Specifications ` Ra0a- O
MILLER
CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
L &W Supply Awning Connection
7220 SW Bonita Road, Tigard, Oregon
Meyer Sign Company of Oregon
December 6, 2018
Project No. 181505
2 pages
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EXPIRES:12-31-2018
*** 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 awning frame and its connection to the existing structure only.
The existing structure is designed by others.
WIND: ASCE7-10 120 mph, Exp. B Height of building(h)= 30 ft
ASCE 7-10 Wind Design(3 second gust) (e)building roof angle= <3 deg.
K1 = 0.00
K2= 1.00 Leeward Factor(GCp)= 0.97
K3= 1.00 Windward Factor(GCp)= -0.88
Kzt= 1.00 Uplift Factor(GCp)= -1.61
Kd= 0.85 Downward Factor(GCp)= 0.27 .
Kz= 0.70
qz= 21.9 psf (P=qz*GCp)
Awning Geometry and Loading Summary:
Awning Length,L= 10.00 ft W, leeward
W= 3.50 ft
H= 4.00 ft
T= 0.67 ft
Angle= 43.6 degrees =ATAN((4-0.67)/3.5)) W, windward
Diagonal Dim.= 4.83 ft lvi
Ahortz,= 40.0 ft
2 1111E m i
Avert.= 35.0 ftZ
Dead= 4 psf Ii i-
Snow= 25 psf
Ultimate Wind Loadinc: w
Leeward,WL1 = 21.2 psf =21.9*0.97
Force= 117 lb/ft =21.2*(4.83'+0.67')
Windward,WL2= -19.3 psf =21.9*-0.88
Force= -106 lb/ft =-19.3*(4.63'+0.67') rm AWNING FR A VI F
/ FRAME TYPE 4 N.T.S
Connection to Building:
Dist.btwn.anchors=1 4.00 Ift(vertical)
Vertical shear shared by top and bottom connection.
Top reaction:(sum moment about base connection)
Conn.Spacing= 2.50 ft o.c.(horizontal)
LC 1,0.6D+0.6 leeward
Shear= 50 lb =(0.6*-4*3.5+0.6*117*SIN(43.6))*2.5/(2)
Tension= -20 lb =(0.6*-4*3.5*3.5/2+((0.6*117*(SIN(43.6)*3.5/2-COS(43.6)*4/2))))*2.5/4
LC 2,D+0.6(Wwindward)
Shear= -72 lb =(-4*3.5+0.6*-106*SIN(43.6))*2.5/2
Tension= -6 lb =(-4*3.5*3.5/2+((0.6*-106*(SIN(43.6)*3.5/2-COS(43.6)*4/2))))*2.5/4
LC 3,D+0.75*(0.6*Wwindward+S)
Shear= -141 lb =-(4*3.5+0.75*(0.6*106*SIN((43.6))+25*3.5))*2.5/2
Tension= -80 lb =(-4*3.5*3.5/2+(0.75*(0.6*-106*(SIN(43.6)*3.5/2-COS(43.6)*4/2)-25*3.5*3.5/2)))*2.5/4
LC 4,D+S
Shear= -127 lb =(-(4+25)*3.5)*2.5/2
Tension= -111 lb =(4+25)*3.5^2/2/4*2.5
Bottom reaction:(sum moment about top connection)
Conn.Spacing= 2.50 ft o.c.(horizontal)
LC 1,0.6D+0.6 leeward
Shear= 50 lb =(0.6*-4*3.5+0.6*117*SIN(43.6))*2.5/(2)
Tension= -107 lb =-(0.6*-4*3.5*3.5/2+((0.6*117*(SIN(43.6)*3.5/2+COS(43.6)*4/2))))*2.5/4
LC 2,D+0.6 windward
Shear= -72 lb =(-4*3.5+0.6*-106*SIN(43.6))*2.5/2
Compression= 121 lb =-(-4*3.5*3.5/2+((0.6*-106*(SIN(43.6)*3.5/2+COS(43.6)*4/2))))*2.5/4
LC 3,D+0.75*(0.6*Wwindward+S)
Shear= -141 lb =-(4*3.5+0.75*(0.6*106*SIN((43.6))+25*3.5))*2.5/2
Compression= 166 lb =-(-4*3.5*3.5/2+(0.75*(0.6*-106*(SIN(43.6)*3.5/2+COS(43.6)*4/2)-25*3.5*3.5/2)))*2.5/4
LC 4,D+S
Shear= -127 lb =((-4-25)*3.5)*2.5/2
Compression= 111 lb =-(4+25)*3.5^2/2/4*2.5
9570 SW Barbur Blvd Project Name L&W Supply Awning Connection Project# 181505
Suite One Hundred
at Portland,OR 97219 7220 SW Bonita Road, Tigard, Oregon
_ Location g g
Client Meyer Sign Company of Oregon
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJML J 12/6/18 1 of 2
www.miller-se.com By Ck d Date Page
ENGINEERS
Connection Results:
Upper:
Tmax= -111 lb
V @Tmax= 127 lb
Vmax= 141 lb
T @Vmax= -80 lb
Lower:
Tmax= -107 lb
V @ Tmax= 50 lb
Vmax= 141 lb
T @ Vmax= 0 lb
Upper Connection Check:
Combinded Shear and Tension Loading-Lag Screws&Wood Screws
Values below are worse case tension and shear from all load comibinations.
Tact= 393 lb(includes additional tension due to pipe spacer prying)
Vact= 141 lb
a= 70.3 °
Fact= 417.5 lb=SQRT(393^2+141^2)
W= 172 lb/in
p= 2.00 in
Z= 340 lb
Cd= 1.6
W= 275 lb/in=172*1.6 -
Z'= 544 lb=340*1.6
Z'a= 549.3 lb=275*2*544/((275*2)*(COS(RADIANS(�0.3)))^2+544*(SIN(RADIANS(70.3)))^2)
417.5<549.3
0.76 <1.0 0K
Use 1/4"dia.Simpson SDS screws at 2.5'o.c.
Z-clips:
Tension= 111 lb(max) #°-EKS SCREW
arm= 0.5 in
M= 55.5 in-lb =111*0.5"
t= 1/8 in
w= 1 in ter- _
Z= 0.004 in3 =(1*0.125^2)/4 �. I
fb= 13875 psi =55.5/0.004
Fb= 21557 psi =36000/1.67 FASTENER PER PER CALLOVT ABOVE
13875<21557 OK
Use 0.125"thick x 1"wide bent steel clips at upper fasteners
Lower Connection Check:
Combinded Shear and Tension Loading-Lag Screws&Wood Screws
Values below are worse case tension and shear from all load comibinations.
Tact= 389 lb(includes additional tension due to pipe spacer prying)
Vact= 141 lb
a= 70.1 °
Fact= 413.8 lb=SQRT(389^2+141^2)
W= 172 lb/in
p= 2.00 in VCT.)
Z= 340 lb
Cd= 1.6
W= 275 lb/in=172*1.6 T LTi
Z'= 544 lb=340*1.6 CAL ; ACT.)
Z'a= 549.3 lb=275*2*544/((275*2)*(COS(RADIANS(70.1)))^2+544*(SIN(RADIANS(70.1)))^2)
413.8<549.3
0.75 <1.0 0K
'Use 1/4"dia.Simpson SDS screws through frame at 2.5'o.c.,
9570 SW Barbur Blvd Project Name L &W Supply Awning Connection Project# 181505
Suite One Hundred
A Portland,OR 97219 7220 SW Bonita Road, Tigard, Oregon
Location 9 9
Client Meyer Sign Company of Oregon
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 CJM , L J 12/6/18 2 of 2
www.miller-se.com By Ck d Date Page
ENGINEERS
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK --- 2 _- 1
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 o
SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE COPYRIGHT 2011
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 :* 1"SQ ALUM MILLER
OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR AWNING
CONSTRUCTION LOADS.ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS,DIRECTION AND RELATED CONSULTING
FRAME,TYP.j ENGINEERS
EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AND OTHER PERSONS AND PROPERTY
DURING CONSTRUCTION.THE CONTRACTOR SHALL,AT HIS OWN EXPENSE,ENGAGE PROPERLY QUALIFIED --- -- xsrocwa"A".aH"
PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED ' I—,I—I _ sw,"One ONUNHundred
AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL �> • __ -__- sz MIS
INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A % 2Fax S03.248 MS
WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE.
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE AWNING ELEVATION z
PROJECT SPECIFIED HEREIN.MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS Z
AND SPECIFICATIONS OR THE DESIGN,ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON _ 0
ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. 0
OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL
ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. (E)HORIZONTAL GIRDER
Z
NON STRUCTURAL PORTIONS OF PROJECT,INCLUDING BUT NOT LIMITED TO PLUMBING,FIRE PROTECTION, ;\. _ - (E)CORRUGATED
2w
LAND USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING AND METAL SIDING OVER
WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. = WOOD FRAMING Q O
EXISTING STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS. I, O
J z
CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTALLATION. ENGINEER OF — 1"x 1/8"STEEL Z-CLIPS AT 30" Q
WITH 1/4"x4 1/2"SIMPSON CL aC.
RECORD FOR THE PROJECT IS TO BE NOTIFIED IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON THE O. d f
DRAWINGS. SDS SCREW TO FRAMING AND D O
\v #10 SS SCREW TO AWNING U) 0 &
BUILDING CODE 2x6 BLOCKING AT FRAME NOTES:
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE,INCLUDING ALL FASTENER \\ 1. SCOPE OF WORK IS FOR 5 0 °mo
REFERENCE STANDARDS,UNLESS NOTED OTHERWISE. LOCATIONS WITH �\ THE CONNECTION OF THE
SIMPSON A35 AT > H�
AWNING TO THE EXISTING W 1
DESIGN LOADS TOP AND BOTTOM, o \ STRUCTURE. J f P_P
TYP. 2. VERIFY ALL EXISTING
THE FOLLOWING ARE THE DESIGN REQUIREMENTS: \\ CONDITIONS PRIOR TO o"E" v Cele
STRUCTURAL DESIGN CRITERIA:RISK CATEGORY II CONSTRUCTION. PROJECT to 5«
WIND DESIGN DATA:BASIC WIND SPEED(3 SEC GUST)=120 MPH 3/4"DIA.PIPE SPACER DATE 12-00-18
o<"o ,a,
EXPOSURE:B FASTENERS,TYP. I ,
SNOW LOAD:25 PSF
ALUMINUM '��p4�D P `�I
ALL STRUCTURAL ALUMINUM SHAPES AND PLATES TO BE 6061-T6.ALL WELDS TO USE 4043 ALUMINUM
PAT
FILLER ALLOY. A PROTECTIVE BARRIER SHALL BE PROVIDED BETWEEN ALL STEEL AND ALUMINUM TO _ `���I:.1:0::
SIO
PREVENT CORROSION.ALL WELDING TO CONFORM TO AMERICAN WELDING SOCIETY(AWS)D1.2.WELD 725 P
ta
LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE ALUMINUM DESIGN MANUAL.WELDING SHALL BE Illhlk 3'-6"_ a / ,
BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED.WHERE WELD LENGTHS ARE NOT SHOWN,THE , ! „ oWELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED.ALL BUTT WELDS SHALL BE FULL PENETRATION b 1/4"x4 1/2"SIMPSON SDS SCREW AT r� � OQ ,
WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS TO RECEIVE THE SAME 30"O.C.WITHIN 2"OF EACH FRAME, 9(6v;Ry UB, ��P ¢ I 1 1
FINISH COAT AS THE MEMBER BEING WELDED.ALL FASTENERS IN CONTACT WITH ALUMNIUM TO BE TYPE TYP. ✓OSEPH Mp,,'" COMMIT
304 STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. AWNING SECTION _
NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION. 0EXPIRES:12-31-2018
1 1/2"=1'-0"
SHEET
S1 of 1
S/F CABINET
ON METAL SIDING
PLYWOOD SHEATHING
4 2"X6"WOOD STUDS 0 16" O.C.
CORR. MTL. SIDING
i
ALUMINUM CABINET
'' INTERNAL 11/2"x 1 'h"X 3/16"
ANGLE ALUM STRUCTURE
'h"x 4" HEX-HEAD BOLTS
THRU 11/2"ANGLE IRON BACKER
L
SIGN FACE
(NTS)