Plans RECEIVED
FEB 142019
CITY OF •lIGARD
BUILDING DIVISION
TIGARD PUBLIC WORKS HVAC
UNIT HEATER REPLACEMENT OFFICE COPY
8777 SW Burnham St •CITY OF TIGARD
Tigard Oregon REVIEWED FOR CODE COMPLIANCE
Approved: I
OTC: [ I
Penn-km rn ec,F 19 - no 0 S E,
Address: F 7 7 ) Wit.., 81,r n k,,,..1
Suite#: •---•----
STRUCTURAL CALCULATIONS BY: r Date: cx._ 1 - 19
VLMK Project Number:20190083
VALIDITY OF PERMIT
THE ISSUANCE OF A PERMIT
Reitmeier Mechanical BASED ON CONSTRUCTION
19570 SW 90�Court CENS
DATADOSHALLUMTNOTANDF)REVENOTHERT
Tualatin,OR 97062 THE CODE OFFICIAL FROM
REQUIRING THE CORRECTION
OF ERRORS. OSSC 105.4
kU C T UR,y
41i-6359Pr` /
- 2/5/19
:'EGO` �,
</I.74/ /5,15, ,-ri
9SON C S Pkv
EXPIRES: 6/30/2020
Prepared By: Kelli Sloven,EIT
,lw,. vLmK February 4 2019
ENGINEERING •r DESIGN
Structural Calculations:Tigard Public Works HVAC DC- 1 '
Project: Tigard Public Works HVAC Project Number: 20190083
Project Address: 8777 SW Burnham St Document: Structural Calculations for
Tigard, Oregon Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Structural Details :1 S-1 thru S-2
:k
Structural Calculations I t C-1 thru C-3
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ry
PROJECT DESCRIPTION =3
1
This 'Tigard Public Works HVAC' project consists of the replacement of an existing unit heater with a new
unit heater weighing 231 lbs at the site located at 8777 SW Burnham St, Tigard, Oregon. The scope of
this calculation is to review gravity and seismic loads to the support structure and connections to the
existing building wall.
***LIMITATIONS'
VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon
information provided by the client, who is solely responsible for the accuracy of the information. No
responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design
for items beyond that shown in this Structural Calculation Package.
G:\Acod2019\20190083\Calculations\20190083 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Tigard Public Works HVAC DC
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
DESIGN LOADS
Dead Loads
Equipment Loads
Unit Heater 231 lbs
Seismic
Location Latitude 45.427
Longitude -122.767
Seismic Importance Factor, Ie 1 .0
Risk Category II
Mapped Spectral Response Accelerations Ss = 0.972
Si = 0.422
Site Class D
Spectral Response Coefficients Sds = 0.720
Shc = 0.444
Seismic Design Category D
Component Anchorage Factors ap Rp 1p Q
HVAC Equip 2.5 6.0 1.0 2.5
MATERIALS
Structural Steel
Plates and Shapes ASTM A36 Fy = 36 ksi
Bolts and Anchors
Structural Bolts ASTM A325 F,= 44 ksi
Threaded Rods ASTM A36 (typical U.O.N.) Fy = 36 ksi
Drilled Anchors
Drilled Anchors
Simpson Strong-Bolt 2 Wedge Anchor ICC ESR-3037
Hilti Kwik Bolt TZ Anchor ICC ESR-1917
Dewalt/Powers Power-Stud+ SD2 Anchor ICC ESR-2502
G:18cad2019\20190083\Calculations\20190083 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
APPROX.AREA OF WORK,
REPLACE EXISTING 231 LB
UNIT HEATER WITH NEW
UNIT HEATER WEIGHTING
231 LBS
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TIGARD PUBLIC WORKS HVAC 20190083 FER 19
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8777 SW BURNHAM ST KRS JCS
TIGARD,OR 97223 ”""" """'°
V L MKENGINEE,5,31 RING + DIESIGN AREA OF WORKS-1
3933 SW Ke!ly Aven44 P44!ar.4.Oregon97239 I te!.593.222 fax 503 240 9263 rrxw,vlmk,com g x,"�
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EXISTING
MASONRY WALL `: .. /
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UNISTRUT'P1000T' UNISTRUT'P1000T' �.
OR EQUIVALENT OR EQUIVALENT /
WITH 3/8"DIA DIAGONAL BRACE / /-
CONNECTORS, i
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UNIT HEATER,BY /
OTHERS(WT=231 LBS) j. j
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- L3x3x3/16 ANGLE
BRACE EACH SIDE �
3/8"DIA x 4"EMBED / /
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EXPANSION ANCHOR TO / • /
EXISTING WALL AT TOP /.
AND BOTTOM OF STRUT, j
TYPICAL(4)PLACES /' /
MINIMUM•
UNIT HEATER DETAIL
3/4"= 1-0"
TIGARD PUBLIC WORKS HVAC 20190083 FEB 19
8777 SW BURNHAM ST KRS JCS
NTV L M K ENGINEERING + DESIGN TIGARD,OR 97223
UNIT HEATER DETAIL S-2
3933 SW Kelly Avenue Portland,Oregon 97239 I tel:503.222.4453 I fax:503.248.9263 I www.vlmk.com SHEET NO
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t Channel Selection U N I STRUT c-2
CHANNEL SELECTION CHART
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Channel Dimensions Material&Thickness Hole Pattern Styles o3
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o p
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0 p
1 .! °
p /,
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Width Height Steel Steel Alum. HS T KO SL DS H3
Channel In(mm) In(mm) gauge gauge In(mm) Steel Only
toE
P1000 1%(41.3) 1%(41.3) 12 ga 12 ga 0.109(2.8) ■ ■ III ■ ■ ■ RS
P1100 1%(41.3) 1%(41.3) 14 ga 14 ga - ■ ■ ■ ■ - - 'a
co
P2000 1%(41.3) 1%(41.3) 16 ga - - ■ ■ ■ ■ - - _
P3000 1%(41.3) 1%(34.9) 12 ga - - ■ ■ ■ ■ - - 06
to
P3300 1%(41.3) '/4(22.2) 12ga 12ga - ■ ■ - ■ - - Z
P4000 l%(41.3) 13/16(20.6) 16 ga 16 ga 0.078(2.0) • ■ - ■ - -
U
P4100 1%(41.3) 134(20.6) 14 ga - - ■ ■ - MI - -
C
P5000 15/a(41.3) 31A(82.6) 12ga 12ga - ■ ■ ■ ■ - - .4-'
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P5500 1%(41.3) 2'/,e(61.9) 12 ga - 0.109(2.8) ■ ■ ■ ■ - -
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CHANNELS&COMBINATIONS IN DESCENDING ORDER OF STRENGTH
to
Area Weight I s Allow.Moment Area Weight I s Allow.Moment p
Channel In'(cm') lbs/ft(kg/m) In°(cm4) In3(cm') In-lbs(N•m) Channel In,(cm') lbslft(kg/m) In^(cm4) In'(cm') In-lbs(N•m) Q.C.
P5001 1.793 6.10 6.227 1.916 48,180 P1100 0.418 1.42 0.145 0.162 4,060
11.57 9.1 259.2 31.4 5,440 2.69 6.0 2.6 460 CO
1.965 6.68 4.068 1.669 41,980 0.500 1.70 0.120 0.153 3,850 �
P1004A 12.68 9.9 169.3 27.4 4,740 P3000 3.23 5 5.0 2.5 430 23
1.452 4.94 2.805 1.151 28,940 0.579 1.97 0.117 0.143 3,610 o
P5501 9.37 7.3 116.8 18.9 3,270 P4101 3.74 2.9 4.9 2.4 410 V
2.221 7.55 1.856 1.142 28,720 0.342 1.16 0.125 0.140 3,520 i
P1001C41 14.33 11.2 77.2 18.7 3,250 P2000 2.21 1.7 5.2 2.3 400 iir-
0.897 3.05 1.098 0.627 15,770 0A78 1.66 0.104 0.128 3,210
P5000 5.78 4.5 45.7 10.3 1,780 P4001 3.14 2.5 4.3 2.1 360 to
P1001 1.111 3.78 0.928 0.571 14,360 A3301 0.459 1.56 0.077 0.103 2,590 co
7.16 5.6 38.6 9.4 1,620 2.96 2.3 3.2 1.7 290
0.835 2.84 0.733 0.451 11,340 0.305 1.04 0.061 0.086 2,170 i.t_
P1101 5.39 4.2 30.5 7.4 1,280 A1000 1.96 1.5 2.5 1.4 250
1.000 3A0 0.591 0.430 10,810 0.395 1.34 0.037 0.072 1,800 v
P3001 6.45 5.1 24.6 7.0 1,220 P3300 2.55 2.0 1.5 1.2 200 v
0.726 2.47 0.522 0.390 9,820 0.264 0.90 0.037 0.058 1,470 a�
P5500 4.68 3.7 21.7 6.4 1,110 A4001 1.70 1.3 1.5 1.0 170 Lu
0.684 2.32 0.618 0.381 9,570 0.213 0.73 0.045 0.055 1,400
P2001 cn
4.41 3.5 25.7 6.2 1,080 P6001 1.38 1.1 1.9 0.9 160
0.489 2.23 0.279 0.297 7,480 0.290 0.98 0.026 0.054 1,360 d
P9200 3.16 3.3 11.6 4.9 850 P4100 1.87 1.5 1.1 0.9 150 C
A5000 0.492 1.67 0.358 0.265 6,670 P4000 0.244 0.83 0.023 0.049 1,230 a>
3.17 2.5 14.9 4.3 750 1.57 1.2 0.9 0.8 140 to
0.609 2.07 0.302 0.242 6,070 0.230 0.78 0.017 0.038 950
A1001 3.93 3.1 12.6 4.0 690 A3300 1.48 1.2 0.7 0.6 110 o
0.387 1.88 0.166 0.205 5,150 0.132 0A5 0.008 0.022 560 V
P9000 2.50 2.8 6.9 3.4 580 A4000 0.85 0.7 0.3 0.4 60
1.89 0.185 0.202 5,070 0.107 0.36 0.009 0.020 510 `-
0.555
I P1000 3.58 2.8 7.7 3.3 570 I P6000 0.69 0.5 0.4 0.3 60
P3301 0.790 2.69 0.176 0.201 5,060 P7001 0.148 0.50 0.007 0.018 460
C
5.10 4.0 7.3 3.3 570 0.96 0.8 0.3 0.3 50
Combinations not shown in catalog are available on special order. P7000 0.074 0.25 0.002 0.007 170
Consult factory for more details. 0.48 0.4 0.1 0.1 20
15/8" Framing System
. C-3
Simpson Strong-Ties Anchoring and Fastening Systems for Concrete and Masonry SIMPSON
Strong-Bolt® 2 Design Information - Masonry Strong-Tie
Carbon-Steel Strong-Boltw 2 Tension and Shear Loads in IBC W
8" Lightweight, Medium-Weight and Normal-Weight Grout-Filled CMU --
Size tam.Embed Install.Torque. Critical Edge Critical End Critical Tension Load Shear Load
in. Drill Bit DIA Depth 11.-lb. Dist. Dist. Spacing
Pa 9 Ultimate A l rrwabie Ultimate Allowable
(mm) (in.) in.(mm) (N-ml in.(mm) in.(mm) in.(mm) ; lb.(kN; lh.(k ' lb.(kt) lb.(kN)
Anchor Installed in the Face of the CMU Wall(See Figure 1)
1/413.4 4 12 12 8 1,150 230 1,500 300
(6.4) �` (45) (5.4) (305) (305) (203) (5,1) (1.0) ( .71 i1 3)
Ie 2% 20 12 12 8 2,185 435 3,875 775 I
(9.5) s (67) (27.1) (305) (305) (203) (9.7) (1.9) (17.2) (3.4)
' , 3% 35 12 12 8 2,645 530 5,055 1,010
(12.7) (89) (47.5) (305) (305) (203) (11.8) (2.4) (22.5) (4.5)
C!) % 4% 55 20 20 8 4,460 890 8,815 1,765
0 (15.9) (111) (74.6) (508) (508) (203) (19.8) (4.0) (39.2) (7.9)
'la3a 51/4 100 20 20 8 5,240 1,050 12,450 2,490
C1 (19.1) (133) (135.6) (508) (508) (203) (23.3) (4.7) (55.4) (11.1)
c1.The tabulated allowable loads are based on a safety factor of 5.0 for installation under the IBC
and IRC,
2.Listed loads may be applied to installations on the face of the CMU wail at least 114 inch awe 4'minimum Critical edge distance
from headjoints. Y /-edge distance (see load table) Installation
V In this area
3.Values for 8-inch-wide concrete masonry units(CMU)with a minimum specified compressive 1 1 for reduced
.�., strength of masonry,f',,,,a128 days is 1,500 psi. �� fir• ` load capacity
E 4.Embedment depth is measured from the outside face of the concrete masonry unit. �=►`````*�''�`` � �`�������I,,��' p ry
C 5.Tension and sheer loads may be combined using the parabolic interaction equation(n=%). I I\``\`�iI ! II
\1i,�,'
.0 6.Refer to stowable load adjustment factors for edge distance and spacing on page 163. %I I`irZe. Air�� F:i `,
C) 7.Allowable loads may be Increased 3313%for sh xt•temt loading due to wind forces or seismic /f ' Vill I�l I 4'minimum
forces where permitted by code. site: �A `� enddistance
ri��`777 ,i/®!j��//'"//�jir -/A u Critical end
I II " ! /`./.,01 �
distance
`%/�., I��/%�/�I�����t�� (see load table)
IL,i %I1 li.1Ie installationf
I Installations in this area for
full allowable load capacity
Figure 1
Carbon-Steel Strong-Bolt4'2 Tension and Shear Loads in IBC t A r.
8" Lightweight, Medium-weight and Normal-Weight Grout-Filled CMU ;.tt solus
Tension Load hear Load Perp.To Edge Shear Load Parallel To
Size Orill Bit Min.Embed install. Mm,Edge. Critical E ,,'' Critical Edge �
in. i Dia. Depth. Torque , Dist. Dist. Spacing
'I` in ft.-1b. ' in. in. in.
(mm) in. ultimate Allowable Ultimate Allowable Ultimate Allowable
(moi'. tN-mi (mm) imm) (mm) )b lkfli Ib-(kNj lb.(kN) lh (kN) lb.(RN) lb (kNI
Anchor Instated in Cee Opening or Web(top of Walq}See Figure 2)
% �z 3% 35 1%i 12 8 2,080 415 1,165 235 3,360 670
(12.7) (89) (47.5) (45) (305) (203) (9.3) (1.8) (5.2) (1.0) (14.9) (3.0)
iia 4% 55 1% 12 8 3,200 640 1,370 275 3,845 770
(15.9) (111) (74.6) (45) (305) (203) (14.2) (2.8) (6.1) (1.2) (17.1) (3.4)
1.The tabulated allowable loads are based on a safely factor of 5.0 for installation under the IBC
and IRC.
2.Values for 8-inch-wide concrete masonry units(CMU)with a minimum specified compressive
strength of masonry,f`n,,at 28 days is 1,500 psi. 1 .,"Edge
3.Tension and shear loads may be combined using the parabolic interaction equation(n=%).
i 4.Refer to allowable badustnt factors for
adj edge distance and spacing on page 163. 4
5.Allowable loads may be increased 3314%for short-term loading due to wind forces or seismic
forces where permitted by code. / �, 4, ° 4 a
•
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o; End ° •
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.'.
s
See page 12 for an explanation of the load table icons. Figure 2
162
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