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°� 7 NALL P.41�K OFFIC�F <-FNrPP I - v �n 1 (
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"1640 NW J ohnson St.
^ P L�reI I 503 6682
N Fax 503.243.6622
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June 25, 2007 �� j ' �`
Mr. John Loos
ES&A SIGN AND AWNING
1210 Oakpatch Road
Eugene, Oregon 97402
RE: Hall Corporate Center Awning
Dear John,
Please see the attached calculation sheets 1 through 10 dated June 25, 2007, which verify the
adequacy of the Hall Corporate Center awning to be located at 11481 SW Hall Boulevard in
Tigard, OR, and as shown on the attached details D1 and D2 dated June 25, 2007. As specified
on the project notes on detail D1, the details and calculations are for the adequacy of the
awning and its attachment to the existing concrete wall only.
Please call if you have any questions or require further information.
Sincerely,
1241--Lawerry7,--- . . ,
Randall S. Toma, P.E., S .E. ` , v s' '
t �'
Principal „,NV;,;-t” °"� Yt -..4 ;
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[k: \projects\2007 \17107 \calcletter.doc] '"� l i a r OREGON �4
ECE\I
AUG 2 2 2001 ION
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PROJECT NOTES:
1. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER
IF DISCREPANCIES EXIST.
2. DO NOT CUT ANY EXISTING CONCRETE WALL REINFORCING DURING INSTALLATION OF AWNING
ATTACHMENTS.
3. AWNING MANUFACTURER TO VERIFY ALL AWNING DIMENSIONS.
4. ALL ALUMINUM MEMBERS TO BE GRADE 6061 -T6.
5. ALL ALUMINUM WELDS TO UTILIZE 4043 ALLOY UNLESS NOTED OTHERWISE.
6. WELD ALL ALUMINUM MEMBERS TOGETHER WITH 1/8" FILLET, BUTT, OR
FLARE BEVEL WELDS ALL AROUND.
7. PROVIDE SEPARATION BARRIER BETWEEN ALL DISSIMILAR MATERIALS.
8. ALL SCREWS ANCHORS TO BE SIMPSON TITEN HD WITH ADEQUATE PROTECTION
FROM CORROSION.
9. THE DRAWINGS AND CALCULATIONS FOR THE FABRIC AWNING ARE FOR THE ADEQUACY OF
THE AWNING DESIGN AND ITS CONNECTION TO THE EXISTING CONCRETE WALL ONLY. WE ARE
NOT RESPONSIBLE FOR THE ADEQUACY OF THE EXISTING CONCRETE WALL TO SUPPORT THE
AWNING.
�� FF
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(/∎
OREGON
PROJECT NOTES ,4h P4 S
EXPIRES 6— 30— 08
HALL CORPORATE ES &A A B H T PROJECT #: 17107 DETAIL #:
STRUCTURAL ENGINEERS
CENTER AWNING SIGN & AWNING 1640 NW JOHNSON STREET
PORTLAND, OR 97209 REV.
11481 SW HALL BLVD. 1210 OAK PATCH RD. Tel 503243.6682
EUGENE, OREGON 97402 Fax 503.243.6622
PORTLAND, OR www.abht- structural.com SCALE: NTS DATE: 06.25.07
EXIST'G -N
8" CONC. N NN
WALL "a. ❑
_
2 3/4" EMBED, O
TYP.
rn_ \
7 HSS 1x1 x1/8
(3) 3/8 "0 SIMPSON TITEN o
HD SCREWS.AS SHOWN x a,
AT MAX:,15" o.c. ,SPACED x
HORIZONTALLY,
' HSS 1x1 x1/8 =
,,�,,. HSS 1x1x1/8
u- \
4' -0"
(ALUMINUM FRAMES AT MAX. 30" o.c.)
/
ALL MEMBERS TO BE HSS 2x2x1/8
i, UNLESS NOTED OTHERWISE
014 vA' NOTE:
` 7 4 PROFF REF. PROJECT NOTES
��� 1 ' ." ' ON SHEET D1.
OREGON
9 P
DA L l S � �'� ,n, ^I °�°
EXPIRES 6 -30 -08 I A • N I" -G DE 1 AIL
. HALL CORPORATE ES &A A B H T PROJECT #: 17107 DETAIL #:
CENTER AWNING SIGN & AWNING 1 0 N NW JOHNSON TREES
1OH STREET REV. D2
1210 OAK PATCH RD. PORTLAND OR 97209
SW HALL BLVD. Tel 5503 2
EUGENE, OREGON 97402 Fax x 503.243.66.243.66 22
PORTLAND, OR www.abht- structural.com SCALE: 1 " =1' -0" DATE: 06.25.07
Project Job No.
• Client Location V Ol'
k i X - 116r t olte ® B .. rs._ , T
Designed by Date Page of
fit c+6- • •1 I to STRUCTURAL ENGINEERS
Sheet description
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| ' June 24, 2007
---
i Randall
5:27 PM
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| | awning frame.r2d
. Company : ABHT Structural Engineers June 24, 2007
Designer : Randall 5:56 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 I 10100 3885 I .3 I .65 .165 1 35
Sections
Section Database Material Area SA SA I (90,270) I (0,180)
Label Shape Label (in) ^2 (0,180) (90,270) (in^4) (inA4)
SEC1 HSS1x1x2 ALUMINUM .438 1.2 1.2 .057 .057
SEC2 HSS2X2X2 ALUMINUM .841 I 1.2 1.2 . .487 I .487
I SEC3 I I ALUMINUM j 1 I 1.2 1.2 I 1 I 1
Joint Coordinates
Joint Label X Coordinate Y Coordinate Joint Temperature
(ft) (ft) (F)
N1 0 0 0
N2 0 1.75 0
N3 0 3.08 0
N4 0 3.58 0
N5 4 0 0
N6 4 1.75 0
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) (q)
M1 N1 N4 SEC2 ALUMIN... Y I 3.58
M2 N1 N5 SEC1 ALUMIN... Y '. PIN PIN 4
M3 N2 N6 SEC1 ALUMIN,.. Y PIN PIN 4
M4 N4 N6 SEC2 ALUMIN... Y PIN PIN 4.399
M5 j N5 N6 SEC1 ALUMIN... Y PIN PIN I I 1.75
_Boundary Conditions
Joint Label X Translation Y Translation Rotation
(k /in) (k /in) (k- ft/rad)
N1 Reaction Reaction
N2 Reaction Reaction
N3 Reaction Reaction
Basic Load Case Data
BLC No. Basic Load Case Category Category Gravity Load Type Totals
Description Code Description X Y Joint Point Direct Dist.
1 snow None 1
2 wind uplift None 1
3 I wind j None I I I 2
Member Direct Distributed Loads. Category : None, BLC 1 : snow
Member Label Direction Start Magnitude End Magnitude Start Location End Location
(k /ft, F) (k /ft, F) (ft or %) (ft or %)
M4 Y -.062 I -.048 0 0
Member Direct Distributed Loads, Category : None, BLC 2 : wind uplift
Member Label Direction Start Magnitude End Magnitude Start Location End Location
(k/ft, F) (k /ft_F) (ft or %) (ft or %)
M4 Y 03 i .03 I 0 0
RISA -2D Basic Version 5.5 [K: \Projects\2007 \17107 \awning frame.r2d] Page 7
4 6es
Company : ABHT Structural Engineers June 24, 2007
Designer : Randall 5:56 PM
Job Number : Checked By:
Member Direct Distributed Loads. Category : None. BLC 3 : wind
Member Label Direction Start Magnitude End Magnitude Start Location End Location
(k/ft, F) (k /ft, F) (ft or %) (ft or %)
M4 X l .014 .014 1 0 0
M5 X .032 .032 0 0
Load Combinations
Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor
1 snow y 1 1 2.5 1
1
2 I wind uplift I Y I Y I 1 1 2 2.5 I
3 I wind I Y I Y I 1 1 3 2.5 I
1 I ,
Reactions, By Combination
LC Joint Label X Force Y Force Moment
(k) (k) (k -ft)
1 N1 -.035 0 0
1 N2 1 .952 0 0
1 1 N3 I -.917 .605 _ 0
1 Totals: 0 .605
1 COG (ft): X: 1.915 Y: 2.704
2 N1 I .02 I 0 0
2 N2 -.542 I 0 0
IF2 N3 .522 I -.33 0
2 Totals: 0 -.33
2 COG (ft): . X: 2 Y: 2.665
3 N1 -.074 0 0
3 N2 -.107 0 0
3 1 N3 1 -.108 I 0 0
3 Totals: -.29 0
3 COG (ft): NC NC
Member Section Forces. By Combination
LC Member Label Section Axial Shear Moment
(k) (k) (k -ft)
1 M1 1 0 .035 0
2 0 .035 1 -.031
3 0 -.284 -.05
4 0 -.284 .204
5 .605 .633 0
1 M2 1 0 0 0
2 0 0 I 0
3 1 0 0 0
4 1 0 0 0
5 0 0 0
1 M3 1 .633 0 0
2 .633 0 0
3 .633 0 0
4 .633 0 0
5 .633 I 0 I 0
1 I M4 1 -.827 .287 ! 0
2 l -.758 .136 -.232
3 1 -.693 -.006 -.302
4 -.632 -.139 -.222
5 -.576 -.263 0
RISA -2D Basic Version 5.5 [K: \Projects12007 \17107 \awning frame.r2d] Page 8
Company : ABHT Structural Engineers June 24, 2007
Designer : Randall 5:56 PM
Job Number : Checked By:
Member.Section Forces, By Combination, (continued)
LC Member Label Section Axial Shear Moment
(k) (k) (k -ft)
1 M5 1
j 0 ! 0 I 0
! 1 2 1 0 0 0
! 1
4 0 0 I 0
15 0 0 0
2 M1 11 0 -.02 0
2 0 -.02 ! .018
3 0 .162 .028
4 I 0 .162 I -.116
5 -.33 -.361 0
2 M2 1 0 0 I 0
2 0 0 0
3 0 0 0
4 0 0 0
5 0 0 0
2 M3 1 -.361 0 0
2 -.361 0 0
3 -.361 0 0
4 -.361 0 0
, 5 -.361 0 0
2 M4 1 .465 -.15 0
2 .431 -.075 .124
3 .396 0 .165
4 ' .362 .075 .124
5 .328 .15 0
2 M5 1 0 0 0
2 0 0 _ 0
3 0 0 0
_ ! 4 0 0 0
_
5 0 ., 0 I 0
3 I _ M1 1 0 .004 0
2 0 .004 -.004
3 0 -.034 -.006
4 0 -.034 .024
5 0 .075 0
3 M2 1 -.07 0 0
-- , 2 -.07 0 0
3 -.07 0 0
4 -.07 I 0 0
5 -.07 0 0
3 I M3 1 I -.145 0 0
2 -.145 0 0
3 -.145 0 I 0
4 -.145 0. 0
5 -.145 0 0
3 I M4 1 I -.068 -.031 0
2 I -.034 -.016 .026
3 0 0 .034
4
.034 .016 .026
! 5 I .068 .031 ! 0
3 i M5 1 0 .07 I 0
• I 2 I 0 .035 I -.023
3 I 0 I 0 I -.031 I
4 ! 0 -.035 -.023
1 5 I 0 I -.07 I 0 1
RISA -2D Basic Version 5.5 [K:1Projects120071171071awning frame.r2d] Page 9
Company : ABHT Structural Engineers June 24, 2007
Designer : Randall 5:56 PM
Job Number : Checked By:
Member Deflections, By Combination
. LC Member Label Section x- Translation y- Translation (n) Uy Ratio
(in) (i j
1 i M1 11 1 0 0 1 NC
2 0 -.004 NC
3 0 I 0 .1 NC
4 0 I .01 1 4322.197
5 0 -.035 1220.627
1 M2 1 0 0 NC
I 2 1 0 -.026 1868.053
I 3 0 -.051 934.026
4 0 I -.077 622.684
I 5 0 I -.103 467.013
1 M3 1 I 0 0 NC
2 I -.002 -.026 1868.053
3 -.003 -.051 I 934.026
4 -.005 -.077 622.684
I 5 -.007 I -.103 467.013
1 M4 1 .032 .014 NC
2 .033 -.167 343.891
3 .034 -.255 246.39
4 .035 -.22 347.752
5 .037 -.096 NC
1 M5 1 -.103 0 NC
2 -.103 .002 'NC
3 -.103 .003 6108.36
4 -.103 .005 4072.24
5 -.103 .007 3054.18
2 M1 1 0 0 NC
2 0 .002 NC
3 0 0 NC
4 0 -.006 I 7587.857
5 0 .02 2142.879
2 M2 1 0 0 NC
2 0 .015 3280.049
3 0 .029 1640.024
4 0 .044 1093.35
5 0 .059 820.012
2 M3 1 0 0 NC
_ 2 0 .015 3280.049
3 .002 .029 1640.024
4 I .003 .044 1093.35
. 5 .004 .059 820.012
2 M4 1 -.018 -.008 NC
2 -.019 .091 633.986
_ 3 -.02 .14 451.715
4 -.02 .122 633.986
5 -.021 .055 NC
2 M5 1 .059 0 NC
2 I .059 0 NC
3 .059 -.002 I NC
I 4 .059 -.003 7149.043
5 .059 -.004 5361.782
• 3 M1 1 0 I 0 NC
2 0 0 NC
I 1 3 1 0 0 NC
• I 4 0 .001 NC
5 0 -.004 NC
3 M2 1 0 0 NC
RISA -2D Basic Version 5.5 [K: \Projects\2007 \17107 \awning frame.r2d] Page 10
Company : ABHT Structural Engineers June 24, 2007
Designer : Randall 5:56 PM
Job Number : Checked By:
Member Deflections, By Combination, (continued)
LC Member Label Section x- Translation y- Translation (n) Uy Ratio
(in) (in)
2 0 -.001 NC
3 1 0 -.003 NC
4 0 ! -.004 NC
• 1 5 I 0 -.006 ! 8494.467
3 M3 1 I 0 I 0 NC
2 0 -.001 NC
3 0 -.003 NC
4 .001 -.004 NC
1 I 5 .002 -.006 8494.467
3 I M4 I 1 .004 .002 NC
2 .004 I .017 I 3056.827
3 .004 .023 2177.989
4 .004 .014 ! 3056.827
5 .004 -.004 NC
3 M5 1 -.006 0 NC
2 -.006 -.022 1004.495
3 -.006 -.031 1 715.703
4 -.006 -.022 I 1004.495
5 -.006 -.002 NC
Joint Displacements, By Combination
LC Joint Label X Translation Y Translation Rotation
(in) in) (radians)
1 N1 0 0 - 5.003e -4
1 N2 0 0 1.07e -3
1 N3 0 0 - 3.9e -3
1 N4 .035 0 - 6.218e -3
1 N5 0 -.103 0
'1 N6 -.007 -.103 ■ 0
2 N1 0 0 2.85e -4
2 N2 0 0 - 6.097e -4
2 N3 0 0 2.222e -3
2 N4 -.02 0 3.542e -3
2 N5 0 .059 0
2 N6 .004 .059 0
3 N1 __I 0 I 0 -5.91e-5
- 3 N2 I 0 I 0 I 1.265e -4
3 N3 0 I 0 - 4.608e -4
3 N4 .004 0 - 7.346e -4
3 N5 0 -.006 0
I 3 N6 .002 -.006 0
Member AISC ASD 9th Code Checks, By Combination
LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message
(ft) (ft)
1 I M1 .362 3.095 .117 3.095 H1-2
1 1 I M2 .000 I 0 I .000 0 H1 -1
1 M3 .492 0 .000 0 H1 -1
1 M4 .362 2.108 .053 I 0 H2 -1
1 1 M5 .000 0 I .000 0 I H1 -1
2 M1 .154 3.095 .050 3.095 H2 -1
2 M2 .000 I 0 .000 0 H1-1
2 , M3 .029 1 0 .000 0 H2 -1
2 ! M4 .166 I 2.154 i .021 I 0 H1-3
2 I M5 .000 0 .000 I 0 H1-1
3 I M1 .029 3.058 I .010 3.095 H1-2 I 1
3 1 M2 .006 0 I .000 0 H2 -1
RISA -2D Basic Version 5.5 [K: \Projects12007 \17107 \awning frame.r2d] Page 11
4>er•ab
Company : ABHT Structural Engineers June 24, 2007
Designer : Randall 5:56 PM
Job Number : Checked By:
Member AISC ASD 9th Code Checks B Combination continued
LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message
(ft) (ft)
• 3 M3 .012 0 .000 0 H2 -1
3 I M4 .028 2.428 .004 0 1 H1-3
3 1 M5 I .105 ; .875 I .018 1 1.75 i H1 -1 )
RISA -2D Basic Version 5.5 [K: \Projects\2007 \17107 \awning frame.r2dj Page 12
Project Job No.
Client Location i_ ifi\t, �Y.
Designed by Date Page of
to STRUCTURAL ENGINEERS
Sheet description
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Page 5 of 11 ESR -1056
arr
TABLE 3- ALLOWABLE TENSION LOADS FOR TITEN HD SCREW ANCHORS 10 to
INSTALLED IN NORMAL - WEIGHT CONCRETE (pounds)
ANCHOR DRILL BIT MINIMUM CRITICAL CRITICAL INSTALLED WITH SPECIAL INSTALLED WITHOUT SPECIAL
DIAMETER DIAMETER EMBEDMENT EDGE SPACING INSPECTION' INSPECTION'
(inch) (inches) DEPTH DISTANCE (inches) Concrete Strength, f', (psi) Concrete Strength, f',, (psi)
(inches) (inches)
2,000 3,000 4,000 2,000 3,000 4,000
•
8/ a/ 23/4 3 6 1,075 1,315 1,550 540 660 775
3 1,770 2,115 2,455 885 1,060 1.230
• 2 1,155 1,400 1,645 580 700 825
/2
1 /2 3 4 8 1,855 2,270 2,685 930 1,135 1,345
5 2,570 3,240 3,910 1,285 1,620 1,955
2 1,155 1,400 1,645 580 700 825
5 /8 5 /8 4 5 10 , 2,185 2,630 3,070 1,095 1,315 1,535
53 /4 3,240 3,955 4,670 1,620 1,980 2,335
2 1,170 1,410 1,645 585 705 825
3 /4 3 / 4 4 6 12 2,585 3,470 4,355 1,295 1,735 2,180
53 /4 _ 3,440 4,055 _ 4,670 1,720 _ 2,030 _ 2,335
For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa.
'Allowable loads are permitted to be increased by 33 percent when using the alternate basic load combinations in accordance with Section
1605.3.2 of the IBC or Section 1612.3.2 of the UBC, for wind or earthquake loading conditions. Alternatively, the load combinations in IBC Section
1605.3.2, may be multiplied by a factor of 0.75.
2 Minimum concrete thickness is 1.5 times the anchor embedment.
3 Minimum edge distance and spacing shall comply with Table 1.
4 The tabulated loads are for anchors installed in normal- weight concrete having a minimum compressive strength as shown in the table at the
time of anchor installation.
5 Anchor installation shall comply with Section 4.0 of this report.
'These tension loads are applicable only when the anchors are installed with special inspection as set forth in Section 4.2 of this report.
'These tension loads are applicable when the anchors are installed without special inspection.
TABLE 4- ALLOWABLE SHEAR LOADS FOR TITEN HD SCREW ANCHORS
INSTALLED IN NORMAL - WEIGHT CONCRETE (pounds)
ANCHOR DRILL BIT MINIMUM CRITICAL CRITICAL ALLOWABLE SHEAR LOAD' (Ibs)
DIAMETER DIAMETER EMBEDMENT EDGE SPACING Concrete Strength, ', (psi)
(inch) (inch) DEPTH DISTANCE (inches)
(inches) (inches) 2,000 3,000 4,000
3 /8 3 /e 23/4 - 4 6 1,585 1,665 -
1,740
33 /4 2 1,595 1,670 1,740
23 /4 1,605 2,050 _ 2,495
1 /2 1 /2 3 6 8 2,330 2,795 _ 3,255
53 /4 2,830 3,045 3,255 -
23 /4 1,940 2,220 2,495
5 / 8 5 / 8 4'/ _ 7'/ 10 2,175 3,415 4,650
5 3,125 3,890 4,650
23 /4 _ 1,960 - 2,415 2,865
3/4 3/ 4 4 9 12 2,805 _ 4,490 6,170
5 4,950 5,560 6,170
For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa.
'Allowable loads are permitted to be increased by 33'/ percent when using the alternate basic load combinations in accordance with Section
1605.3.2 of the IBC or Section 1612.3.2 of the UBC, for wind or earthquake loading conditions. Alternatively, the load combinations in IBC Section
1605.3.2 may be multiplied by a factor of 0.75.
2 Minimum concrete thickness is 1.5 times the anchor embedment.
3 Minimum. edge distance and spacing shall comply with Table 1.
4 The tabulated loads are for anchors installed in normal- weight concrete having a minimum compressive strength as shown in the table at the
time of anchor installation.
• 5 Anchor installation shall comply with Section 4.0 of this report.
'Allowable shear loads are for installations with or without special inspection.