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The 72nd Blade Sign
11740 SW 72nd Avenue, Tigard, Oregon
Hannah Sign Systems
October 31, 2019
Project No. 191350
3 pages
Principal Checked: LP.)
•
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725 PEP
N o OFFICE COPY
CITY OF MAR
✓QSEPH MP REVIEWED FOR CODE COMP IA'.CE
EXPIRES: 12-31-2020 Approved: ' J
VALIDITY OF OTC: 1
THE ISSUANCE OF A PFRnJ i
EASED ON CONSTRUCTiC:. Permit#: Pt tptc i 9_ c 3 �Jlj
DOCUMENTS AND OTFIFF. Address: 71 hdul`V/
DATA SHALL NOT PREVh=i T Suite #:
THE CODE OFFICIAL FRcir,
REQUIRING THE CORREC T iCf By: Date: to_aC, j C,
OF ERRORS. OSSC 1 r
*** 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
Scope of work is for the design of the sign support arms and their attachment to the existing structure.
Input Data:ASCE 7-10
Maximum Sign Height(h)= 30.00 ft
Wind Speed,V= 120 mph
Exposure Category= B
Topo.Factor,Kzt= 1.00
Direct.Factor,Kd= 0.85
Effective Area,Ae= 26.67 ft' (Area Tributary to C&C)
Wall External Pressure Coefficients,GCp:
Corner Zone= No
GCp Zone 4 Neg.= -0.92 Fig.30.4-1 TYP.
GCp Zone 5 Neg.= -1.12 Fig.30.4-1
qz=0.00256'Kz'Kzt*Kd*V^2'0.6(allowable)
Wall Pressures for Design
Kz QZ GCp F(psf) h HSS 3x3x1/8 STEEL
0.7 13.16 -0.92 = 12.1 0-15 ft TUBE,TYP.
0.7 13.16 -0.92 = 12.1 15-20 ft
0.7 13.16 -0.92 = 12.1 20-25 ft
0.7 13.16 -0.92 = 12.1 25-30 ft
SIGN GEOMETRY AND FORCES: ro
Width= 1.67 ft
• (E)WOOD WALL
Height= 16.00 ft FRAMING
%solid= 100%
Area= 26.67 ft' =1.67'*16'100%
Wnd Load= 12.1 psf 6x12 BLOCKING WITH
Force,Vx= 323 lb =26.67ft^2 12.1psf SIMPSON A35 AT TOP AND
Sign offset from support face= 0.92 ft BOTTOM OF EACH END,TYP.
Moment Arm to support face= 1.75 ft(horizontal)
Moment,Mz= 565 ft-lb =323 lb'1.75'
VERTICAL LOADS:
Sign weight,Vz= 267 lb(estimated at WOpsn
Distance out to centroid= 1.75 ft
Moment,Mx= 467 ft-lb 267`1.75'
MOUNT ARM(s): - ----
Number of Arms= 2
Arm(s)act individually r
Arms are Pinned at building for vertical loads
%trib.to single arm= 50% \ SIGN ELEVATION
Moment,Mz= 283 ft-lb per arm =565ft-Ib*0.5
Moment,Mx= 234 ft-lb per arm =467/(2 arms)
Tension/Compression= N/A
Torsion,My= b ft-lb Vz
Shear,Vx= 162 lb per arm =323 Ib'0.5
Shear,Vz= 134 lb per arm =267 lb/(2 arms) T C
Use HSS 3X3X1/8
See pane after next for calculation. M z
BASE WELD CHECK:
Arm Shape: rectangular
Weld size(w)= 3/16 in
Width of arm,bl = 3 in
Depth of arm,dl= 3 in
b= 3.27 in =3+(2*0.707*0.1875)
d= 3.27 in =3+(2.0.707"0.1875)
A= 1.69 in' =3.27'3.27-3'3
I= 2.78 in' _(3.27*3.27^3-3*3^3)/12
S= 1.7 in3 =2.78/(3.27/2)
fb= 3649 psi =(283+234)'12/(1.7)
fv= 124 psi =(SQRT(182^2+134^2)/4)/1.69
fw= 3774 psi
Fw= 21000 psi Allowable weld stress
3774<21000 0K
Use 0.1875"fillet weld all around from arm to base plate
9570 SW Barbur Blvd Project Name The 72nd Blade Sign Project# 191350
Suite One Hundred
.1111 Portland,OR 97219 11740 SW 72nd Avenue, Tigard, Oregon
Location 9 9
Client Hannah Sign Systems
MILLER Phone 503.246.1250 10/31/2019
CONSULTING Fax 503.246.1395 DPH 1 of 3
www.miller-se.com By Ck'd Date Page
ENGINEERS
FASTENER CONNECTION:
Single plate with mult.arms?no
Forces at base plate(s): •
Moment,Mz= 283 ft-lb per plate =565*0.5
Moment,Mx= 234 ft-lb per plate =467/(2 arms)
Tension/Compression= N/A
Torsion,My= 0 ft-lb per plate
Shear,Vx= 162 lb per plate =323*0.5
Shear,Vz= 134 lb per plate =267/2
Number of fasteners:
#of rows= 2
#of columns= 2
Total number of fasteners= 4 per plate
Forces on anchorage:
Horizontal spacing= 7.5 in,between fasteners
Vertical spacing= 7.5 in,between fasteners
Tension,T= 414 lb per fastener =28312/7.5"/(2)+23412/7.5"/(2)
Shear,(due to torsion)= 0 lb per fastener
Shear,Vx= 41 lb per fastener =162/(4)
Shear,Vz= 34 lb per fastener =134/(4)
Comb.Shear= 53 lb per fastener =SQRT(41"2+34"2)
Try 3/8"La.
Tact= 414 lb
Vact= 53 lb
a= 82.7 "
Fact= 417.4 lb =SQRT(414"2+53"2)
W= 305 lb/in
p= 2.25 in
Z= 228 lb
Cd= 1.6
W= 488 lb/in =305*1.6
Z'= 365 lb =228*1.6
Z'n= 1063.5 lb=488*2.25`365/((488*2.25)*(COS(RADIANS(82.7)))"2+365*(SIN(RADIANS(82.7)))"2)
417.4<1063.5
0.39 <1.0 0K
Use 3/8"Lag Screw
MOUNT PLATE(S):
Material: Steel
Horizontal spacing= 7.5 in,between fasteners
Vertical spacing= 7.5 in,between fasteners
Fastener Tension= 414 lb per fastener =283*12/7.5"/(2)+234`12/7.5"/(2)
Moment arm= 3.18 in
Moment,M= 1317 in-lb =3.18*414
Plate thickness= 1/4 in
effective width,b= 10.00 in o 0
Z= 0.156 in' =10`(0.25)"2/4
Mc= 3363 in-lb =36000*0.156/1.67
1317<33630K
Use 0.25"thick plate 0 0
BLOCKING CHECK:
Mz= 283 ft-lb
Mx= 234 ft-lb
Tension/Compression= 0 lb
Vx= 162 lb
Vz= 134 lb
Block height= 11.25 in
Block width= 14.50 in
Vclip= 242 lb =(283/(14.5"/12)+234/(11.25"/12))/(2)
Vc= 695 lb
242 <695 OK
Use Simpson A35 at each corner of the block to the existing building framing
9570 SW Barbur Blvd Project Name The 72nd Blade Sign Project# 191350
Suite One Hundred
® Portland,OR 97219 11740 SW 72nd Avenue, Tigard, Oregon
Location 9 9
Client Hannah Sign Systems
MILLER Phone 503.246.1250
Fax 503.246.1395 DPH �pyyyy�� 10/31/2019
CONSULTING wvwmiller-se.com By Ck'd�JL_ Date Page 2of3
ENGINEERS
Steel Column/Beam Design-AISC 13th Addition MOUNT ARM
Shape: HSS Shape Capacity=0.16 <1.0
Size: 3X3X1/8
ASD Axial Capacity,Chapter E
Pr= 0.00 k,axial compression load Aeff= 1.30 in2
Mr„= 0.23 ft-k, strong axis moment Qa= 1 (Section E7,pg 16.1-42)
Mr,= 0.28 ft-k,weak axis moment Fe = 101.93 ksi,(Section E3 pg 16.1-33)
Vr„= 0.16 k,strong axis shear Fez= 101.93 ksi,(Section E3 pg 16.1-33)
Vr,= 0.13 k,weak axis shear Fcr„= 38.08 ksi,(Section E3 pg 16.1-33)
Tr= 0.00 ft-k,torsional load For,= 38.08 ksi,(Section E3 pg 16.1-33)
K„= 2.00 (Table C-C2.2,pg 16.1-240) Pn„= 50 IS(Section E3 pg 16.1-33)
Ki= 2.00 (Table C-C2.2,pg 16.1-240) Pn,= 50 k,(Section E3 pg 16.1-33)
L„= 2.58 ft Moment Capacity, Chapter F
L,= 2.58 ft • Seff„= 1.186667 in'
Lv= N/A ft,(for round shapes) Seff,= 1.19 in'
KL/r x= 52.99 Mn„= 5.37 ft-k,(Section F7pgs 16.1-55,56)
KL/r z= 52.99 Mn,= 5.37 ft-k(Section F7pgs 16.1-55,56)
E= 29000 ksi Shear Capacity:Chapter G
Fy= 46 ksi kv= 5 (Section G5,pg 16.1-68)
Ag= 1.30 in` Cv„= 1.00 (Section G2,pg 16.1-65)
t= 0.116 in Cv,= 1.00 (Section G2,pg 16.1-65)
Z„= 1.4 in3 Aw„= 0.62 in',(Section G5,pg 16.1-68)
Zi= 1.4 in' Aw,= 0.62 in',(Section G5,pg 16.1-68)
S„= 1.19 in4 Fcr= N/A ksi,(Section G6,pg 16.1-68)
S,= 1.19 in' Vn„= 17.0 k,(Section G2,pg 16.1-65)
I„= 1.78 in' Vni= 17.0 k,(Section G2,pg 16.1-65)
I�= 1.78 in' Torsional Capacity:Chapter H
r„= 1.17 in Fcr= 27.60 ksi, (Section H3 pg 16.1-75)
r,= 1.17 in C= 1.92 torsional shear constant
Section is Compact in the strong axis(x) Tn= 4.4 ft-k, (Section H3 pg 16.1-74)
Section is Compact in the weak axis(y) Allowable Capacties: Rn/fl (ASD);Rn" (LRFD)
(ASD) Pc,k Mc,ft-k Vc,k Tc,ft-k
x-axis 29.6 3.2 10.2 2.6
z-axis 3.2 10.2
Interaction Equations:
Pr/Pc= 0.00
Tr/lc=
0.16 <1.0 OK
Equation H1-1b,AISC 13 ed.,pg 16.1-70
Use HSS 3X3X1/8
9570 SW Barbur Blvd Project Name The 72nd Blade Sign Project# 191350
Suite One Hundred
Portland,OR 97219 11740 SW 72nd Avenue, Tigard, Oregon
Location 9 9
• Client Hannah Sign Systems
MILLER Phone 503.246.1250 10/31/2019
CONSULTING Fax 503.246.1395 DPH 9 3of3
www.miller-se.com By Ck'd Date Page
ENGINEERS
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY(AWS)D1.1 USING E70XX ELECTRODES.
NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN
ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS,THE CONTRACTOR INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE PERFORMED BY AWS CERTIFIED
SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE WELDERS FOR WELD TYPES SPECIFIED AND ALL SHOP WELDS TO BE PERFORMED IN AN APPROVED SHOP.
PROJECT.THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND WHERE WELD LENGTHS ARE NOT SHOWN,THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED.
FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL a,,,NT„T p„
THEREOF.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DRAWINGS.ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. •wc..,«� ...",e
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 MILLER
EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AND OTHER PERSONS AND PROPERTY
DURING CONSTRUCTION.THE CONTRACTOR SHALL,AT HIS OWN EXPENSE,ENGAGE PROPERLY QUALIFIED CONSULTING
PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED ENGINEERS
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. ;Q"'SNR
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE ��.mu•.."°om
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 z
ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. o
NON STRUCTURAL PORTIONS OF PROJECT,INCLUDING BUT NOT LIMITED TO PLUMBING,FIRE PROTECTION, ()
LAND USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING AND W
WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. 0
EXISTING STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS.
IN ACCORDANCE WITH SECTION 1704.2 EXCEPTION 1,NO SPECIAL INSPECTIONS ARE REQUIRED FOR CO
WELDS AS THE LOADING IS A MINOR FRACTION OF THE CAPACITY OF THESE ELEMENTS. g
0
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE,INCLUDING ALL N
REFERENCE STANDARDS,UNLESS NOTED OTHERWISE. n rn
W 6
DESIGN LOADS I E
STRUCTURAL DESIGN CRITERIA:RISK CATEGORY II
WIND DESIGN DATA:BASIC WIND SPEED(3 SEC GUST)=120 MPH ~ z yo
EXPOSURE:B ¢
SNOW LOAD:N/A i Fp
STRUCTURAL STEEL
ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE ASTM A992 FOR W-SECTIONS AND ASTM A36 FOR Nauru GT pox
ON
ALL OTHER SECTIONS,PLATES AND BARS.ALL RECTANGULAR HSS SECTIONS SHALL BE ASTM A500,GRADE `"` °'°
B,FY=46000 PSI AND ALL ROUND HSS SECTIONS SHALL BE ASTM A500,GRADE B,FY=42000 PSI.ALL ,
STRUCTURAL STEEL PIPE SHALL BE ASTM A53,GRADE B,TYPE E OR S,FY=35000 PSI.
UNLESS NOTED OTHERWISE,ALL BOLTS TO BE ASTM A307 AND ALL ANCHOR RODS TO BE ASTM F1554
GRADE 36, WITH MATCHING NUTS. ALL FASTENERS IN CONTACT WITH ALUMNIUM TO BE TYPE 304 gill
STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION.
NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL
CONNECTIONS(RCSC)SPECIFICATION FOR STRUCTURAL JOINTS,SECTION 8.1.
ALL STRUCTURAL STEEL SHALL HAVE ONE COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN ----(-j_+-+---
CONCRETE OR MASONRY. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS.ALL ZINC(GALV.) ''
COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF GALVANIZED E"EET�Tm,T
COATINGS ARE TO CONFORM TO ASTM A780.ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT
OF RUST INHIBITING PAINT,COLOR BY OWNER.
Si of2
11" 1'8'
1 NOTES:
1. SCOPE OF WORK 15 FOR THE
DESIGN OF THE SIGN •
SUPPORT ARMS AND THEIR
V CONNECTION TO THE
EXISTING STRUCTURE. .mrmoe.mil
�, 2. SEE PAGE ''
STRUCTURALAL NOTES.
MILLER
CONSULTING
TVP EN OIMEENS
9S70sw BaM.Nn
Pew e. 0• OP(29
RIMS 50.3.246.1360
Fax 503.246.'395
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