR BOLTS
JAMB SQUEEZE CLIP
TO EAVE STRUT
_
FRAMED OPENING JAMB
(BY OTHERS)
CL-1 (8' JAMBS)
CL-8 (91? JAMBS)
— — — — — —
•
9 (2 O
O
O
O
O TO BACK FOR 17 JAMBS)
I
• _
BUTTON HEAD BOLTS
BASE ANGLE
O O
112X1 tl4 A325TI
i
I
I
(2)112X1 W BHB
(FIELD NOTCH)
12HVHXNUT
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I
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-
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112X1 114 BHB
" STRUCTURAL FASTENER(S)
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,
812(1 114
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I
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-
JAMB
JAMB
JAMB SQUEEZE CLIP -
O
I.
I
•
CL-7 (0• JAMBS)
.
CL-8 (9 U7 JAMBS)
CL-9 (2 PLACED BACK
FIELD CUT AND FIELD DRILL GIRT
TO BOCK FOR 77 JAMBS)
AT FIELD LOCATED FRAMED OPENINGS
JAMB TO EAVE STRUT CONNECTION WITH REINFORCING
GIRT OFO 6A
JAMB BASE CONNECTION
ORI
GIRT TO JAMB CONNECTION
OF16
HEADER TO JAMB CONNECTION
OF21
AA
AA
SIMILARATSILL
AA
A
EDGE OF
GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS:
_
—
3
—
SLAB
—
—
1. OVERHEAD DOORS ARE FIELD LOCATED. CUT STANDARD PANELS AND GIRTS AS REWIRED.
FIELD NOTCH AND INSTALL
212
2. MAXIMUM HEIGHT OF DOOR B 7-0' LESS THAN EAVE HEIGHT.
3. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS.
BEHIND HEAD TRIM
�
I
WALL MAIN FASTENER(S)
I
IUS A DOOR WIDTH 1378
012X1 1/4
HEADER
I
DOOR WIDTH .23!4'
4. JAMBS MUST BE LOCATED A MINORUM OF 1'O FROM CENTER UNE OF COLUMNS.
1'-O" O.C.
COLD FORMED SHOWN
I
STRUCTURAL SIMILAR
INSIDE CLOSURE
TYPICAL ANCHOR ROD LAYOUT
AOLUAVPULOAI I
8
HEADER FLASHING
\
I
2112 3
GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS
i
HEAD FLASHING I
I COVER FLASHING (OPTIONAL)
FINISH FLOOR
FDH2-_
FOCF_-_
112
1. OVERHEAD DOORS ARE SHOP LOCATED. SOME PANELS MAY REWIRE FIELD CUTTING.
ED
I
I
FINISH GRADE -I
2 ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS.
J
HEADER FLASHING
JAMB
•
112'0 ANCHOR RODS
TJAMB
(BY OTHERS)
FLASHING
SECTION'A-A" -
JAMB FLASHING
FRAMED OPENING ANCHOR ROD DETAIL
OF61
FIELD AND SHOP LOCATED FRAMED OPENING NOTES
OF91
SECTION AT HEADER AND JAMB TRIM
OT01
SECTION AT HEADER AND COVER FLASHING OT21
AA
AA
ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALLS AA
AB
•
S ULDN:
SAFELY SSHOULD
WORN WHEN LDALWAI WEAR
GLOVES WHEN NA HP: Rp E METPL
SURFACES CORM SHARE EDGES.
OT21
AB
COVER FLASHING (OPTIONAL)
HEAD FLASHING
FOCF=_
JAMB
SEE NOTE
COLD FORMED SHOWN
STRUCTURAL SIMILAR
OT01 JAMB FLASHING
AA I �l
I
L
HEAD AND JAMB TRIM =
-
WALL MAIN FASTENER(S)
INSTALLATION LD 0726 OT26 0726
= AB AC AV
..
-
#12X1 1/4
1. -O" O.C.
NOTCH PANEL AS REQUIRED z
z
JAMB FLASHING
a
FJ 15-_
O SILL FLASHING (IF REQUIRED)
..
SEE NOTE
- -
WALL PANEL—
— FINISHED FLOOR
(�
R
-
WALL PANELS BELOW SILL
NOT SHOWN FOR CLARITY
-
/• f ESQ /
*Q/,F'
'
WALL PANEL OPENING WIDTH -
-
�: �/�.:, 4'
NOTE:
y Q
FIELD SLIT PANELS AND SLIDE HEAD
OR SILL FLASHING BEHIND PANELS -
THE REGISTERED PROFESAONAL
ENGINEER WHOM %ALAPPEARS
SECTION AT FRAMED OPENING JAMB
LONG SPAN III WALLS
OT26
AB
SHEETING AND FLASHING ELEVATION
ARCHITECTURAL 111, ARCHITECTURAL'V" RIB, LONG SPAN Ill AND MULTI-RIB PANEL WALLS
_OTOA
ON THEM
BY THE FMNUFACNRER
AND OOES rro1SERVE As
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ENGINEER OF RECORD AND SNAIL
w^�I(� 17
- EXP _OWO- E'! f
•
DRAWING STATUS:
NOTaECONSIDEREDASSLKN,
1' •. * ,
\
JIMMY SENNA
ADJACENT T02968CRAIG AVENUE
FOR PERMITS ONLY
•�.
Ci'V1� �-
-
PALERMO, CA 95968
SOFTWARE
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 A.MMICA4N Bl.)ILDING5
'9
NO RELEASE /REVISION
DWN: /CKD: ENGR DATE O RELEASE If DWN. /CKD: ENGR
DATE
ELBE STEEL BUILDING SYSTEMS
JOB NUMBER: SHEET: .nF,mo
W 17G0031 A SED-017 McMw. ' .
r �A �`�V�_
! j1
0 1 PLANS FOR PERMITS I
PJ I JH 01/31/2017
` ' ^c°n
7
�C
1. NOTCH PANELS AS REQUIRED FOR INSTALLATION OF HEAD FLASHING.
2. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS DOORJAMB
HOT METAL PARTICLES OR BURN THE CUT EDGES.
` THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES - SUB -JAMB
USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL
PARTICLES OR BURNED EDGES. '
'R-'191NSULATION SUB -IAMB SUB -JAMS SUBAMB '
WALL FASTENER WALL FASTENER WALL FASTENER
#17X1 V4 DOOR JAW NMI IN DOORJAMB #12X1114 DOORJAMB
NOTCH PANEL AS REQUIRED _ 1'l7 O.C. i'�O.C. 1'-0'O.C.
- FIELD TRIM HIDDEN RETURN TEG FIELD TRIM HIDDEN RETURN LEG AS NECESSARY TO MNNTAIN A AS NECESSARY TO MAINTAIN A _
CONSISTENT PANEL PROFIE CONSISTENT PANEL PROFILE
F - I OTOl LONG SPAN III PANEL
AA
HEAD AND IAMB TRIM ARCHITECTURAL Ie PANEL ARCHITECTURALYRIB PANEL I FIELD CUT
INSTALLATION J/ ,IAMB FLASHING AS REVD
NON -DIMPLING WALL FASTENER(S) JAMS FLASHING
JAMB FLASHING FJ1S
#17X1 7116 SDHHND -
• - 1'-0' D.C. ..s
305 D.C. 1'
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#12X1114
1'-0' O.C.
GIRT 305 O.C.
WD11 LONG SPAN III PANEL JAMB TRIM
•
AB FIELD CUT AS REQUIRED NDFJ15-
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LONG SPAN III WALL PANELS AND R•19 1NSUIJJION REQUIREMENTS AB ARCHITECTURAL III• ARCHITECTURAL V RIB AND LONG SPAN III WALL PANELS AB
WALL NOTE:
PANEL APPLY TAPE SEALER UNDERNEATH PERIMETER OF THRESHOLD, AS SHOWN.
WALL PANEL AFTER INSTALLATION, APPLY CAULK (BY OTHERS) ALONG TOP EDGE OF THE
THRESHOLD, PERPENDICULAR TO DOOR JAMBS, TO FORM WEATHER SEAL
J GIRT
GIRT—
(IF REQ'D)
AB / �pR
AB 1
INSIDE CLOSURE TqP 'lA$48 �8
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HEADER FLASHING DOOR HEADER
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BASE ANGLE
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WALKDOOR PANEL OPENING WD09 SECTION THROUGH WALKDOOR HEADER WD11 WALKDOOR THRESHOLD DETAIL WD68
ARCHITECTURAL 111, ARCHITECTURAL "V" RIB and LONG SPAN III WALLS AB ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALL PANELS I AB ALL WALL PANELS I AA
-
ROOF TRIP
#14X3/4
(4) PER EI
ENDPLATE CLOSURE
ROOF TRIM FASTENER(S)
#14X3/4
(16) PER END
TRCP_ w/V• ••••
RIDGE ENDCAP
RECLS_
RELEASE / REVISION
FOR PERMITS
ROOF FASTENER BIRD SCREEN -
LONG SPAN III PANEL
• WINDti/WD ASPIRATOR -.
ROOF TRIM FASTENER(S)
#14X3/4 1 • min.
TAPE MASTIC 1'-0" O.C.
I
T I (CONTINUOUS TOP -
& BOTTOM OF
CLOSURE)
-
- TAPE MASTIC
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9'MIN OPENING
PURLIN (12 -MIN. W/12" • - -
THROAT VENT) eY
/O `qkO
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LOAI 1� ^
OUTSIDE CLOSURE
TME REGISTERED PROFESSIONAL /�` •�� �.`,
RIDGE VENT INSTALLATION _ RV01 ENTHESEOMMEGStSe KOY // V. 1
ON THE MNUFANGSBEMPIOYED 6487.7 T L
LONG SPAN III PANEL LONG SPAN III ROOFS BA I V{t Iv
BY THE MANUFACN0.ER
" RND DOES NOT SERVE AT
OR GINEEROfRECORDOIECI ({ EXP".:06�0T•17
-
ENGINEER OF RECORD AND SHALL
. NOTUODNSIDEREDASSUM.
JIMMY SENNA - DRAWING STATUS:
ADJACENT TO 2968 CRAIG AVENUE FOR PERMITS ONLY
PALERMO, CA 95968 - SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMMICAN BUB DINGS \
p
ELITE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET:
DwN• / CKD•_ FNGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE W 17G0031 A SED -019 McMC2 NJ
-
P';
•
'� • • , r LONG SPAN III ROOF PANEL • ''
+.
4' -
LONG SPAN III SKYLIGHT "
1" .
-ROOF MAIN FASTENER(S) •.
-
_
1^
'
4'
ROOF MAIN FASTENER($)
(SEE FASTENER LAYOUT SK31BA)
#12(1 1/4
ROOF STITCH FASTENERS)
#14X3/4
..
-
F. RIB
• LONG SPAN III SKYLIGHT •
(SEE FASTENER LAYOUT SK318A)
,TAPE MASTIC
-
1'-6' O.C.
I
• +. �. •1, . s n 't _j
-
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t, F• . -
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i
. LONG SPAN III ROOF PANEL
I
-
{ E LONG SPAN III ROOF PANEL
F
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•
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LONG SPAN III SKYLIGHT
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e
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c -
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LONG SPAN III ROOF PANEL ' .,.
e _
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'
-
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T
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ATTACH FROM TOP WITH
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o»
1 - DETAIL "B' (SK266A) ' �-
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•
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-
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_ ( )
' * LSTAt
SAFELY PRECA *":
.
. DETAIL'A' (SK118A)
a
+
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+A_WAYS
,
.
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GWIRTING DRILLS
ELECTRIIC
:.
..CUT B FOLD INSULATION
BLIND RIVET PER ANGLE)
; t
OR SCREWE
fit.
.. ..
P BLANKET INSULATION (SEE NOTE 2. SK91 BA)
. (SEE NOTE 3, SK91 BA)
•-
'. ., y - ....
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L°' ... .- SAFETY PRECAUTION:
PURLIN TVP. - DO NOT STAND OR WALK ON FIBERGLASS
•, -
"'
, t
' •
I • t SKYLIGHT. USE PROPERLY LOCATED
_ _
, PURLIN _ -
- CUT 8 FOLD INSULATION
_
PURLIN
_
j WALKBOARDS FOR FOOT TRAFFIC.
r _'
r * -
PROVIDED WITH SKYLIGHT INSULATION TRIM KIT ONLY
t ( SEE NOTE 2, SK91 BA )
- - - - '
- .
-
,� `
_ . * PROVIDED WITH SKYLIGHT INSULATION TRIM KIT ONLY
SKYLIGHT SIDE VIEW SK01
SKYLIGHT ENDLAP AT DOWNSLOPE END (DETAIL "A") SK11
SKYLIGHT ENDLAP AT UPSLOPE END (DETAIL "C") SK16 F'
"PANEL TO SKYLIGHT" CONNECTION AT SIDELAP . SK21A
LONG SPAN 111 ROOF BA
LONG SPAN 111 ROOF - BA
- ._r
LONG SPAN III ROOF
r BA
LONG SPAN III ROOF
, + BA
—• , .•
SAF k ITNO FSTANU IIUIVK
- ROOF STITCH FASTENER(S)
DO NOT STAND OR WALK FIBERGLASS '
IWALKBOARDS
- #14X3/4
SKYLIGHT. USE PROPERLY LOCATED
L
1'6" O.C. '
' Q RIB
� ROOF MAIN FASTENER(S)
,
-
FOR FOOT TRAFFIC.
_
#12X1 1/4 -
• (SEE MID -SPAN FASTENER LAYOUT SK31 BA)
•
rt RIB
, SKYLIGHT INSULATION TRIM (OPTIONAL)
(SIT
(SEE SK21 BA)
LONG SPAN 111 ROOF PANEL
TAPE MASTIC
MAJOR RIB
- - 1/2 TM
RIFENJER FASTENER(S)
SKYLIGHT INSULATION TRIM
" LONG SPAN III SKYLIGHT -
LONG SPAN 111 SKYLIGHT
' RIRIB�-PROVIDED
INSULATION TRIM ANGLE
LONG SPAN III SKVLIGHTINSULATION
WITH SKYLIGHT
TRIM KIT ONLY
(SEE SK2IABA)
(SEE NOTE 3, SK91 BA) ,l
= -
7(-P)
SKYLIGHT INSULATION TRIM
_ ' -PUR'
- TSIT
REQUIRED ALWAYS (SEE SK2IABA)
PURLIN
CRITICAL NOT£:
INSULATIONT
•
USE EXTREME CAUTION WHEN INSTALLING FASTENERS INTO HE FIBERGLASS SKYLIGHT.
LSTA1
SAFETY PRECAUTION:
OVERTOROUING FASTENERS COULD RESULT IN SKYLIGHT FRACTURE.
ALWAYS WEAR OSHA APPROVED EYE
-
PROTECTION WHEN OPERATING DRILLS
OR ELECTRIC SCREW GUNS.
_
PANELS AND INSULATION
-
OMITTED FOR CLARITY.
"SKYLIGHT TO PANEL" CONNECTION AT SIDELAP SK21
SKYLIGHT ATTACHMENT AT INTERMEDIATE PURLIN (DETAIL'S") SK26
SKYLIGHT FASTENER LAYOUTS SK31
SKYLIGHT INSULATION TRIM LAYOUT SK51
LONG SPAN III ROOF - BA
LONG SPAN III ROOF - BA
LONG SPAN 111 ROOF
- BA
LONG SPAN III ROOF
BA
NOTE:
SLOPE=1/2 - 3 FOLD INSULATION BACK. IT, -
r
r . , -
-•
- _
HE WEATHER. EXPOSED 70
SLOPE WIDTH= _<50'-0^ "v - I•
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+
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•
• [ -r
NOTES:
LONG SPAN III PANEL
ROOF MAIN FASTENER($) .• �,.
(S)
r a•
r ,
/ r ; . i ' '
_ f
'
,3� •h
-
- _ - - - E... ,.
�.L
1. DO NOT STAND OR WALK ON FIBERGLASS SKYLIGHT. USE PROPERLY L_ OCATED' _
#12X1 1 -
l v
• r + . -- _ ' '
i {
f .. . k t .
'
}, WALKSOARDS FOR FOOT TRAFFIC. - - •t
' ~
S`FEIY PRECAUTgN: ,
NOTE: SEE DETAIL EA26BBA WORKERS SHOULD BE TRAINED IN
y, • -
-
!. ,
'
-
a 'h
2. COVER EXPOSED EDGES OF INSULATION WITH VINYL PATCHING TAPE. •.
THE
RMR REREcrroHVRDCEDUREs
FOR ALL JOBS
" ' r - .-
+i' ,
a N - �•
y y + .
- '
TAPE MASTIC - _
j• y
- -
-_ .. -
,
r 3. TRIM ANGLE LSTA1 AND 'SKYLIGHT TO PANEL- SIDELAP INSULATION TRIM TSIT.� VT,E+
1/2 TM INSIDE CLOSURE
`
4'
•-
•.r..
_ r NOT REQUIRED ON BUILDINGS WIHOUT INSULATION. L,,..y- . y
y (TOP 8 BOTTOM - AOLI
x `'
-
I "r ' . t
- *' _
- ! 1 ` ,r '4
"'•
• '
4. SKYLIGHT INSULATION TRIM TSIT MAY REQUIRE FIELD TRIMMING. 1• _.
OF CLOSUREI (• ♦
_ 1IL-
u'{.
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-• - - "
. k..
EAVE CLOSURE FLASHING '
EAVE
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t. •' u
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}/
F s __ •y ".r.
' 5. DO NOT LAP SKYLIGHTS END TO END OR SIDE BY SIDE.'
_
FEC_ -
v�
•
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'
'
.
t t
.+
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_
6. DO NOT INSTALL ADJACENT TO THE EAVE, RAKE OR RIDGE. • r t f
e
{ WALL MAIN FASTENER(S) '+ 1` •
•,f Y i A
+ ! L `-
, 1
OF TWO PURLIN SPACINGS 4 , •
,
` SAVE STRUT INSULATION
_ •
•
'
, + '
r ' +
T. A METAL PANEL IS REQUIRED A MINIMUM (2) ,T
BETWEEN ENDS OF MULTIPLE SKYLIGHTS.` - •
1�-O' O,0. 1,
(BY OTHERS)'
. ,•/ �,�
`, • ,
;
`
4
s •' ,
A
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y ~
' 8.' PRE -DRILL ALL FASTENER HOLES BEFORE INSTALLATION: -•
-
... .. • •
_
'
..r•
• - a+ r _ F• 'I ' '
" Ai.•"
WALL TRIM FASTENER(S) • - } "
t #14X3/4 ' 9 P.
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`+. ,WALL PANEL • - •
r + OUTSIDE CLOSURE
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•
NOTE: HORIZONTAL LEG OF FLANGE BACK GUTTER (WHEN REOVIRED) IS INSTALLED
e
` er• THE REGISTERED PROFIMIDWII
"
BETWEEN THE MASTIC AND EAVE CLOSURE FLASHING. ♦
-
,. a- , ..
- EHGIHEER WHOSE SFAI APPEARS
SKYLIGHT NOTES y. f'? SK91
SECTION AT SIMPLE EAVE FIXED WITH SHEETED SIDEWALL EA04A
I,
r
' ON THESE DMIWNGS15EMPLOYED
BI THE MANUFAMUR
LN:r"()�
C 6�8/LONG
r
SPAN III ROOF ,. .- BA
LONG SPAN III ROOF / ARCHITECTURAL III, ARCHITECTURAL ^V' RIB OR LONG SPAN III WALLS . BB
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i
ADJACENT TO 2968 CRAIG AVENUE -•[
FOR PERMITS'ONL'Y y
-
� �` �V
+ - " • •f- '
t
I. - PALERMO,
-
CA 95968
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM:
v20.6 AMERICAN BUII:DINGS
, _ a • , "
• - - ELITE STEEL BUILDING SYSTEMS
JOB NUMBER: SHEET: , rt e�L.ccn rrDviv
- c
NO RELEASE /REVISION' ✓ - DWN: / CKD: ENGR DATE
O _ RELEASE / REVISION DWN: / CKD:' ENGR DATE
W 17G0031 A' SED
-020 McIMw.'
_
0 PLANS FOR PERMITS PJ / JH 01/31/2017
F
"' `
R
PURLIN
250# CAPACITY WITHOUT 2' 2' ANGLE.
SEE ALSO (SH74AA)
50# CAPACITY WITHOUT 2'x2"ANGLE. r PURLIN
SEE ALSO
50# CAPACITY WITHOUT 2'x2' ANGLE,
SEE ALSO (SH15AA)
200# CAPACITY WITH 2'x2' ANGLE,
SEE ALSO (SH15AA)
ROOF SLOPE LESS THAN
(SH15AA)
(SHISH)
ROOF SLOPE 1:12 MAX 1
11
ROOF SLOPE 1:12 MAX
1 1 /2"
ROOF SLOPE 1:12 MAX
OR EQUAL TO 4:12
PURLIN
(WITHOUT BEVEL WASHER)
(WITHOUT BEVEL WASHER)
MAX
(WITHOUT BEVEL WASHER)
500# CAPACITY WITH 2'.2'ANGLE.
200# CAPACITY WITH 2'x2' ANGLE,
ROOF SLOPE LESS THAN
OR EQUAL TO 4:12
ROOF SLOPE 1:12 MAX
(WITHOUT BEVEL WASHER)
PURLIN
1 112"
250# CAPACITY WITH 2'x2' ANGLE,.
1 1/2'
NUT
MAX (2) STRUCTURALFASTENER(S)
SLOPEGREATER
AHAN
1 1
M0.
1/4 TEK
4:102 8:12
AX
MIAX.
WASHER
WITHOUT ANGLE �'4
CADDY PURLIN CLAMP
(2) STRUCTURAL FASTENER(S)
(2) STRUCTURAL FASTENER(S)
NUT
MODEL 315
#72X1 1/4 TEK
#12X1 1/4 TEK
WITH ANGLE SH01A WITH ANGLE)
SH02A
(WITH ANGLE)
AS ( �
WASHER
WITHOUT ANGLE �
OPTIONAL
WITH ANGLE SH02A
OPTIONAL
7/16' HOLE (L2x2x7/8x6' LONG)
7/16'0 HOLE
ANGLE'
(L2x2x1/8x 6" LONG)
(FIELD DRILL)
(FIELD DRILL)
3/8'0 ROD HANGER
ANGLE
(2"x2'x 1/8"x 6" LONG)
3/8'0 ROD HANGER
3/8'0 ROD HANGER
NOTE:
3/8'0 ROD HANGER
USE OF THIS DETAIL WILL REQUIRE THE
' ANGLE MAY BE OMITTED WITH
7/16-0 HOLE
ROD HANGER TO BE BENT AFTER INSTALLATION 'ANGLE MAY BE OMITTED WITH
HANGER LOADS 50 LBS.
NOTE
(FIELD DRILL-)
SO THAT IT HANGS VERTICALLY.
HANGER LOADS 250 LBS. OR LESS
OR LESS. NOTE
USE OF THIS DETAIL WILL REQUIRE THE
NOTE:
THE METAL BUILDING SUPPLIER IS NOT
EXCEPT THAT ANGLE IS REQUIRED
USE OF THIS DETAIL WILL REQUIRE THE
ROD HANGER TO BE BENT AFTER INSTALLATION
USE OF THIS DETAIL WILL REQUIRE THE
RESPONSIBLE FOR THE DESIGN OR ADEQUACY WITH SLOPE GREATER THAN a:12,
ROD HANGER TO BE BENT AFTER INSTALLATION
NOTE:
SO THAT IT HANGS VERTICALLY.
NOTE:
ROD HANGER TO BE BENT AFTER INSTALLATION
OF THE BENT ROD HANGER.
BUT LESS THAN 8:12.
NOTE: SO THAT IT HANGS VERTICALLY.
PURLIN LIP MUST NOT
THE METAL BUILDING SUPPLIER IS NOT
SO THAT IT HANGS VERTICALLY.
NOTE:
PURLIN LIP MUST NOT THE METAL BUILDING SUPPLIER IS NOT
BE DISTORTED.
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
PURLIN LIP MUST NOT
THE METAL BUILDING SUPPLIER IS NOT
PURLIN LIP MUST NOT
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
BE DISTORTED.
OF THE BENT ROD HANGER.
BE DISTORTED.
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
OF THE BENT ROD HANGER.
OF THE BENT ROD MANGER.
BE DISTORTED.
HANGER DETAIL AT PURLINS SH01
HANGER DETAIL AT PURLINS
SH01A
HANGER DETAIL AT PURLINS
SH01 B
HANGER DETAIL AT PURLINS
SH02
AA I
ROD HANGER WITHOUT REINFORCING ANGLE
500# CAPACITY WITH 2'x2' ANGLE,
AA
SEE ALSO (SH14AA)
ROD HANGER WITH REINFORCING ANGLE AA
PURLIN CLAMP
AA
250# CAPACITY WITHOUT 2"x2'ANGLE. SEE ALSO (SH74AA)
400# CAPACITY PROVIDED ROD HANGER IS WITHIN SEE ALSO (SH 1SAA)
ROOF SLOPE ESS THAN (SH
ROOF ROOF SLOPE LESS THAN
PURLIN (SH I SAA)
CENTER ONE-THIRD OF 3'x3'ANGLE SPAN
OR EQUAL TO 4:12
OR EQUAL TO 4:12
(200# CAPACITY OTHERWISE)
1 1/2"
250# CAPACITY WITH 2"x2" ANGLE,
MAX'
ROOF SLOPERESS THAN 8:72 1
LEGREATER
1 /2"
STRUCTURAL FASTENER(S)
(L2X2X3' LONG)
MAX.
(2) #12X7 1/4 TEK
PURLIN
PURLIN
TYR
CADDY PURLIN CLAMP
CADDY PURLIN CLAMP
(2) STRUCTURAL FASTENER(S)
1/8
MODEL 315
MODEL 315
#12X1 1/4 TEK
ANGLE'
7/16"0 HOLE
ANGLE
(L3X3X3/16X LENGTH)
BENT LIP
(L2x2x1/8x 6" LONG)
(FIELD DRILL)
CLAMP
OF PURLIN
NOTE
NOT ALLOWED
USE OF THIS DETAIL WILL REQUIRE THE
' ANGLE MAY BE OMITTED WITH
3/8"0 ROD HANGER
ROD HANGER TO BE BENT AFTER INSTALLATION
HANGER LOADS 250 LBS. OR LESS
SO THAT IT HANGS VERTICALLY. 318"0 ROD HANGER
EXCEPT THAT ANGLE IS REQUIRED
3/8.0 ROD HANGER
NOTE:
THE METAL BUILDING SUPPLIER IS NOT
WITH SLOPE GREATER THAN 4:12,
USE OF THIS DETAIL WILL REQUIRE THE
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
BUT LESS THAN 8:12.
NOTE
ROD HANGER BE BENT AFTER INSTALLATION
OF THE BENT ROD HANGER.
USE OF THIS DETAIL WILL REQUIRE THE
N
SO THAT IT HANGS VERTICALLY.
NOTE:
ROD HANGER TO BE BEM AFTER INSTALLATION
THE METAL BUILDING SUPPLIER IS NOT
NOTE:
PURLIN LIP MUST NOT
SO THAT IT HANGS VERTICALLY.
NOTE: FIELD WELDING REQUIRED,
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
'
PURLIN LIP MUST NOT
BE DISTORTED.
THE METAL BUILDING SUPPLIER IS NOT
SEE DETAIL ENFWA_
OF THE BENT ROD HANGER.
BE DISTORTED.
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
HANGER DETAIL AT PURLINS SH02
HANGER DETAIL AT PURLINS
OF THE BENT ROD HANGER.A
SH026
HANGER DETAIL BETWEEN PURLINS SH03
CLAMP INSTALLATION "NOT ALLOWED' SF
PURLIN CLAMP WITHOUT REINFORCING ANGLE
AA
PURLIN CLAMP WITH REINFORCING ANGLE
AA
AA
CLAMP CAUSING BENT PURLIN LIP
AA
SOD# CAPACITY
PURLIN
ACITY
SLOPE
SEE ALSO (SH 74AA)
500# CAPACITY SEE ALSO (SH14AA)
ROOF SLOPE LESS THAN
SEE ALSO (SH14AA)
ROOF ESS THAN
(SH15AA)
ROOF SLOPE LESS THAN
OR EQUAL TO 1:12 PURUN (SH15AA)
OR EQUAL TO 1:12
(SH15AA)
OR EQUAL TO 4:12
PURLIN
250# CAPACITY
,
25/64'0 HOLE -
ROOF SLOPE GREATER THAN -
4:12, BUT LESS THAN 8:12
,
SAMMY X -PRESS'
(FIELD DRILL)
SIDEWINDER PIPE HANGER
'
.MODEL SWXP 35
1 112,
n
Mme'
AA 25/64'0 HOLE
(FIELD DRILL)
3/4"
WASHER.
..
3/4'
*
k
MIN'
LOCK NUT_
-
MIN.
SAMMY X -PRESS
- SIDEWINDER PIPE HANGER
MODEL SWXP 35
T7
' NOT TO EXCEED
3/8"0 ROD HANGER
SAMMY X -PRESS
- -
MID -DEPTH OF PURLIN 3/8'0 ROD HANGER
•NOT TO EXCEED
SWIVEL PIPE HANGER
25/64'0 HOLE
NOTE:
MID -DEPTH OF PURLIN
NOTE:
-
MODEL SXP 35
3/B'0 ROD HANGER
(FIELD GRILL)
///�^R�'
` '. ' A OF ES 'o.
USE OF THIS DETAIL WILL REQUIRE THE
ROD HANGER TO BE BENT AFTER INSTALLATION
USE OF THIS DETAIL WILL REQUIRE THE
ROD HANGER 70 BE BENT AFTER INSTALLATION
NOTE:
,; R IO
`(
SO THAT IT HANGS VERTICALLY.
THE METAL BUILDING SUPPLIER IS NOT
SO THAT IT HANGS VERTICALLY.
THE METAL BUILDING SUPPLIER IS NOT
PURLIN LIP MUST NOT
BE DISTORTED.
�^�
` H c_
^^
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
OF THE BENT ROD HANGER.
RESPONSIBLE FOR THE DESIGN OR ADEQUACY
OF THE BENT ROD HANGER.
THE REGISTERED PROFESSIONAL
!� V�
ENGINEER W HOSE SEAS APPEARS
SIS
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(
HANGER DETAIL AT PURLINS SH11
HANGER DETAIL AT PURLINS
SH11A
HANGER DETAIL AT PURLINS
SH12
ONTHFSFDMWNGTISEMPOTED
ONT
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ROOF SLOPES LESS THAN OR EQUAL TO 1:12 AA
SIDEWINDER PIPE HANGER FOR SLOPES LESS THAN OR EQUAL TO 1:12 AA
ROOF SLOPES LESS THAN 8:12
AA
NwFIUFAE
AND DOESHOTSERVE R
I
OR REPRESEM THE PRDMEM
EXP,.06
ENWNEEROFMOORDANDSNAII
NOTBEEDNS REOMSUOI.
0.17
.1
DRAWING STATUS:
JIMMY SENNA
FOR PERMITS ONLY
�� CIV
ADJACENT TO 2968 CRAIG AVENUE
..
1�
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 pMERICAFV' BUILDINGS,\
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
SHE
JOB NUMBER: ET:
DWN: /CKD: ENGR DATE
e
NO RELEASE / REVISION DWN: /CKD: ENGR DATE
O RELEASE /REVISION
W 17G0031 A SED
-021 M Mw.
0 PLANS FOR PERMITS PJ / JH 01/31/2017
vw
V
a
•x
-
3759 CAPACITY
.
ROOF SLOPE LESS THAN
DRAWING STATUS:.
OR EQUAL TO 4:12
-
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6ICAtN
2500 CAPACITY
JOB NUMBER:
SHEET:
ROOF SLOPE GREATER THAN
W17GO031A
SED -022
4:12, BUT LESS THAN8:12
SAMMY X -PRESS
'
SWIVEL PIPE HANGER
MODEL SXP 35
.4-
NOTE:
PURLIN LIP MUST NOT
BE DISTORTED.
250# CAPACITY
SEE ALSO (SH14AA) ROOF SLOPE GREATER THAN
(SH15AA) OR EQUAL TO 8:12
i i /2•'
MAX.
PURLIN
25/64"0 HOLE
(FIELD DRILL)
SAMMY X -PRESS
SWIVEL PIPE HANGER
MODEL SXP 3.-
25/64"0
5
25/64"0 HOLE
(FIELD DRILL)
3/8.0 ROD HANGER 3/8"0 ROD HANGER
SEE ALSO (SH14AA)
(SH15AA) CADDY PURLIN CLAMP MODEL 315 IS AVAILABLE VIA THE
MANUFACTURER'S WEBSITE:
www.erico.com
SAMMY X -PRESS SWIVEL PIPE HANGER MODEL SXP 35
SAMMY X -PRESS SIDEWINDER PIPE HANGER MODEL SWXP 35
AND INSTALLATION TOOLS ARE AVAILABLE VIA THE
MANUFACTURER'S WEB SITE:
www.sammysuperscrew.com/sammyxpress.htm
111 " i'0110
THE HANGER CAPACITIES SHOWN ON THE AMERICAN BUILDINGS COMPANY DETAILS REPRESENT THE
MAXIMUM ALLOWABLE SINGLE HANGING LOAD THAT ATYPICAL PURLIN CAN SAFELY SUPPORT UNDER
THE BEST OF CIRCUMSTANCES USING THE PARTICULAR HANGER DEVICE SHOWN IN THE DETAIL.
MANY FACTORS BEYOND THE CONTROL OF THE METAL BUILDING SUPPLIER AFFECT THE ABILITY
OF A PURLIN TO SAFELY SUPPORT HANGING LOADS COMBINED WITH OTHER REQUIRED ROOF
LOADS. DUE TO THE VARIABLES INVOLVED IN HANGING LOADS AND THEIR ATTACHMENTS TO
THE PURLINS. THE METAL BUILDING SUPPLIER CANNOT ASSURE THAT THE PURLINS FOR A
PARTICULAR BUILDING PROJECT CAN SAFELY SUPPORT THE MAXIMUM ALLOWABLE HANGING LOADS
IN COMBINATION WITH OTHER ROOF LOADS.
IT IS THE RESPONSIBILITY OF THE HANGER SYSTEM INSTALLER TO COORDINATE WITH THE ENGINEER
OF RECORD FOR THE OVERALL PROJECT TO ENSURE A SAFE HANGING LOAD INSTALLATION. THE
METAL BUILDING ENGINEER IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT.
WITHOUT SPECIFIC CERTIFICATION FOR INDIVIDUAL HANGING LOADS, THE NET EFFECTS OF APPLIED
HANGER LOADS INSTALLED ON A PARTICULAR PURLIN SHALL NOT EXCEED THE NET EFFECTS OF
THE CERTIFIED UNIFORMLY APPLIED DESIGN COLLATERAL LOAD. SEE SHEET ABC -1.
HANGER DETAIL AT PURLINS SH12A I HANGER DETAIL AT PURLINS SH13 WEBSITES FOR REAPPROVED HANGER DEVICES SH14 HANGER CAPACITIES WARNING SH16
SWIVEL PIPE HANGER FOR SLOPES LESS THAN 8:12 AA ROOF SLOPES GREATER THAN OR EQUAL TO 8:12 AA AA .. AA
NOTE:
OTHER METHODS OF ATTACHING HANGING LOADS, NOT DEPICTED ON DETAILS SH01, SH02, SH03,
SH11, SH12, AND SH13, ARE GENERALLY PERMITTED.
HOWEVER, THE HANGER LOAD MUST NOT EXCEED 50 POUNDS PER HANGER LOCATION (WITHOUT
SPECIFIC PRIOR APPROVAL FROM A QUALIFIED DESIGN PROFESSIONAL FOR A PARTICULAR LOAD).
DWN: /
GENERAL HANGER NOTES SH15
AA
JIMMY SENNA
ADJACENT TO 2968 CRAIG AVENUE
PALERMO, CA 95968
ELITE STEEL BUILDING SYSTEMS
/ REVISION I DWN: / CKD: IENGRI DATE
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THE REGISTERED PROFESSIONAL
-
ENGINEER WHOSE SEAL APPEARS
ON NESE DRAWINGS O EMPLOYED
BY THE MANFA RER
AND DOES NOT SERVE AS
OR REPRESEW ME PROJECT
ENWNEER W REWRD AND S
NOT U CDMIDEREDAS SUOI.
DRAWING STATUS:.
FOR PERMITS ONLY
-
SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6ICAtN
-BUILDING
JOB NUMBER:
SHEET:
RENucavErDP,e+
W17GO031A
SED -022
MHM,R. '
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R
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P F
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