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STRUCTURAL CALCULATIONS Gf�r ilGA
for 3U11,Q11�G piVIS1G ,
Bridal Exclusives Wall Signs
at
16850 SW 72nd Ave
Tigard, OR
Prepared for:
ES&A Sign and Awning
Package Type: Project#:
Initial Submittal 1903028
DESIGN SPECIFICATIONS DESIGN LOADS
1 2014 Oregon Structural Specialty Code(OSSC),ref.2012 IBC ::Wind:: vin= 110 mph
2 ASCE 7-10:Minimum Design Loads for Buildings and Other Structures Exposure: C Vasd= 85 mph
3 ACI 318-11:Building Code Requirements for Structural Concrete ::Ground Snow Load:: Pg= 10 psf
4 ANSI/AlSC 360-10:Specification for Structural Steel Buildings
CITY OF TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved: I
OTC: I I Rc PROr"S
Permit#: , uIn aC? 19, on 0 g ce= t N F
Address: 4 asp Sw 7�'id �� E ��
l 5$ PE
Suite#:
By: Date: 027- )
`, OREGON
J. SP
3-13-2019 EXPIRES 6-30-2020
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Project#: Bridal Exclusives Wall Signs REVERENCE
1903028 ENGINEERING
16850 SW 72nd Ave,Tigard,OR
COMPONENT AND CLADDING(C&C)WIND LOADS PER CHAPTER 30,PART 2
Applicable to an enclosed low-rise building or an enclosed building with h<60 ft
To be used for solid attached signs per Section 29.4.2 Exposure Category: C
V= 110 mph Basic Wind Speed Wall
A= :C ft Effective Wind Area(10 sf min.is most cons.) Interior Zone
z= ft Evaluation Height c End Zone
Kit= Topographic Factor[26.8.2]
EXCERPT FROM FIGURE 30.5-1
Eff. Basic Wind Speed,V(mph)
Area 110 115 120 130 140 150 160 180 200
10 21.8 -23.6 23.8 -25.8 25.9 -28.1 30.4 -33 35.3 -38.2 40.5 -43.9 46.1 -50 58.3 -63.2 72 -78.1
20 20.8 -22.6 22.7 -24.7 24.7 -26.9 29 -31.6 33.7 -36.7 38.7 -42.1 44 -47.9 55.7 -60.6 68.7 -74.8
50 19.5 -21.3 21,3 -23.3 23.2 -25.4 27.2 -29.8 31.6 -34.6 36.2 -39.7 41.2 -45.1 52.2 -57.1 64.4 -70.5
100 18.5 -20,4 20.2 -22.2 22 -24.2 25.9 -28.4 30 -33 34.4 -37.8 39.2 -43.1 49.6 -54.5 61.2 -67.3
500 16.2 -18.1 17.7 -19.8 19.3 -21.5 22.7 -25.2 26.3 -29.3 30.2 -33.6 34.3 -38.2 43.5 -48.4 53.7 -59.8
10 21.8 -29.1 23.8 -31.9 25.9 -34.7 30.4 -40.7 35.3 -47.2 40,5 -54.2 46,1 -61.7 58.3 -78 72 -96.3
20 20.8 -27.2 22.7 -29.7 24.7 -32,4 29 -38 33.7 -44 38.7 -50.5 44 -57.5 55.7 -72.8 68.7 -89.9
50 19.5 -24.6 21.3 -26.9 23.2 -29.3 27.2 -34.3 31.6 -39.8 36.2 -45.7 41.2 -52 52.2 -65.8 64.4 -81.3
100 18.5 -22.6 20.2 -24.7 22 -26.9 25.9 -31.6 30 -36.7 34.4 -42.1 39.2 -47.9 49.6 -60.6 61.2 -74.8
500 16,2 -18.1 17.7 -19.8 19.3 -21.5 22.7 -25.2 26.3 -29.3 30.2 -33.6 34.3 -38.2 43.5 -48.4 53.7 -59.8
ZONE Eff, Pnet30 Interpolation Effective Area Exposure
Area 110 115 110 Interpolation h B C D
4 10 21.8 -23.6 23.8 -25.8 21.8 -23.6 Eff,A I 110 15 1.00 1.21 1.47
4 20 20.8 -22.6 22.7 -24.7 20.8 -22.6 Zone 4 20 1.00 1.29 1.55
4 50 19.5 -21.3 21.3 -23.3 19.5 -21.3 10 21.8 -23.6 25 1.00 1.35 1.61
4 100 18.5 -20.4 20.2 -22.2 18.5 -20.4 20 20.8 -22.6 30 1.00 1.40 1.66
4 500 16.2 -18.1 17.7 -19.8 16.2 -18.1 10 21.8 -23.6 35 1.05 1.45 1.70
5 10 21.8 -29.1 23.8 -31.9 21.8 -29.1 Zone 5 40 1.09 1.49 1.74
5 20 20.8 -27.2 22.7 -29.7 20.8 -27.2 10 21.8 -29.1 45 1.12 1.53 1.78
5 50 19.5 -24.6 21.3 -26.9 19.5 -24.6 20 20.8 -27.2 50 1.16 1.56 1,81
5 100 18.5 -22.6 20.2 -24.7 18.5 -22.6 10 21.8 -29.1 55 1.19 1.59 1.84
5 500 16.2 -18.1 17.7 -19.8 16.2 -18.1 60 1.22 1.62 1.87
Interpolation
21.8 psf into surface 30 1 1.4 1.66
Pnet30={ -29.1 psf out of surface 35 1.05 1.45 1.7
A= 1.4- Adjustment Factor 30 1 1.4 1.66
30.52 psf into surface
Not={ 40.74 psf out of surface [Eqn.30.5-1] Pnet=A"Kn*Pnet3o
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Project#:
Bridal Exclusives Wall Signs REVERENCE.: h1 -
1903028
16850 SW 72nd Ave,Tigard,OR RrEI-RI .IO
LOADING ON FLUSH RECTANGULAR WALL SIGN(2 FASTENER ROWS)
Assumptions:
1. Top row carries dead load
h= ft Cabinet Height(OK to be conservatively high) p e1= psf Out of surface
I= 2 ft Cabinet Length(OK to be conservatively high) w= psf Presumed dead load(Max.)
d= in Cabinet Depth(Maximum) A= 144 ft Total Area
s= A in Fasteners On-Center Spacing n= 8- #Fasteners per row
b= '> ft Fastener row spacing(minimum)
PERPENDICULAR LOADING OUT OF WALL(SUCTION)
LRFD LOADING ASD LOADING
LC# 4 =1.2D+1,0W LC# 5 =D+0.6W
Total Wind Force Ru= 5867 lb Ra= 3520 lb
Total Dead Load Vu= 1728 lb Va= 1440 lb
Top Row Force(TIC) RTCP= 4504 lb RTop= 3069 lb
Bottom Row Force(T/C) RBTM= 1362 lb RBrM= 450.9 lb
Top Row Shear(vert.) VTOP= 1728 lb VTop= 1440 lb
Tension per fastener R,= 563 lb Ra= 383.6 lb
Shear per fastener Vu= 216 lb Va= 180 lb
*SEE ATTACHED ICC REPORT LOAD TABLES
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TABLE 3-ALLOWABLE TENSILE LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ
ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 1'3,44
,6
Spacing Edge Distance
Allowable Critical Minimum
Tensile Minimum Edge Edge
Nominal Critical spacing, Distance, Distance,
Nominal embedment Cap aci Load Load
Spacing,Se, 3min C,„,n
anchor at S„and Multiplier C" Multiplier at
diameter in. (mm) C„ in (mm) in (mm) at Sm,n in (mm) in (mm) Cmfn
1/8 25/16 (59) 515 (2.3) 91/4 (235) 3 (76) 0.49 0.70
2318 (60) 565 (2.5) 91/2 (241) 0.49 0.85
12 35/8 (92) 735 (3.3) 141/2 (368) 4 (102) 0.59 _ 1.00
39/16 (90) 790 (3.5) 141/4 (362) 0.66 12 (305) 4 (102) 0.89
818 42/18 (113) 870 (3.9) 173/4 (451) 5 (127) 0.60 1.00
45/16 (110) 1060 (4.7) 171/4 (438) 0.45 0.80
314 59/18 (141 1165 1 6 (152)
(5.2) 22/4 (565) 0.41 0.85
TABLE 4-ALLOWABLE SHEAR LOADS FOR CARBON STEEL AND STAINLESS STEEL KB-TZ
ANCHORS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY WALLS 5'3'4,5,6
Spacing Edge Distance
Allowable Critical Minimum
Shear Minimum Edge Edge Perpendicular Parallel
Nominal Capacity Critical spacing, Distance, Distance, Load Load
Nominal embedment at S�,and C4, Spacing,S4, Sm,,,2 Load c, cm,,, Direction Direction
anchor Multiplier Multiplier at Multiplier
diameter in. (mm) lb (kN) in (mm) in (mm) at S,,,,n in (mm) in (mm) C,,,,,, at Cnnn
3/8 2-5/18 (59) 625 (2.8) 9-1/4 (235) 3 (76) 0.81 1.00
2-3/4 (60) 940 (4.2) 9-'12 (241) 4 0.45 0.85
35/8 (92) 1055 4 7 141/2 (102)
( ) (368) 0.41 0.88
^
39/,6 (90) 1615 (7.2) 141/4 (362) 0.46 12 (305) 4 (102) 0.40 0.87
5/e 47/,8 (113) 1860 (8.3) 173/4 (451) 5 (127) 0.38 0.90
3/4 45/18 (110) 1615 (7.2) 171/4 (438) 6 (152) 0.40 0.87
59/,8 (141) 1860 (8.3) 221/4 (565) 0.38 0.90
For SI: 1 inch=25.4 mm, 1 lb=4.45 N.
Footnotes for Table 3 and Table 4:
'Values valid for anchors installed in face shells of Type 1.Grade N,lightweight,medium-weight,or normal-weight concrete masonry units
conforming to ASTM C90.The masonry units must be fully grouted with coarse grout conforming to 2015 IBC Section 2103.3,2012 IBC
Section 2103.13,or 2009 and 2006 IBC Section 2103.12.Mortar must comply with 2015 IBC Section 2103.2.1,2012 IBC Section 2103.9,or
2009 and 2006 IBC Section 2103.8.Masonry compressive strength must be at least 1,500 psi at the time of anchor installation.
2Loads tabulated are applicable to anchors spaced a critical distance of 16 times the anchor diameter.The anchors maybe placed at a
minimum spacing,s,,,,, provided that reductions are applied to the tabulated values.
3Anchors must be installed a minimum of 13/8 inches from any vertical mortar joint in accordance with Figure 4.
"Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report for the 2009 and 2006 IBC,due to short-term
wind or seismic loads.
5Embedment depth must be measured from the outside face of the concrete masonry unit.
'For intermediate edge distances,allowable loads may be determined by linearly interpolating between the allowable loads at the two
tabulated edge distances.
TABLE 5-MODIFICATION FACTORS FOR ALTERNATIVE LOAD COMBINATIONS UNDER THE 2009 or 2006 IBC'2.3
Modification factor for Modification factor for
alternate basic load combinations allowable loads for short-term loading conditions
Tension Shear Tension Shear
0.75 0.75 1.33 1.33
'When using the basic load combinations in accordance with IBC Section 1605.3.1,allowable loads must not be increased for wind or seismic
loading.
2 When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include wind or seismic loads,the
allowable loads for anchors may be increased by the tabulated factors found in the right half of the table.Alternatively,the basic load
combinations may be reduced by multiplying them by the factors found on the left half of the table.For example,the alternate basic loads for
wind or seismic loading may be multiplied by 0.75 or divided by 1.33,as applicable. For the 2015 and 2012 IBC,the allowable loads or load
combinations must not be adjusted.
3 The above modification factors are applicable under the 2009 and 2006 IBC only for Tables 3 and 4 of this report for seismic and wind loads.
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0 2c1 40 1,1 80 100 220 140 100 ISO 200
Base Material Temperature,"F
FIGURE 1—INFLUENCE OF BASE MATERIAL TEMPERATURE ON ALLOWABLE TENSION AND
SHEAR LOADS FOR HILTI HIT-HY 200 ADHESIVE
TABLE 2A—ALLOWABLE ADHESIVE BOND TENSION LOADS FOR THREADED RODS, HIT-Z(-R)ANCHOR RODS,AND
REINFORCING BARS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS(POUNDS)1'2a,8,9,11,1243
Anchor Load Spacing4 Edge Distances
Diameter Embedment Critical, Minimum, Critical, Minimum,
(inches),or (inches)3 @ CrcLoad Reduction Load Reduction
and 5cr scr sm. 6 cc,. cmin 6
Rebar Size_ (inches) (inches) Factor at smin Factor at cmin
(inches) (inches)
3/8 or No.3 33/8 960 13.5 4 0.60 12 4 u 0.58
1/2 or No.4 41/2 1,520 18 4 0.60 20 4 0.70
5/8 or No.5 55/8 1,810 22.5 4 0.50 20 4 0.82
3/4 or No.6 63/4 2,215 27 4 0.50 20 4 0.68
For SI: 1 inch=25.4 mm, 1 lbf=4.45 N, 1 psi=6.89 kPa.
'All values are for anchors installed in fully grouted concrete masonry with minimum masonry strength of 1500 psi.Concrete masonry units
must be light-,medium-,or normal-weight conforming to ASTM C90.Allowable loads have been calculated using a safety factor of 5.
2Anchors may be installed in any location in the face of the masonry wall(cell,web,joints).Anchors are limited to one per masonry cell.
'Embedment depth is measured from the outside face of the concrete masonry unit.
4The critical spacing,sc,,is the anchor spacing where full load values in the table may be used.The minimum spacing,smin,is the minimum
anchor spacing for which values are available and installation is recommended.Spacing is measured from the center of one anchor to the
center of an adjacent anchor.
5The critical edge distance,c,,,is the edge distance where full load values in the table may be used.The minimum edge distance,cn„n,is
the minimum edge distance for which values are available and installation is permitted.Edge distance is measured from the center of the
anchor to the closest edge(See Figure 2).
6Load reduction factors are multiplicative;both spacing and edge distance load reduction factors must be considered,
'Load values for anchors installed at less than Srcand cer must be multiplied by the appropriate load reduction factor based on actual edge
distance(c)or spacing(s).
8Linear interpolation of load values between minimum spacing(smin)and critical spacing(s,)and between minimum edge distance(moan)
and critical edge distance(cC,)is permitted.
9Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION:the 5/8-inch-and the
3/4-inch-diameter anchors and No.5 and No.6 reinforcing bars may be installed in minimum nominally 8-inch-thick concrete masonry.
10When using the basic load combinations in accordance with IBC Section 1605.3.1,tabulated allowable loads must not be increased for
seismic or wind loading.When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include
seismic or wind loads,tabulated allowable loads may be increased,or the alternative basic load combinations may be reduced according
to Table 1.For the 2015 and 2012 IBC,the allowable loads or load combinations must not be adjusted.
"Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Tables 5 and
6.
12Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1,as applicable.
13For combined loading,see Section 4.1.2.
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TABLE 2B-ALLOWABLE ADHESIVE BOND SHEAR LOADS FOR THREADED RODS,HIT-Z(-R)ANCHOR RODS,AND
REINFORCING BARS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS(POUNDS)1'2,'ss,10,11.12'13
Spacing4 Edge Distances
Anchor Embedm Load Load Load Reduction Factor at Cmina
Diameter ent @ Critical, Minimum Critical, Minimum,
Reduction
Ce,and S«
(inches) (inches)3Su ,Smin CCr Cmin
(inches) (inches) Factor
(inches) (inches) Load
Smin Perpendicular Load Parallel
to Edge to Edge
3/8 or No.3 33/s 825 13.5 4 0.56 12 4 0.60 0.72
1/2 or No.4 41/2 1,240 18 4 0.50 12 4 0.44 0.85
5/8 or No.5 55/8 2,120 22.5 4 0.50 20 4 0.22 0.71
3/4 or No.6 63/4 2,480 27 4 0.50 20 4 0.19 0.71
For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N, 1 psi=6.89 kPa.
'All values are for anchors installed in fully grouted concrete masonry with minimum masonry strength of 1500 psi.Concrete masonry units
must be light-,medium-,or normal-weight conforming to ASTM C90.Allowable loads have been calculated using a safety factor of 5.
2Anchors may be installed in any location in the face of the masonry wall(cell,web,joints).Anchors are limited to one per masonry cell.
3Embedment depth is measured from the outside face of the concrete masonry unit.
4The critical spacing,so,,is the anchor spacing where full load values in the table may be used.The minimum spacing,s,„in,is the minimum
anchor spacing for which values are available and installation is recommended.Spacing is measured from the center of one anchor to the
center of an adjacent anchor.
'The critical edge distance,ce,,is the edge distance where full load values in the table may be used.The minimum edge distance,cmin,is the
minimum edge distance for which values are available and installation is permitted.Edge distance is measured from the center of the anchor
to the closest edge(See Figure 2).
°Load reduction factors are multiplicative;both spacing and edge distance load reduction factors must be considered.
'Load values for anchors installed at less than s„and cc,must be multiplied by the appropriate load reduction factor based on actual edge
distance(c)or spacing(s).
$Linear interpolation of load values between minimum spacing(smfn)and critical spacing(s„)and between minimum edge distance(c„,,n)and
critical edge distance(ca)is permitted.
'Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth.EXCEPTION:the 5/8-inch-and the
3/4-inch-diameter anchors and No.5 and No.6 reinforcing bars may be installed in minimum nominally 8-inch-thick concrete masonry.
70When using the basic load combinations in accordance with IBC Section 1605.3.1,tabulated allowable loads must not be increased for
seismic or wind loading.When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include seismic or
wind loads,tabulated allowable loads may be increased,or the altemative basic load combinations may be reduced according to Table 1.For
the 2015 and 2012 IBC,the allowable loads or load combinations must not be adjusted.
''Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Tables 5 and 6.
12Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1,as applicable.
13For combined loading,see Section 4.1.2.
TABLE 3A-ALLOWABLE ADHESIVE BOND TENSION LOADS FOR HIS-N AND HIS-RN INSERTS IN THE FACE OF
GROUT-FILLED CONCRETE MASONRY UNITS(POUNDS)1'2,',as,1°,11,14
13
Spacing4 Edge Distances
Anchor Embedment Load @ Critical, Load Load
Diameter 3 c,,,and Minimum, Reduction Critical, Minimum, Reduction
(inches) (inches) s` sr: cc
(inches) Smin(inches) Factorr@ (inches) Cr„.(inches) Factorr@
_ Smin Cmin
3/8 43/s 1,355 17 4 0.68 12 4 0.81
1/2 5 1,640 20 4 0.68 20 4 0.74
For SI: 1 inch=25.4 mm, 1 lbf=4.45 N, 1 psi=6.89 kPa.
'All values are for anchors installed in fully grouted concrete masonry walls with minimum masonry strength of 1500 psi.Concrete masonry
z nits must be light-,medium-,or normal-weight conforming to ASTM C90.Allowable loads have been calculated using a safety factor of 5.
Anchors may be installed in any location in the face of the masonry wall(cell,web,joints).Anchors are limited to one per masonry cell.
3Embedment depth is measured from the outside face of the concrete masonry unit.
4The critical spacing,se,,is the anchor spacing where full load values in the table may be used.The minimum spacing,s,n,,,is the minimum
anchor spacing for which values are available and installation is recommended.Spacing is measured from the center of one anchor to the
center of an adjacent anchor.
'The critical edge distance,ce,,is the edge distance where full load values in the table may be used.The minimum edge distance,cmin,is
the minimum edge distance for which values are available and installation is permitted.Edge distance is measured from the center of the
anchor to the closest edge(See Figure 2).
'Load reduction factors are multiplicative;both spacing and edge distance load reduction factors must be considered.
`Load values for anchors installed at less than s,;,and c,,must be multiplied by the appropriate load reduction factor based on actual edge
distance(c)or spacing(s).
'Linear interpolation of load values between minimum spacing(s„,in)and critical spacing(scr)and between minimum edge distance(cmin)
and critical edge distance(ce,)is permitted.
'Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth.
t0Anchors are not recognized for resisting earthquake forces.When using the basic load combinations in accordance Wth IBC Section
1605.3.1,or the altemative basic load combinations in IBC Section 1605.3.2,tabulated allowable loads must not be increased for wind
loading.
12Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Table 5.
Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1.as applicable.
13For combined loading,see Section 4.1.2.
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