Specifications Graphic presentation only.
Please see your representative
CITY OF TIGARD for actual color and material samples.
1 2' - 0 " Approved tc`
. . —_ Conditionally Approved ). Presentation for:
For only thew4k as described in:
_� 7 '1' ,� PERMIT NO. � aoL f� 4 4r � TACO BELL
.. ' See Letter to: Follow ( ): VARIOUS
Attach (
, • \
1 ; T Job Address: tJS OS' 66 11 �J �' Q 4 � Y D�awing Number:
By: , /AA a/ __..��_... Date. -— b .t.
CITY OF Ti _ ! 4440 A - 04 - - • \ BUILDING DIVISIOi' `-° '
Date of original drawing
3/28/06
&I
Sales: Design:
BB BL
; -- Front
Scale: 1 " =1'
4' -0 '
(E)2x8 STUDS AT 24' o.c.
w/ 1l2' PLYWOOD
. (E).STUCCO
" E 9-0 _
I fii
i HSS 2x2x1/8 BACK CROSS MEMBERS
TYP. (2) PLACES. TOP & BOT. MEMBER
3 3 -D View TO BE CONNECTED TO (E)STUDS w/
Not to Scale WI 318 LAG BOLTS wr MIN. 3'
I PENETRATION INTO STUD
( i
1 j HSS 2x2x1/8 BACK VERTICAL,
TYP. (3) PLACES
SEAM
i k r " Z, METAL I ROOF ON
1 I * OP CH S BY OTHERS
CLEARANCE ?' -??" i HCR�oS SMEMBER 00 HSS 2x2x1/8
FRONT MEMBER
Note: Leave space for I to . .. 4. : : • e •.,, .,•.:�•
14 " clearance height. r - •
2 Profile view TBD b y location. lti _ _ ,_ _.b _. a
_ 4'-0' PROJECTION, APPROX. 12'-0' WIDE
Scale: 1"=1' y ( FRAME AS SHOWN ABOVE AT 30' o.c. MAX.
_ L _ •
..vw ,4 ' ( _.. .
�w..�... aft 1 - -- -- -- - - - - - -
Fabricate fourteen (14) non - illuminated 4 -point standing seam covered awnings ••••' NO MISTAKES
Frame 2" aluminum square tube framing. ENTIRE DESIGN HAS BEEN REVIEWED FOR
POTENTIAL PROBLEMS AND ACCURACY BY.
Cover Standing seam aluminum cover, Std Taylor Metal "Saddle Tan "(Top & valance). DESIGN DATE
Paint The underside of awnings and the frame t/m Saddle Tan. ., . `fi' SALES DATE
Ends Covered aluminum. 9' -8 TO GRADE PROS. MGR DATE
Backs Open. May Vary by location PROD. MGR DATE
OPS. MGR DATE
Installation Wall mounted using 3/8" x 3" lags into studs sealed with silicone caulk. ' ... PRODUCTION PERSONNEL:
Frame Ribs Spacing not to exceed 30 ". -- SIGN DATE
NOTE See engineering for more specific information. v '' 1 ART PREP FI LE: 4440A .pdf
* SEE ACTUAL ROOF MATERIAL FOR TRUE COLOR REPRESENTATION , -�, -
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Illustration only - Not for production or installation - Not to scale OFFICE COPY
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% Aral"
I h G g h should be verified with the Development Services Division.
o m 1 3490 N 13125 SW Hall Blvd
a Tigard, R 97223
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Printed: January 2003
ARTISAN ENGINEERING, LLC
325 West 13 Avenue CPLt
Eugene, Oregon 97401 - 3402 ( i
Phone: 541- 338 -9488 Fax: 541- 338 -9483
www.artisanengineering.com
O August 26, 2006
Weber Enterprises Inc.
Ed Weber
840 Conger Street
Eugene, Oregon 97402
Re: Review Structural Drawings and Provide Calculations to Verify Adequacy of 4'x12'
Awning Mounted at the Taco Bell at 13305 SW Pacific Hwy, Tigard, Oregon ( #15347)
Dear Mr. Weber:
Artisan Engineering has completed a review of structural drawings for the 4 -foot wide by
12 -foot long aluminum awning that is to be mounted over the drive -up window at the Taco
Bell at 13305 SW Pacific Hwy in Tigard, Oregon. We understand that you are requesting
this site specific review for the generic set of awning drawings to ensure that the awning
will meet the local requirements. We performed this work per your request earlier this
month.
We have reviewed the calculations for the initial design of the tubular frame. These
calculations were provided by ABHT Structural Engineers of Portland, Oregon for the
manufacturer of the frames, ES&A Sign and Awning of Eugene. The calculations were
prepared using the current OSSC 2004 adoption of the IBC. The calculations used a
standard snow loading of 25 psf with increases for snow drift on top of the frame. The
calculations also check the awning for uplift for 80 mph at Exposure B. We have also
added supplemental calculations for a maximum wind exposure of 90 mph at Exposure C
in the event that the local Building Official will require a higher wind loading.
We found that the 2 -inch square tubular frame is adequate for a maximum wind loading of
90 mph at Exposure C and a snow loading of 25 psf. The maximum stress levels in the
aluminum structure are less than 35% of the allowable shear and tension values. The
frame is to be attached to the existing 2x6 stud framed wall with 3/8 -inch diameter x 6 -inch
long lag bolts at the top and bottom rails. The lags shall be centered on the existing studs
and installed at each stud.
We have appreciated the opportunity to assist you with this project. This letter and the
attached calculations should be submitted along with the awning drawing and the original
design by ABHT. Please call if you have any comment uestions.
VZS Herz',
Sincerely,
Tim Wolden, P.E.
Principal, Artisan Engineering, LLC ��OREGON
4k, t c �
''... .. 3 .
I EXPIRATION DATE: 67°8
Graphic presentation only.
Please see your representative
for actual color and material samples.
Presentation for:
TACO BELL
VARIOUS
\ \ \ \ \
Drawing Number:
4440 A 04 - BL - S
Date of original drawing:
3/28/06
Sales: Design:
BB BL
s \
\ \
\,=
, � w/ 1/2" STUDS O 24' o.c.
w/ 112" PLYWOOD
_ / , (E)STUCCO 141 1 1
TT
HSS 2x2x1/8 BACK CROSS MEMBERS
I ' TYP. (2) PLACES. TOP & BOT. MEMBER
"3/ 1a :I TO BE CONNECTED TO (E)STUDS w/
. 6 j wl 318"0 LAG BOLTS w/ MIN. 3"
PENETRATION INTO STUD
(O L °' :i ' HSS 2x2x1/8 BACK VERTICAL,
�! TYP. (3) PLACES
_
' ' HSS STANDING SEAM
R i F 1/8 METAL ROOF ON
r OP C SUBLAYER BY OTHERS
' HSS 2x2x1/8 �� � O �O
I CROSS MEMBER HSS 2x2x1/8
FRONT MEMBER
•
1
J' *' a _ — i , 4' -0" PROJECTION, APPROX. 12 -0" WIDE
FRAME AS SHOWN ABOVE AT 30" o.c. MAX.
_ ailifirisi . _
_ ..„ .
, ,.
..,.__, _ . ........
,_
r NO MISTAKES
' " " ENTIRE DESIGN HAS BEEN REVIEWED FOR
f t POTENTIAL PROBLEMS AND ACCURACY BY.
DESIGN DATE
SALES DATE
9 , TO GRADE PROJ. MGR DATE
May Vary by location PROD. MGR DATE
OPS. MGR DATE
PRODUCTION PERSONNEL:
SIGN DATE
ART PREP FILE: 4440A.pdf
• _a
J
:tion or installation - Not to scale
ARTISAN ENGINEERING, LLC Job No.: (.)Y/ i Page : I of
325 W. 13th Avenue
Eugene, Oregon 97401 -3402 By: -r4---„J Date. ���� �/�
Tel (541) 338 - 9488 • Fax (541) 338 -9483 C
www.artisanengineering.com Project: (tJ �� / 4 .;. O -rt, "6e.,11
II
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11.2 Withdrawal Design Values
11.2.1 Lag Screws 11.2.1.2 When lag screws are loaded in withdrawal
from end grain, nominal withdrawal design values, W,
11.2.1.1 The withdrawal design values, in lbs./in. of shall be multiplied by the end grain factor, C = 0.75.
penetration, for a single lag screw inserted in side grain, 11.2.1.3 When lag screws are loaded in withdrawal,
with the lag screw axis perpendicular to the wood fibers, the allowable tensile strength of the lag screw at the net
shall be determined from Table 11.2A or Equation 11.2 -1, (root) section shall not be exceeded (see 10.2.3).
within the range of specific gravities and screw diameters
given in Table 11.2A. Tabulated nominal design values, W,
shall be multiplied by all applicable adjustment factors (see
Table 10.3.1) to obtain allowable design values, W'.
W= 1800G m (11.2 -1)
Table 11.2A Lag Screw Withdrawal Design Values (W)
Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side grain of main member.
Length of thread penetration in main member shall not include the length of the tapered tip (see Appendix L).
Specific
Gravity 4, Lag Screw Unthreaded Shank Diameter, D
G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1 -1/8" 1 -1/4"
0.73 397 469 538 604 668 789 905 1016 1123 1226 1327
_. i x� d r ,
0.71 3$1 ,.� -;4 .�. =elf ����� 757 � �.. ��� � :._�.fi
0.68 357 422 484 543 600 709 813 913 1009 1103 1193
041_ 349 ' �� 473 587 694 710 893..: 987 1108 1
0.58 281 332 381 428 473 559 641 719 795 869 940
0.55 260 :3 ._ - a hx
_ ���5 437 516 512 664 734 81
0 ] 232 274 314 353 390 461 528 593 656 716 775
( 0.50 225 ,` ' "342 3 _-,.#1,4T, 513 576 Isw 69 ;_g : !YAM
0.4 218 258 96 332 367 434 498 559 617 674 730
0.47 �5 �4 5
3 40 467 525 5`8 634`
s < � -� ;���. ,� � :�
0.46 199 235 269 302 334 395 453 508 562 613 664
0.44 186 3 ; . s 3 6 423 47 525 574 62.1 -
0.43 179 212 243 273 302 357 409 459 508 554 600
°. : - 17 iltAl W. 3 �� 443 49... : 53,.x_. , �'w
0.41 167 198 226 254 281 332 381 428 473 516 559
lt' it 'iloot -NTIlages7 - 412 ,65 4 97 s __.
0.39 155 183 210 236 261 308 353 397 438 479 518
. _ s149 " {:°. ; � .i: .itic < ,._... 0 381 422 461 Apc
0.37 143 169 194 218 241 285 326 367 405 443 479
352. 8 425 4-
0.35 132 156 179 200 222 262 300 337 373 407 441
I. Tabulated withdrawal design values (W) for lag screw connections shall be multiplied by all applicable adjustment factors (see Table 10.3.1).
AMERICAN WOOD COUNCIL
,z V -c / 31
NOTES:
1. AWNING FRAME SHOWN BELOW IS A TYPICAL FRAME.
CONNECTIONS AND SIZES NEED TO BE VERIFIED ON A
LOCATION SPECIFIC BASIS.
(E)2x6 STUDS AT 24" o.c. 2. AWNING MANUFACTURER TO VERIFY ALL AWNING
w/ 1/2" PLYWOOD DIMENSIONS.
(E)STUCCO
3. CONTRACTOR TO VERIFY ALL FIELD CONDITIONS AND
A NOTIFY ENGINEER IF DISCRPANCIES EXIST.
I ' HSS 2x2x1/8 BACK CROSS MEMBERS
tl 4. ALL ALLUMINUM MEMBERS TO BE GRADE 6061 -T6.
TYP. (2) PLACES. TOP & BOT. MEMBER
TO BE CONNECTED TO (E)STUDS ( w/ 5. ALL ALUMINUM WELDS TO UTILIZE 5556 ALUMINUM
; I 1 w/ 3/8 "0 LAG BOLTS w/ MIN. 3"
I PENETRATION INTO STUD FILLER ALLOY.
1
(.•! 6. WELD ALL ADJOINING ALUMINUM MEMBERS TOGETHER
f = HSS 2x2x1/8 BACK VERTICAL, w/ 1/8" FILLET, FLARE BEVEL, OR BUTT WELDS ALL AROUND.
F'i. I TYP. (3) PLACES
ill ° I i ySS2x i1$ � AL ON
TOp C SUBLAYER BY OTHERS
! HSS 2x2x1/8 4//, y0 '%0
- CROSS MEMBER / .-- -- - HSS 2x2x1/8
I FRONT MEMBER Q PRopf . 4
HSS 2x2x1/8 BOTTOM CHORD
t n 1 "� Vs��
4 �7l2�3.: k x'vT
.n.ta 3 ��: 4. '° qty ��S
0 1 4' " -0" PROJECTION, APPROX. 12' -0 WI �R �' 1 � - {
0 FRAME AS SHOWN ABOVE AT 30" o.c. MAX. ' ' � 4 ` � G 9" poi es
I EXPIRES 6-30-08 1
ES &A TYPICAL TACO BELL A B H T PROJECT# 28606 DETAIL it:
AWNING DETAIL SIGN & AWNING AWNINGS TO BE STRUCTURAL 1640 JOHNSON ST.
VERIFIED AT EACH PORTLAND, OR 97209 REV. 1
1 . 1210 OAK PATCH RD.
LOCATION OF INSTALL Tel 503.2M13.6682
EUGENE, OREGON 97402 Pax 503.243.6622
wvm,abnr stn,dcirat.wm SCALE: 1 " =Y -0" DATE: 7.07.06
•
ABHT
STRUCTURAL ENGINEERS
1640 NW Johnson St.
Portland, OR 97209
Tel 503.243.6682
Fax 503.243.6622
www.abht- structurat.com
July 7, 2006
Mr. Jason Winslow
ES&A SIGN AND AWNING
1210 Oakpatch Road
Eugene, Oregon 97402
RE: Taco Bell Typical Awnings
Dear Jason:
Please see the attached calculation sheets 1 through 7 dated July 7, 2006, along with the
attached detail #1 dated July 7, 2006, which verifies the adequacy of the typical Taco Bell
awning based on assumed building dimensions along with 80 mph, Exposure B wind loads.
The final engineering documents for each awning will need to be verified on a location specific
basis.
Please call if you have any questions or require further information.
Sincerely,
Randall S. Toma, P.E., S.E.
Principal
[k: \projects \2006128606 \ca tctetter.docj
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1ABHT Structural Engineers t _l July 7, 2006
I. Randall S. Toma 1 2:51 PM
frame design.r2d
| ^ '
. - -
, 7_
Company : ABHT Structural Engineers July 7, 2006
Designer : Randall S. Tama 2:51 PM
Job Number : Checked By:
Materials (General)
Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress
— — ____(ksi) — _ (ksi) — Ratio (per 10 ^5 F) - (k/ft ^3)
_ __- (ksi) -
_ ALUMINUM J 10100 � _ __ 11 1 :3 _ -i __,.._.. 65 I .49 I 35 I
Joint Coordinates
Joint Label X Coordinate Y Coordinate Joint Temperature 0 0
__ -..
N2 ..... (............ 0 .....: ......... :17. 0... -..... .. .... .
N3 I — 0 1.42 0
-- - N4 . .
- I , - ( - _.- .. - -___ 0
Sections
Section Database Material Area SA SA I (90,270) I (0,180)
Label Shape Label (10^2 (0,180 90,270 ) (in ^4 in ^4
SEC1 1 HSS2X2X2 ALUMINUM .841 1.2 1.2 .487 .487
SEC2 HSS4X2X2 : rALUMINUM , .1.306_ • 1.2 1.2 .9 I 2.654
(- _..... SEC3 __..._ .__. I ALUMINUM I 1 I._- I 1.2 I 1 -- I._ 1
Boundary Conditions
Joint Label X Translation Y Translation Rotation
(k /in} — . -..... .(k /in) ,_.- ..(k tt/rad).___._ —;
N2 1 Reaction Reaction __.I
I • N3 i Reaction Reaction
Member Data
Shape / Material Phys End Releases End Offsets Inactive
Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length
_. - (degrees) Set - - TOM AVM AVM (in )_- (in) (ft)
i -- M2 r 1 i N 3 ' I SEC1 ALUMIN... I Y - - - - f - 1.42 I SEC1 ALUMIN Y
M3 J N3 I N4 [ SEC1 ALUMIN... I Y 1 i _.. I _ I _L4.245 _j
Basic Load Case Data
BLC No. Basic Load Case Category Category Gravity Load Type Totals
Description � Cade Description X Y Joint Point Direct Dist.
1 snow drift
; None ' 2 I 1
I 2 . _dead : : f E None : . : •:• . I'.::: •
......... ...::. I ; 2 I 1 .
Joint Loads /Enforced Displacements, Category : None. BLC 1 : snow drift
Joint Label [L]oad or Direction Magnitude
3 N4 IDLPi ment - -- Y - - -- (k,..k -ft rad)
� 03 .._..__.
I _ . N3 L Y 137
- --
Joint Loads /Enforced Displacements, Category : None, BLC 2 : dead
Joint Label [L]oad or Direction Magnitude
__iDjisplacement (k, k -ft, in, rad)
Y l - .025 I
I - N4 ... , L Y I 025
Member Point Loads, Category : None, BLC 1 : snow drift
Member Label I Joint J Joint Direction Magnitude Location
_ _ __ (k_ -ft)_ _(ft ,.or %a)_
M3.. __w__ - N3 __._... - _l._...- - N4 -J- Y - -.24 I 2.1 I
RISA -2D Basic Version 5.5 [K: 1Projects120061286061frame design.r2d] Page 1
4 vr 1-
, .
•
' Company : ABHT Structural Engineers July 7, 2006
- Designer : Randall S. Toma 2:51 PM
Job Number : Checked By:
Member Point Loads. Category : None. BLC 2 : dead
Member Label I Joint J Joint Direction Magnitude Location
(k, k-ft) (ft or %)._
M3 - I N3 1 - -- N4_ I Y I 2.1 1
Load Combinations
Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC _ Factor
I_ 1 ! snow Fy 3 I 1 1_,I 1 j 1 1 2 " 1 1 i 1
r i
Reactions B Combination
LC Joint Label X Force Y Force Moment
(k)
______
1 N2 A 0
1 N3 1 : 8 8 6 6 9 9 _ i "2
i 0
0
1 Totals: 0 . 58
1 COG (ft): X: 1,872 Y: .755
Joint Displacements, By Combination
ASOIMINIMIIIMINV
LC Joint Label X Translation Y Translation Rotation
I (radians). .,
I I - Ni ------- -.002 1 0 1 -1.071e-3
I 1 N2 • : : :0 0 -6.771e-4
i . 1 N3 0 0 1_ ,.... .._1_
1 1 1 N4 1 -.006 I -.028 I 7 1 1 .8 2 8 4 4 2 e e - - 3 3 1
Member Section Forces, By Combination
LC Member Label Section Axial Shear Moment
(k) ( (k-ft)
1 M1 1 r -.025 .631 -.025
---7 - 0 : . . -.237
3 0 -.23FR
: : : . : : , • ' .'
40 . . -7: 237 : .079 • '
5 0 -.237 I .164
M2 -: ' . 1 .631 :: .025 025
2 .631 .025 0
3 ::: .'::631 : : -- 7 7 : .025 : -.025 :-
4 .631 I .025 -.051
* :. .: ':: '! '; - • :
5 : • ' :631 T : .025 : -.076
1 MA 1 -.726 .159 .164
1 : • : • - -: • , 2 : , •-.726 • - .159 • • -.005
3 -.629 -.115 -.167
• -.629 , : ...115 : -;.046 :.
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Member AISC ASD 9th Code Checks, By Combination
LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message
(ft) _...._
ii M1 I .175 ; 1.42 1 .116 _1 0 -F H1-2 r I -
i 1 i M2 I .117 I 4 • .005 r 0 H1-2 - I
I__ 1 L M3 1 .218 2 078 __ .029 _ L _ Q H2-1 _ _
RISA-2D Basic Version 5.5 [K:\Projects\2006\286061frame designs2d] Page 2
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Designed by Date Page of
STRUCTURAL ENGINEERS
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July 7, 2006 15:24 typical stud.wwc
Design Check Calculation Sheet
Sizer 2004a
LOADS ( Ibs, psf, or plf )
1
Load Type Distribution Magnitude Location (it) Pat
Start End Start End tern
Loadl
Dead Axial 300 (Ecce'tricity = 0.00 in)
Load2 Snow Axial 964 (Ecce tricity = 0.00 in)
Load3 Snow Point 695 9.75 No
Load4 Snow Point -695 11.00 No
MAXIMUM REACTIONS (Ibs): .
1
0' 12'
Dead
Live 72
Uplift 72
Total 72
Timber -soft, D.Fir -L, No.2, 2x6"
Self Weight of 2.85 Of automatically included in loads;
Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 12.00= 12.00 jft]; Lateral support: top = Lb, bottom = Lb; Load
combinations: ICC -IBC:
WARNING: this CUSTOM SIZE is not in the database. Refer to online help.
WARNING: your custom section may be too thin to use the properties of this TIMBER database. Use a database containing LUMBER sizes
instead.
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 9 Fv' = 195 fv /Fv' = 0.05
Bending( +) fb = 706 Fb' = 1308 fb /Fb' = 0.54
Axial fc = 108 Fc' = 494 fc /Fc' = 0.22
Axial Bearing fc = 108 Fc* = 759 fc /Fc* = 0.14
Combined (axial. compression + s:.de load bending) Eq.3.9 -3 = 0.69
Live Defl'n 0.27 = L/540 0.80 = L /180 0.33
Total Defl'n 0.27 = L/540 0.80 = L /180 0.33
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC#
Fb'+ 875 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fc' 600 1.15 1.00 1.00 0.651 1.100 - - 1.00 1.00 2
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Fc* 600 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2
.Bending( +): LCII 2 = D +S, M = 706 lbs -ft
Shear : LC9 2 = D +S, V = 72, V design = 72 lbs
Deflection: LC# 2 = D +S EI= 47e06 lb -in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Axial : LCn 2 = D +S, P = 1298 lbs
Combined : LCn 2 = D +S; (1 - fc /FcE) = 0.84
(D =dead L =live S =snow 14=wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
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