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STRUCTURAL SKETCHES
OFFICE COPY
PROJECT: Whitaker Ellis — Glazing Wall Support
(Rev1)
PROJECT No.: A18019.00
DATE: January 24, 2018
City of Tigard
Approved Plans
PERMIT SUBMITTAL By Date Litz/4
REVISION
PRojrt,.
crew PdEt.:Pot
tf. 72666PE . . Client:
Mildren Design Group, P.C.
Contents:
Structural Calculations
Structural Sketches pp.SKO — SK3
------
IRE.s: 4131,1fei pp.1 — 12
Brace Revision pp. R1 — R2
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1/4/2018 Design Maps Summary Report
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User-Specified Input
$uilding Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.4214°N, 122.7518°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Portland
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USGS-Provided Output
SS = 0.974 g SMS = 1.081 g Sas = 0.721 g
SI = 0.422 g SMl = 0.666 g Spl = 0.444 g
For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
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FASTENER LORDS FOR - -"\-- ' -
PLYWOOD - SCREWS
{
portion of the shank will engage in the
steel framing.Several lengths and styles
are available.Additional details for
Introduction these types of screws may obtained Shearing of screw shank
from specific fastener manufacturers.
The integrity of a structure is frequently The following data apply to wood l i' = 1
dependent upon the connections screws and sheet metal screws. ` '
between its component elements. For I„-
maximum strength and stability, each
Performance of plywood-and-metal
Crushing of plywood
joint requires design which is adapted P Y�'
to the fastener type and to the strength connections is dependent upon the c)The metal-critical joint may fail in
properties of the individual structural strength properties of all three elements. one of two ways. Failure occurs when
members.Included in the following a) Plywood-critical joints are the resistance of the screw head to
tables are ultimate withdrawal and characterized by a shearing of the embedment is greater than the resis
lateral loads for plywood joints plywood veneers oriented parallel to tance of the metal to lateral and/or
fastened with wood and sheet metal the direction of the applied force. withdrawal load, and the screw tears
screws.These load values are based Veneer plugs, whose width equals the away from the metal framing.Failure
upon tests conducted by diameter of the screw shank,may also occurs when thin metal in a
shear loose and protrude at the metal-to-plywood joint crushes or
loaded end. tears away from the screw.
Test Results Tables 1 and 2 present ultimate lateral
b) Fastener-critical joints are
characterized by a shear failure of the loads for wood and sheet-metal-screw
Self-drilling,self-tapping screws are connections in plywood-and-metal
screw shank.As shown in Figure 1,
commonly used to attach plywood up once localized crushing of the wood joints. Loaded end distance in these
to 1-1/8 in.thick to steel flanges up to has occurred, resistance to fastener- tests was one inch.Plywood face grain
3/16 in. thick.However,since threads head embedment into the metal causes was parallel to the load since this
are usually provided on only a portion the screw to become a shear specimen direction yields the lowest lateral loads
of the fastener shank,it is important to and joint behavior is dependent upon when the joint is plywood-critical.All
specify the appropriate fastener length the shear strength of the fastener Shear wood-screw specimens were tested
for a given plywood thickness.This failure of the screw shank occurs at the with a 3/16-in-thick steel side plate,
precaution ensures that the threaded wood-metal interface. and values should be modified if
thinner steel is used.
A P A
t)19)5 APA-The Eegineered Wood 4.i,Ccxdanan
8
Q
Tables 3 and 4 present average
5 Depth of Ultimate Lateral Load(!b)@)
e 'threaded ultimate withdrawal loads for wood
Penetration Wood Screws Sheet Metal.Screws
and sheet metal screws in plywood-
(in.) #8 #10 #12 #8 #10 #12
1/2 415 (500) 590 465 (565) 670 and metal joints,based on analysis of
c 5/8 - - 500 (600) 705 test results.Wood screws have a
3/4 - - - 590 (655) 715 tapered shank and are threaded for
n (a) Plywood was C-D grade with exterior glue(all plies Group I),face grain parallel to load. only 2/3 of their length.Sheet metal
g Side plate was 3/16"-thick steel.
it (b)Values in parentheses are estimates based on other tests. screws typically have higher ultimate
e
g
load than wood screws in the smaller
gages,because of their uniform shank
idiameter and full-length thread.The
Pdifference is not as apparent in the
sc L
larger gages and lengths because the
w -r� ` " ' taper is not as significant
a T
Values shown in Table 3 for wood
zi
a
screws are based on 1/4-in,protrusion
of the wood screw from the back of
1 the panel.This was to assure measur-
Wood Screw Sheet Metal Screw able length of thread embedment in
x
o the wood,since the tip of the tapered
3 wood screw may be smaller than the
o pilot hole.This was not a factor for
Q Ultimate Lateral Load(1b)(b) sheet metal screws due to their
Plywood
o Framing Thickness Screw Size 114"-20 Self uniform shanks.
(In.) #8 #10 #12 #14 Tapping Screw
8 0.080" 1/4 330 360 390 410 590
Aluminum 1/2 630 850* 860 920 970
? 3/4 910* 930* 1250 1330 1440 All the ultimate loads presented in
4 0.078" 1/4 360 380 400 410 650 Tables I through 4 are based on
Galvanized 1/2 700* 890* 900 920 970 1 ood anels of all Grou
Steel(14 gage) r 3/4 700* 950* 1300* 1390* 1500 p Yw P p I con-
W ' struction.For plywood panels of other
a (a) Plywood was A-C EXT(all plies Group 1),face grain parallel to load.
s (b)Loath.denoted by an asterisk(*)were limited by screw-to-framing strength; species groups,the ultimate loads in
others were limited by plywood strength.
these tables must be adjusted by
8
I1ii
3
g.z
z
L
a
2
7
correction factors presented in Table 5.
Correction factors apply for both
Depth of Average Ultimate Withdrawal Load(lb)
lateral and withdrawal loading.The Threaded
adjustment factor for the highest Penetration Screw Size
numbered species group present in (;n•l. #6 #8 #10 #12 #14 #16
anyveneer should be used. 3/8 150 180 205 - - -
1/2 200 240 275 315 350 -
5/8 250 295 345 390 440 -
3/4 300 355 415 470 525 -
Fastening into plywood panel edges is 1 - - - 625 700 775
not normallyrecommended.For some 1-1/8 - - 705 790 875
2-1/4 - 1580
__ -
-
purposes,however, edge fastening (a) Plywood was C-D grade with exterior glue(all plies Group 1),
may be necessary.Table 6 presents
ultimate lateral and withdrawal loads Q
for various sizes of wood screws in
this application. t
Estimating Allowable
Design Loads k"
It is the responsibility of the designer - o,zs
to select a working load suitable for Wood Screw Sheet Metal Screw
the particular application.A high
degree of variability is inherent in
individual fastener test results.
Therefore,for screws in withdrawal,a Plywood Ultimate Lateral Load(1b)(12)Framing Thickness Screw Size 1/4•-20 Self
working load of about one-sixth of the (in.) #8 #10 #12 #14 lapping Screw
ultimate load has traditionally been0.080„ 1/4 130 150 ' 170 180 220
used for long-duration loads.For Aluminum 1/2 350 470 500 520 500
normal load duration,the long-term 3/4 660 680 790 850* 790*
0.078" 1/4 130 150 170 180 220
working load may be increased by Galvanized 1/2 350 470 500 520 500
10 percent.Normal load duration Steel(14 gage) 3/4 660 680 800 900 850
contemplates fully stressing the con- (a) Plywood was A-C EXT(all plies Group 1).
(b)Loadsdenoted by an asterisk(')were limited by screw-to-framing strength:
nection for approximately ten years, others were limited by plywood strength.
either continuously or cumulatively.
C 7
3
J
1995 APA-7h Brgineered Wood A sociatiot7
10
For laterally loaded screws,a working Adjustments for shorter or longer
We have field representatives in most
load of normal duration may be duration of load apply to design values major U.S cities and in Canada who can
help answer questions involving APA
approximated by dividing the tabulated for mechanical fasteners where the trademarked products For additional
assistance in specifying APA engineered
ultimate load by 5 or 6.For practically strength of the wood (i.e., not the wood products,gel in touch with your
nearest APA regional office.Call or write:
all laterally loaded screw connections strength of the metal fastener)deter-
wE.STERN REGION
shown,the normal-duration working mines the load capacity.Adjustments 7011 So 19th Si •PO Box 11700
Tacoma,Washington 98411-0700
load will correspond to a joint slip of of design values for varying durations (253)565-6600•Fax:(253)565-7265
less than 0.01 inch. of load and combinations of load EASTERN REGION
2130 Barrett Park Drive,Suite 102
should be in accordance with the Kennesaw,Georgia 30144-3681
current AF&PA National Design (770)427-9371•Fax:n70)423-1703
HEADQUARTERS
Specifcation for Wood Construction. AUND NTA
MARKETING DIVISION
7011 So 19th St •P.O.Box 11700
Tacoma,Washington 98411.0700
(253)565-6600•Fax:(253)565-7265
44e0 Adores:
Types of All- All- All-
Loading Group 1 Group 2 Group 3,4,5 www.apawood.org
Lateral 100% 78% 78% PRODUCT SUPPORT HELP DESK
Withdrawal 100% 60% 47% (253)620-7400
E-mail Address:.help@ apawood.org
(a) Adustments based on the species groups for plywood shown In Voluntary Product Standard PS 1
andthe t q uations in U.S.Agricultural Handbook No.72. (Offices:Antwerp,Belgium;Bournemouth,
(b)Face,back,and core veneer must be of the same species group.When species group is unknown. United Kingdom:Hamburg,Germany,
assume all-Group 4. Mexico City,Mexico:Tokyo,Japan)For
Caribbean/Latin America,contact
headquarters in Tacoma
III Depth of Ultimate Lateral Ultimate Withdrawal
Threaded Load(tb)(b) Load pb)(b)
Penetration
(in.) #8 #10 #12 #8 #10 #12
1 180 (185) 195 360 (405) 450
1-1/2 180 (185) 195 410 (455) 500
(a) Plywood receiving screw thread was 3/4-thick C-0 grade with exterior glue(Group 2 inner plies),
(b)Values in parentheses are estimates based on other tests.
Form No.E830C
Revised December 1995/0100
ammossimmunquie
rLtK € t
eir
'i ,
A P A
(11995.4/A-The En sneered Wood Association
11
1
o SHEET METAL SCREW(SMS)ALLOWABLE STRENGTHS
o TABLE 1
ti SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS.
N
FASTENER SIZE
--,_ -...._...._. j .._-
�n NO. 14 NO. 12 ' NO. ' NO.8 NO 6
i ; i _.__. I. __ ____
0.250 IN 0.216 IN , 0.190 IN 0.164 IN ' 0.138 IN
Fy i MIL _ _ _-_ __ .-___._- I �_� .. ___�
(KSI) ;(STEEL GA) SHEAR TENSION] SHEAR TENSION,SHEAR I TENSION SHEAR TENSION' SHEAR TENSION]
(LB) (LB) (LB) (LB) (LB) (LB) L (LB) (LB) ; (LB) (LB)
- i € -- I.--
97
97(12) 704 275 525 205 - w � - -
50 704 275 525 1 205 405 159 i - - - -
68(14)
r-
54(16) 613 261 525 205 405 159 ' 303 # 118 - -
j 43(18) 302 144 280 124 1 263 I 109 244 94 165 79
1.
33(20) - - j - 177 i 84 164 72 151 61
NOTES:
1.SEE GENERAL NOTES ON CL1.30 FOR ADDITIONAL INFORMATION .
2.WHERE ONE OR TWO LAYERS OF GYP BOARD OCCURS BETWEEN STEEL SURFACES,THE
ALLOWABLE VALUES OF TABLE 2&3 SHALL BE USED.
3.ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING.THE ROP IN
RESPONSIBLE CHARGE OF THE PROJECT SHALL PROVIDE ADEQUATE BLOCKING/RESTRAINT TO
PREVENT PRYING ACTION.WHERE PRYING OCCURS,THE VALUES AND CONSTRAINTS OF TABLE 4
SHALL BE USED. _. _-. _._... ___ �___..o......_._,
TABLE 2-NON-PRYING CONDITION
SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS. t
WITH ONE LAYER OF 5/8"GYP BOARD BETWEEN STEEL SURFACES: ,d
-
i. FASTENER SIZE
NO.14 _ NO.12 NO.10 NO.8 l NO.6
Fy MIL I 0.250 IN i 0.216 IN 0.190 IN 0.164 IN 0.138 IN
I (KSI)I(STEEL GA) — — ,r..:
I SHEAR 1TENSIONI SHEAR TENSION.SHEAR TENSION SHEAR[TENSION1 SHEAR }TENSION
(LB) I (LB) , (LB) (LB) (LB) (LB) (LB) (LB) (LB) I (LB)
97(12) 226 275 ! 180 205 - H -- — i - - 1. - .
150 68(14) 226 275 180 205 140 159
I
__ _ t. —_— _r - _
54(16) 226 ; 261 ? 180 205 I 140 ( 159 120 118 ' <..• ;
43(18) 226 144 , 180 j 124 , 140 I 109 120 1 94 i____„60---1-
j 33(20) ( , E 100 84 r • ! 72 -I € 61
)_
NOTES:
1.SEE GENERAL NOTES ON CL1.30 FOR ADDITIONAL INFORMATION .
2.ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING.THE RDP IN
RESPONSIBLE CHARGE OF THE PROJECT SHALL PROVIDE ADEQUATE BLOCKING/RESTRAINT TO PREVENT
PRYING ACTION.WHERE PRYING OCCURS,THE VALUES AND CONSTRAINTS OF TABLE 4 SHALL BE USED.
Section Title:
�OPO No:
OSHPD STANDARD SUSPENDED CEILING DETAILS
Sheet Title: SHEET METAL SCREW ALLOWABLEI
STRENGTHS - PAGES 1 OF 2 ; CL1 .31
I
05/11/2017 OPD-0002-13:Reviewed for Code Compliance by Karim Page 25 of 66
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Iafghan asscciaias,inc. Vi` ?C - L t I Da l,!`e.
ENGINEERING ,r .
6 :4 .j—/-a J ie ? Project ND.
4E75 SW Gent,,Clive I Suite 300 I Beaverton,CR 1 97C05 ..... .. t'„,
503.620 3030 tel 503 62C 5539 j fax 2 { a
FOR OFFICE USE ONLY-SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
_III ` Transmittal Letter
r;i.:; li D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.g,
TO: —re,W1 DATE RECEIV" I :
DEPT: BUILDING DIVISIONit.. ^� ',11 1 r
' ar I
� GO�rr►1a
C
FROM: Sco� / �-, �, i Rl, } 1��,,,ARD
COMPANY: t c_COrvntcic Pro per 41er al f. j
PHONE: 5o3 - 86S-6 318 _ By.
RE: -71 eo 5L) Sa.rol burl ) loo &L4P2611--OO29S
(Site Address) (Permit Number)
Lh.A--DIw `L1 i r -1"-e ''t-- "lora vew.tn.4
(Project name or subdivision name and lot numb-
, '1
ATTACHED ARE THE FOLLOWING ITEM:
Copies: Description: Copies: Description:
Additional set(s) of plans. ... Revisions:
Cross section(s) and detail \) ,) ' Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. Engineer's calculations.
X' _ Other(explain): G, 2-\ Ns, ij c dl PAao' -I
REMARKS:
FOR OFFICE USE ONLY
Rout d to Permit chnician: Date: ) — .3 j - ) Initials:
Fees Due. Y s ❑No Fee Description: Amount Due:
• \c- ii-Y pl rcv .r S $
$
$
$
Spe' al
tructions:
'eprint Permit(per PE : []Yes , OiNo El Done
Applicant Notified: Date:2 //in Initials:
I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012