Specifications 0
MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
Mod Pizza Signage
12196 SW Scholls Ferry Road, Tigard, Oregon
Ramsay Signs
July 21, 2015
Project No. 150829
6 pages Principal Checked: It*/
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EXPIRES:12-31-2016
*** LIMITATIONS ***
Miller Consulting Engineers, Inc. was retained in a limited capacity for this
project. This design is based upon information provided by the client, who
is solely responsible for accuracy of same. No responsibility and or liability
is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets.
Engineering Practical,Diverse Structural Solutions Since 1978
9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412
Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com
WIND LOADING ANALYSIS-Wall Components and Cladding
Scope of work is for the design of the connection of the wall sign to the existing structure only.
. Input Data: — -- ,
ASCE 7-10
Wind Speed,V= 120.00 mph
Bldg.Classification= II (Table 1-1 Occupancy Category)
Exposure Category= B B
Ridge Height,hr= 30.00 ft.(hr>.he)
Eave Height,he= 30.00 ft.(he<=hr)
Building Width= 200.00 ft.(Normal to Building Ridge) -
Building Length= 200.00 ft.(Parallel to Building Ridge) I L
Roof Type= Monoslope (Gable or Monoslope) N
Topo.Factor,Kzt= 1.00 Plan
Direct.Factor,Kd= 0.85
Enclosed?(YIN) Y
nr,
the
Resulting Parameters and Coefficients: 14 L
Elevation
Roof Angle,0= 0.00 deg.
Mean Roof Ht.,h= 30.00 ft.(h=he,for roof angle<=10 deg.)
Wall External Pressure Coefficients,GCp:
GCp Zone 4 Pos.= 0.81
GCp Zone 5 Pos.= 0.81
GCp Zone 4 Neg.= -0.90
GCp Zone 5 Neg.= -1.08
If z<=15 then: Kz=2.01•(15/zg^(2/a), If z>15 then: Kz=2.01*(z/zg)^(2/a)
a= 7.00 (Note:z not<30'for Exp.B,Case 1)
zg= 1200
Kb= 0.70 (Kh=Kz evaluated at z=h)
Velocity Pressure:
• qh= 13.17 psf qh=0.00256*Kh*KzYKd•V^2*0.6 (qz evaluated at z=h)
Wall Pressure for Anchor Design (allowable)
Design Net External Wind Pressures.
F= -11.88 psi
Sign Dead Load= 4.00 psf(max)
Fastener Capacities:
Tc= 195 lb
Vc= 140 lb
offset= 0.00 in
o.d.of spacer= 0.00 in
Max trib.area= 11.17 ft2 =1/(((-11.88'-1)/1951b+4/140lb)
Provide 0.375"dia.Powers Toggle Bolt for every 11.17 sqft.of trib.
16'-0.314'
F
O O O O O O
O° 0 0 0 0 0 0 O 0 00
°O °° ° 0 ° 0 °'G C 0 0 0 o O ° 0 ° O°'°
0000 O O o
WS IMGoN u A nt
ed° °° ° ° O O ° O O °O°
O 0 O 0 0 0 0 0 0 0 0
O 0 O
_ SUPER FAST
Mod Pizza Signage 150829
9570 SW Barbur Blvd
Project Name Project#
at Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM 7/21/15 1 of 6
www.miller-se.com By - Ck'd Date Page _
ENGINEERS
•
WIND LOADING ANALYSIS -Parapet Loading
Per ASCE 7-10 Code for Bldgs.of Any Height with Gable Roof 8<=45°or Monoslope Roof 0<=3°
Using Method 2:Analytical Procedure
Input Data: .
Wind Speed,V= 120.00 mph
Risk Category= II
Exposure Category= B B
Ridge Height, hr= 20.00 ft. (hr>=he)
Eave Height, he= 20.00 ft. (he<=hr)
Building Width= 100.00 ft. (Normal to Building Ridge) 1 '
Building Length = 100.00 ft. (Parallel to Building Ridge) I L
Roof Type= Monoslope (Gable or Monoslope) h �I
Topo. Factor, Kzt= 1.00 Plan
Direct. Factor, Kd= 0.85
Enclosed?(Y/N) Y
Effective Area.Ae= 18.28 ft2 (Area Tributary to C&C) 0
ki .
Resulting Parameters and Coefficients: hr
Roof Angle, 0= 0.00 deg. he
Mean Roof Ht., h = 20.00 ft. (h=he,for roof angle<=10 deg.) '
L
Elevation
If z<=15 then: Kz=2.01*(15/zg ^(2/a) , If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Case la)
a= 7.00
zg= 1200 (Note:z not<30, Exp. B,Case 1)
Kh= 0.70 (Kh=Kz evaluated at z= h)
Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V2*0.6
qh(qp)= 13.17 psf
Roof External Pressure Coefficients,GCp:
GCp Zone 2 Neg.= -1.62
Wall Pressure Coefficients, GCp:
GCp Zone 4 Pos. 0.86
GCp Zone 4 Neg. = -0.95
Load Case A-loads acting towards the building
qp= 13.17 psf
GCp= 2.48 =0.86+1.62(positive wall load on face of parapet and negative roof edge zone load to back of parapet)
Gcpi= 0
p= 32.7 psf Load acting towards the building
Load Case B-loads actin• awa from the building
qp= 13.17 psf
GCp= 1.81 =0.86+0.95(postive wall load on back of parapet and negative wall load on face of parapet)
Gcpi= 0
p= -23.8 psf Load acting away from building
13'-4-314' _I
0 0 0 0 0 0 0 0 000 000 00
SIGN C
00 00 ° ° o ° 0'0 0 0 0 00
0 00 0 o Q 0 0 0110 0 0 0 010
0 0 0 0 0 0 0 0 0 0 0 0 000
0 0 ° 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 000 000 0 0
�____3 � SUPER FAS�
Mod Pizza Signage 150829
9570 SW Barbur Blvd
Project Name Project#
Art Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJMJ 7/21/15 2of6
www.milier-se.com By Ck'd Date Page
ENGINEERS
Sign Geometry:
Width= 160.75 in IIU L22a1/4,TVP.
Height= 50 in s/s D1 B°LT•
Trib.to brace= 45 in TYP.
• w= 123 plf =32.7psf*45"/12
x1 = 24 in
112'DIA.POWERS 3 O•D,
x2= 26 in : TOGGLE BOLT,TYP,
�yp.
Mvertical angle= 289 ft-lb = 123*(26"/12)^2/2 . SIN• i
See next page for an le check, Use L2X2X3/16 tv0�
R2= 534 lb =123*(50"112)^2/21(24"/12) ' rv. p�
R1 = -22 lb =123*50"/12-534
Brage angle 1= 45 deg.from vertical(min.) — a -''r
Pbrace angle= 755 lb =534/SIN(45deg.)
11r
See page after next for angle check, Use L1 X1 X1/8(min.) 7 (E)ROOF.
III'. VERIFY SLOPE
Horiz.angle span= 36 in
location of brace conn.= 18 in
Mhonzontal angle= 401 ft-lb =534/TAN(45deg.)*(18"*18)"/36"/12
See last pa.e for an.le check, Use L2X2X1/4(min.)
Weight= 4 psf
Fastener Checks:
#of anchors= 3 at each end of connection
spacing= 36 in
Vanchors= 85 lb =123*50/12/(6 fasteners)
Tanchore= 98 =(123*(50"/12)^2/2/(36"/12)-4*45/12*50/12)/(3 fasteners)
Vc= 160 lb
Tc= 230 lb
Comb.= 0.96 <1.00 OK
Use 112"dia.Powers toggle bolts
• Mod Pizza Signage 150829
9570 SW Barbur Blvd
Project Name Project#
4114 Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM 7/21/15 3of6
www.miller-se.com By Ck'd Date Page
ENGINEERS
Steel Column/Beam Design-AISC 13th Addition Vertical Bracket Angle
Shape: L Shape Capacity=0.72 <1.0
Size: L2X2X3/16
ASD Axial Capacities,Chapters D and E
Pr= 0.06 K axial compression load Equal Legged Angle
Mr,= 0.29 ft-k,strong axis moment
Mr„= 0.00 ft-k,weak axis moment Tension Capacity,Chapter D N/A
Vr,= 0.53 k,strong axis shear Connection: Welded connnection
Vr3= 0.00 k,weak axis shear U= 0.81 Table D3.1,pg 16.1-29
Tr= 0.00 in-k,torsion Ae= 0.58 in2
Vt= 0.00 k,shear due to torsion Pn= 25.74 k
K= 2.10 (Table C-C2 2,pg 16 1-240) Comp.Capacity,Chapter E
Lb,= 2.17 ft KUr= 140.4
Lb1= 2.17 ft Ur= 42
E= 29000 ksi Fcr= 12.74 ksi
Fy= 36 ksi Pn= 9.11 k.(Section E3 pg 16 1-33)
Fu= 58 ksi Flexural Capacity,Chapter F
Ag= 0.72 in2 Strong Axis:
lx= 0.271 in4 Max.compression at toe
ly= 0.271 in4 Mnx=4 0.67 ft-k
r,= 0.612 in Weak Axis.
ry= 0.612 in Max.compression at toe
rz= 0.389 in Mny=I 0.67 Ift-k
b= 2 in Shear Capacity,Chapter G
d= 2 in Cv= 1
t= 0.1875 in Awx= 0.38 in2
S,= 0.188 in' Awy= 0.38 in2
J= 0.0092 in4 kv= 1.2
bI= 2 in Vnx= 8.10 k equation G2-1
bs= 2 in Vny= 8.10 k
bl/bs= 1.00 leg length ratio Allowable Capacties Rn/S 1(ASD);Rn• h(LRFD)
bl/t= 10.67 (LRFD) Pc,k Pc,k Mc,ft-k Vc,k
bs/t= 10.67 x-axis 5.46 15.41 0.40 4.9
O,= 1.67 (Section El.pg 161-32) y-axis (compression) (tension) 0.40 4.9
fib= 1.67 (Section F1,pg 16.1-46) Interaction Equations:
Qv= 1.67 (Section Fl,pg 16146) Shear capacity=0.11 < 1.0 OK
h�= 0.9 (Section El,pg 16.1-32) Pr/Pc= 0.01 <0.2,Equation Hl-lb controls
hb= 0.9 (Section Fl,pg 16.146) 0.72 <1.0 OK J
$„= 0.9 (Section FI.pg 16 1-46) Equation Hl-lb,AISC 13 ed.,pg 16.1-70
Section is Compact in the leg for flexure I Use L2X2X3/16
Section is Compact in the long leg for compression
Section is Compact in the short leg for compression
at 9570 SW Barbur Blvd Project Name
Mod Pizza Signage 150829
Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon Project#
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM1,) 7/21/15 4of6
www.miller-se.com BY Ck'd Date Page
ENGINEERS
Steel Column/Beam Design-AISC 13th Addition Diagonal Bracket Angle(brace angle)
Shape: L Shape Capacity=0.64 <1.0
Size: L1X1X1/8
ASD Axial Capacities,Chapters D and E
Pr= 0.76 k,axial compression load Equal Legged Angle
Mr,= 0.00 ft-k,strong axis moment
Mry= 0.00 ft-k,weak axis moment Tension Capacity,Chapter D N/A
Vry= 0.00 k,strong axis shear Connection: Welded connnection
Vry= 0.00 k,weak axis shear U= 0.90 Table D3.1,pg 16.1-29
Tr= 0.00 in-k,torsion Ae= 0.21 in2
Vt= 0.00 k,shear due to torsion Pn= 8.42 k
K= 1.00 (Table C-C2.2,pg 16 1-240) Comp.Capacity.Chapter E
Lb,= 2.82 ft KL/r= 172.7
Lby= 2.82 ft L/r= 111
E= 29000 ksi Fcr= 8.42 ksi
Fy= 36 ksi Pn= 1.97 k,(Section E3 pg 16.1-33)
Fu= 58 ksi Flexural Capacity,Chapter F N/A
Ag= 0.23 in2 Strong Axis:
lx= 0.022 in4 Max.compression at toe
ly= 0.022 in` Mnx= 0.11 ft-k
rx= 0.304 in Weak Axis:
ry= 0.304 in Max.compression at toe
ry= 0.196 in Mny=1 0.11 jft-k
b= 1 in Shear Capacity,Chapter G N/A
d= 1 in Cv= 1
t= 0.125 in Awx= 0.13 in2
S„= 0.031 in3 Awy= 0.13 in2
J= 0.0013 in4 kv= 1.2
bl= 1 in Vnx= 2.70 k equation G2-1
bs= 1 in Vny= 2.70 ,k
bl/bs= 1.00 leg length ratio Allowable Capacties Rn/ ](ASD);Rn*<I (LRFD)
• bl/t= 8.00 (LRFD) Pc,k Pc,k Mc,ft-k Vc,k
bs/t= 8.00 x-axis 1.18 5.04 0.07 1.6
t/c= 1.67 (Section El,pg 16.1-32) y-axis (compression) (tension) 0.07 1.6
t 2b= 1.67 (Section Fl,pg 16.1-46) Interaction Equations:
f 1 = 1.67 (Section Fl,pg 161-46)
= 0.9 (Section El,pg 16.1-32) Pr/Pc= 0.64 >0.2,Equation H1-la controls
= 0.9 (Section F1,pg 16.1-46) 0.64 <1.0 OK
rh„= 0.9 (Section Fl,pg 161-46) Equation H1-1a.AISC 13 ed.,pg 16.1-70
Section is Compact in the leg for flexure I Use L1X1X1/8(min.) 1
Section is Compact in the long leg for compression
Section is Compact in the short leg for compression
at 9570 SW Barbur Blvd Project Name
Mod Pizza Signage 150829
Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon Project#
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 B CJM Ck'd Date 7/21/15 Page
5 of 6
www.miller-se.com Y 9
ENGINEERS
Steel Column/Beam Design-AISC 13th Addition Horizontal Bracket Angle
Shape: L Shape Capacity=0.77 <1.0
Size: L2X2X1/4
ASD 'Axial Capacities,Chapters D and E
Pr= 0.26 k,axial compression load Equal Legged Angle
Mr,= 0.40 ft-k,strong axis moment
Mr,= 0.00 ft-k,weak axis moment Tension Capacity,Chapter D N/A
Vr,= 0.00 k,strong axis shear Connection: Welded connnection
Vry= 0.00 k,weak axis shear U= 0.80 Table 03.1.pg 16.1-29
Tr= 0.00 in-k,torsion Ae= 0.75 in2
Vt= 0.00 k,shear due to torsion Pn= 33.77 k
K= 1.00 (Table C-C2.2,pg 16 1-240) Comp.Capacity.Chapter E
Lb,= 3.00 ft KL/r= 93.0
Lby= 3.00 ft Ur= 60
E= 29000 ksi Fcr= 22.83 ksi
Fy= 36 ksi Pn= 21.41 k.(Section E3 pg 16.1-33)
Fu= 58 ksi Flexural Capacity,Chapter F
Ag= 0.94 in2 Strong Axis:
lx= 0,346 in4 Max.compression at toe
ly= 0.346 in4 Mnx= 0.88 ft-k
= 0.605 in Weak Axis:
ry= 0.605 in Max.compression at toe
r,= 0.387 in Mny=I 0.88 1ft-k
b= 2 in Shear Capacity,Chapter G N/A
d= 2 in Cv= 1
t= 0.25 in Awx= 0.50 in2
S,= 0.244 in3 Awy= 0.50 in2
J= 0.0209 ins kv= 1.2
bl= 2 in Vnx= 10.80 k equation G2-1
bs= 2 in Vny= 10.80 k
bl/bs= 1.00 leg length ratio Allowable Capacties Rn/i)(ASD);Rn* b(LRFD)
bl/t= 8.00 (LRFD) Pc,k Pc,k Mc,ft-k Vc,k
bs/t= 8.00 x-axis 12.82 20.22 0.53 6.5
1.?°= 1.67 (Section El,pg 16.1-32) y-axis (compression) (tension) 0.53 6.5
= 1.67 (Section Fl,pg 16.1-46) Interaction Equations:
= 1.67 (Section Fl,pg 16.1-46)
ho= 0.9 (Section El,pg 16.1-32) Pr/Pc= 0.02 <0.2,Equation H1-lb controls
hn= 0.9 (Section Fl,pg 16.1-46) 0.77 <1.0 OK
= 0.9 (Section F1.pg 16.1-46) Equation H1-1b,AISC 13 ed.,pg 16.1-70
Section is Compact in the leg for flexure I Use L2X2X1/4(min.)
Section is Compact in the long leg for compression
Section is Compact in the short leg for compression
Mod Pizza Signage 150829
9570 SW Barbur Blvd
Project Name Project#
Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJMl,j 7/21/15 6of6
www.miller-se.com By Ck'd Date Page
ENGINEERS
3/8"DIA.POWERS TOGGLE
BOLT THROUGH(E)PLYWOOD,
TYP.(10)LOCATIONS AROUND
I
16'-0-314' PERIMETER OF SIGN
00 O 0 0 0 0 0 O 000000 0 0 0 00
0 O0 ODo O O•
o o O O 0 0 °0 O °
0 0 0 0 0 0 0 0 0 0
O 0
O 0 0 0 00 0 0 0 0 0
0
O 0 0
O 0 0 0 0 ° 0
0000
0 0 0
O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SUP R FAST
EDSIGN ELEVATION
SIGN A, WALL MOUNTED N.T.S.
NOTES:
1. SCOPE OF WORK IS FOR THE
CONNECTION OF THE WALL
SIGN TO THE EXISTING
STRUCTURE.
2. SEE PAGES 53-S4 FOR
STRUCTURAL NOTES.
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EXPIRES:1241-2018
9570 SW Barber Blvd Project Name Mod Pizza Signage
Project# 150829
Si Suite One Hundred
Mk Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax By CJM Ck'd Date 7/21/15 Page S1 of 4
ENGINEERS
•
®, 13'-4-314' I ',,,'3 PROFFs,
,
TYP' 72525PE PId
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O 0 0 0 0 0 00 0 0 0 0 000 00 q�'�� L° Q
00 00 0 0 O Io 0 O 0 0 0 0 0 l� 09 . e
O 0 0 0 o a 0 ° 011 0 0 0 0 010 S 'SEP0 0 0 0 0 0 0 o 0 0 0 0 00
0 0 0 0 0 0 0 0 0 0 0 0 1212016
O 0 0 0 0 0 0 000 0 0 0 0 0
Li P FR FAST
12 SIGN ELEVATION
S2 SIGN C 3/4"=1'-0"
V L2x2x1/4,TYP.
3/8"DIA. BOLT,
TYP.
NOTES: \ 1/2"DIA. POWERS 3.1,10 C,
1. SCOPE OF WORK IS FOR THE -1.. \ TOGGLE BOLT,TYP.
BRACKET SUPPORTING THE \ SYP
N w
SIGN AND ITS CONNECTION M��1. �,
TO THE EXISTING STUCTURE. —
N \ „ �i•'
2. SEE PAGES S3-S4 FOR 3/4"
STRUCTURAL NOTES. TYP Q%
-U "
mi ji;.
10"
c4n 2" 3 (E)ROOF,
T(P• VERIFY SLOPE
C- BRACKET SECTION
9570 SW Barbur Blvd Mod Pizza Signage 150829
li
Project Name Project#
St Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road,Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM 7/21/15 S2 of 4
www.miller-se.com By Ck'd Date Page
ENGINEERS
•
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK
NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.
SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE
CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE
BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR
HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE
COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL
SAFETY REGULATIONS DURING CONSTRUCTION.
THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS
OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR
CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND
RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS
AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE
PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY
MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR
IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH
SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE.
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE
PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE
PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE
USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED
HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE
STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE
PROTECTION, LAND USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING
AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS.
EXISTING STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS.
CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTALLATION. ENGINEER OF
RECORD FOR THE PROJECT IS TO BE NOTIFIED IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON THE
DRAWINGS.
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE,
BASED ON THE 2012 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS
NOTED OTHERWISE.
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EXPIRES:12-31-2016
Mod Pizza Signage 150829
9570 SW Barbur Blvd
Project Name Project#
at Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJMU 7/21/15 S3of4
www.miller-se.com By Ck'd Date Page
ENGINEERS
DESIGN LOADS
THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
WIND DESIGN DATA
BASIC WIND SPEED(3 SEC GUST) 120 MPH
EXPOSURE B
ALUMINUM
ALL STRUCTURAL ALUMINUM SHAPES AND PLATES TO BE 6061-T6. ALL WELDS TO USE 4043 ALUMINUM
FILLER ALLOY.A PROTECTIVE BARRIER SHALL BE PROVIDED BETWEEN ALL STEEL AND ALUMINUM TO
PREVENT CORROSION. ALL WELDING TO CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.2. WELD
LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE ALUMINUM DESIGN MANUAL. WELDING SHALL
BE BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT
SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE
FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS TO
RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED.ALL FASTENERS IN CONTACT WITH
ALUMNIUM TO BE TYPE 304 STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER
TO PREVENT CORROSION. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION.
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EXPIRES:12-31-2016
Mod Pizza Signage 150829
9570 SW Barbur Blvd
Project Name Project#
Suite One Hundred
Portland,OR 97219 12196 SW Scholls Ferry Road, Tigard, Oregon
Location
Client Ramsay Signs
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM ) 7/21/15 S4of4
www.miller-se.com By Ck'd Date Page
ENGINEERS