Specifications (7) r
RECEIVED
JAN 1 1 2016
CITY OFTIGARD
BUILDING DIVISION
SCHOLLS BLDG G HVAC
10130 SW Nimbus Ave
Tigard,OR 97223
CITY OF TIGARD
STRUCTURAL CALCULATIONS REVIEWED FOR CODE COMMdANOS
VLMK Project Number:20160023 Approved* i' "
arcs
PermIt 1 $ 2int
Address* • gira► '.'' ISD.
Suite
Reitmeier Mechanical •
B31 �1v Dates
19570 SW 90th Court
Tualatin, OR 97062 OFFICE COPY
<Or*
-6359P.
16
OREGON q,
94'.
/5, TO0
SON c. SP0v
EXPIRES: 6/30/20 16
VPr:0d80h1reBy: ReeNewcomer,Project Engineer
VL lvi K Jaary 16
ENGINEERING + DESIGN
� r
Structural Calculations:Scholls Bldg G HVAC DC•1
Project: Scholls Bldg G HVAC Project Number: 20160023
Project Address: 10130 SW Nimbus Ave Document: Structural Calculations for
Tigard, OR 97223 Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Structural Details S-1 thru S-3
Structural Calculations C-1 thru C-4
Referee fr i,noprrtr YTI3 R-1 thru R-3
SOVIALMii11.03i O1CMG rtralli
f 3 sb vtrur
DESCRIPTION OF PROJECT l `�
titin A
The 'Scholls Bldg G HVAC' project coiliatAf IA replacement of two HVAC roof top unit(RTU). The scope of this
calculation eva nates t e existing structur (willitmembers for the additional loading, as well as the attachment of the
new units tQ4 wrna a'Pfd seTSR11t forces. 0
G 4cad2016\20160023\Calculations\20160023 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Scholls Bldg G HVAC DC-2
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
DESIGN LOADS
Live Loads
Roof Snow Load
Flat Roof Snow Load, Pr 25 psf
Snow Drift As Required
Dead Loads
Roof(Panelized)
Roofing (existing) 2.8 psf
Insulation 0.5 psf
Sheathing (1/2" plywood) 1.5 psf
Sub-purlins (2X4 @ 24" O.C.) 1.1 psf
Joists (4X14 @ 8'-0" O.C.) 1 .8 psf
Glulam Girders 1.5 psf
Mechanical and Electrical 1.0 psf
Suspended Ceiling 1.8 psf
Total Roof Load 12.0 psf
Additional Loads
HVAC RTU 337 lbs
Original Curb (Est.) 150 lbs
Wind
Basic Wind Speed (3-second gust) 120 mph
Wind Importance Factor, IN, 1.0
Occupancy Category II
Wind Exposure B
Seismic
Location Latitude 45.44319
Longitude -122.78435
Seismic Importance Factor, Ie 1 .0
Risk Category II
Mapped Spectral Response Accelerations 5, = 0.974
S1 = 0.424
Site Class D
Spectral Response Coefficients Sds = 0.721
Sd, = 0.446
Seismic Design Category D
Component Anchorage Factors a Rp 1p
Hanging HVAC Equip 2.5 6.0 1.0
G::\ cad2016\20160023\Calculations\20160023 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
NEW HVAC UNIT TO BEAR
ON NEW OR EXISTING
• FRAMING ON ALL CORNERS
VERIFY EXISTING FRAMING (WEIGHT-337#)
UNDER MECH.UNIT AS SHOWN,
NOTIFY ENGINEER IF OTHERWISE. (E)GLULAM BEAM
PROVIDE ADDITIONAL 2x4
FRAMING PER SECTION A.
N
..A Ir
iiimr
71,st. ►
Z
z Z1,
1J
> D D
a ' a a
a
v v v
< X X
N
W W W
(E)2x4 SUB-PURLINS / ,
AT 24"O.C.TYPICAL
NOTE: 2x4 STITCHED TOGETHER 0 NEW CURB
VERIFY PLACEMENT OF UNIT AS WITH 16d AT 12"O.C.
2x6 x 1'-6"SECURED WITH
SHOWN.NOTIFY ENGINEER IF EXISTING /
(4)-16d STAGGERED
CONDITIONS ARE OTHER THAN SHOWN. /
4
_ mi _
TOM
SECTION
NTS.
01 ENLARGED TYPICAL FRAMING PLAN
S_2 1/4"= 1-0"
Vf
SCHOLLS BLDG G HVAC 20160023 1/2016
OJ NO DATE
10130 SW NIMBUS AVE JRN JCSL NI TIGARD,OR 97223 PA N JCSENGINEERING + DESIGN PARTIAL FRAMING PLAN S-2
SW Kelly Avenue Portland,Oregon 97239 I let 503.222.4453 I fax:503.248.9263 I www.vlmk.com
UNIT CASING
UNIT BASE AND BASE RAIL
SECURE ANCHOR TO UNIT WITH
(4)#10 x 1/2"TEK SCREWS
161. SECURE ANCHOR TO CURB
WITH(4)#10 x 1/2"TEK
SCREWS,TYPICAL
INI
•.:'
I:n
I:n
1..1
EXISTING UNIT
'in MOUNTING CURB
(APPROX 14"HEIGHT)
/1111 un
ROOFING BY OTHERS--1
rf
VERIFY THAT EXISTING CURB IS FASTENED TO
EXISTING SUPPORT FRAMING WITH A#14 SCREW
MINIMUM AT EACH CORNER AND AT 24"O.C., SUPPORT FRAMING PER PLAN
EACH SIDE.IF ANCHORAGE DOES NOT EXIST, FA
PROVIDE SIMPSON'LTP4'OR'A35'CLIPS AT
EACH CORNER AND AT 48"O.C.EACH SIDE
FROM THE INSIDE OF THE CURB TO THE
EXISTING ROOF FRAMING
HVAC CURB DETAIL
1 1/2"= 1'-0"
"" SCHOLLS BLDG G HVAC 20/860023 1/2OI. E6
10130 SW NIMBUS AVE JRN JCS
VL M KENGINEERING TIGARD,OR 97223+ DESIGN HVAC CURB DETAIL S-3
3933 SW Kelly Avenue Portland,Oregon 97239 I te1:503.222.4453 I fax:503.248.9263 I www.vlmk.com
• r
12/8/2015 Design Maps Summary Report
C-1
ill S Design Maps Summary Report
• User-Specified Input
Report Title 20150653
Tue December 8,2015 18:14:51 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.44319°N, 122.78435°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/ g.
II/III
fr„
e
r,
tii rl e .
yy
WF3 Gree
Ippr.
'� r - -, v '
USGS-Provided Output
Ss = 0.974 g SMS = 1.081 g Sps = 0.721 g
Si = 0.424 g SM1 = 0.668 g SD1 = 0.446 g
For information on how the SS and Si 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.
MCER Response Spectrum Design Response Spectrum
0.99
1.10 0.90
0.99 0.72
0.99 0.64
0.77 0.56
#11 0.66 Dl 0.49
M 0.55 N 0.40 I
0.44 0.32
0.33 0.24
0.22 0.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00
PPeriod.T(sec)
Period. T(sec)
For PGA,, Tl, CRS, and CR1 values, please view the detailed report.
http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?tem plate=m inimal8Jatitude=45.44319&longitude=-122.784358siteclass=3&riskcetegory=08,... 1/2
_l
VV L M K Project:Scholls HVAC job o:20160023 By:JRN Date: 1/2016 sheet w C -2
ENGINEERING F DESIGN
RTU HVAC Support Design
Check Existing 4x14 Purlins
w 4'PT
LOADS
wDL= 10.5 psf (roof w/o Glulam)
t3'-0" RR WSL=25 psf (snow w/ponding)
20'-0" TRIB= 8.0 ft
Assume curb wt is 150 lbs
PT=487 lbs/2 locations/2 Purlins = 125 lbs
BENDING
MD=wI2/8 + PTab/l =21.42k-ft
MD= (Fb= 1450psi)*(CD= 1.15)*(S,= 102.4 in3)*2.54*0.85= 30.72 k-ft> Mu
RESULTS Historic Value for 1980
4x14 DF#2 OK
Check Exist 2x4 Sub-Purlins
IPT
w i LOADS
rzziliiiil
wDL= 8.7 psf (roof w/o glulam &purlins)
tRL0RR wsL=25 psf (snow w/ponding)
81.0' TRIB =2.0ft
PT=487 lbs/2bm=243.5 lbs
BENDING
Mu=wI2/8 + PTab/l = 1391 lb-ft
MD= (Fb= 1450psi)*(CD= 1.15)*(CR= 1.15)*(CF= 1.5)*(S,= 3.063 in3)*2.54*0.85= 1585 lb-ft> Mu
RESULTS
Provide additional 2x4 @ edge of unit
3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com
l
• VV L M K Project: Scholls HVAC lob u: 20160023 By: JRN Date: 1/2016 Sheet#: C-3
ENGINEERING+DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads on Rooftop Structures and Equipment
Based on the 2012 International Building Code and ASCE 7-10, 29.5.1
4443� TYPICAL SCREEN WALL
lil 0° ��
Fl., °�1A,
i 111 ���
H TYPICAL MECHANICAL UNIT
%�
OIL
444)
h
DESIGN INPUT
B = 80 ft Horizontal Dimension of Building Measured Normal to the Wind Direction
h = 15 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10)
Height = 3.88 ft Height of Rooftop Structure or Equipment
" Width = 4.00 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind
Depth = 2.66 ft Depth of Rooftop Structure or Equipment, Parallel to Wind
H = 18.9 ft Height to Top of Structure or Equipment
Vult = 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C]
B Exposure Category [Section 26.7.3]
zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1]
a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1]
KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1]
KZt = 1.00 Topographic Factor [Figure 26.8-1]
Kd = 0.85 Wind Directionality Factor [Table 26.6-1]
ANALYSIS
qZ = 0.00256KZKrtKdV„,f2 [Equation 29.3-1]
qZ = 22.0 psf Velocity Pressure at Ultimate Level
GC, = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1]
GC, = 1.5 Vertical-Uplift: Force Increase &Gust Factor [Section 29.5.1]
Af = 15.52 sf Area of Structure Normal to the Wind Direction (Horizontal face)
A, = 10.64 sf Area of Structure Perpendicular to the Wind Direction (Vertical face)
B*h = 1200 sf Building Area Normal to the Wind Direction
Fh = 9 h(GC,)A f [Equation 29.5-2]
4 Fh = 647 lbs Horizontal Design Wind Force (Ult., 1.0W)
Ph = 41.7 psf Horizontal Design Wind Pressure (Ult., 1.0W)
Fv = 9h(GCr)A, [Equatl04 -3)
F„ = 350 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) ° „.
pv = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W)
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox: 503.248.9263 www.vlmk.com
I
VVLMK Project: Scholls HVAC lob#: 20160023 By: JRN Dore 1/2016 Sheer u: C-4
ENGINEERING t DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. .
Mechanical Unit Anchorage Design
Based on the 2012 International Building Code and ASCE 7-10
DESIGN INPUT
Seismic Parameters: I x I
Sps = 0.721 g Design Spectral Response Acceleration
SI = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] s 1 9^G 4
A = 2.5 [ASCE7 13.5-1 or 13.6-1] _
P .tCR Y
Rp = 6.0 [ASCE7 13.5-1 or 13.6-1] Ycf
Ip = 1.00 [ASCE7 13.1.3] • 1 2 •
z = 15 ft Attachment height from base of structure u
h = 15 ft Average roof height of structure from base ' Xcg
PLAN VEW
Wind Parameters:
PHORIZ. = 41.7 psf Design Wind Pressure (psf), 1.0W
PUPLsFT = 32.9 psf Design Wind Pressure (psf), 1.0W
WG
Mechanical Unit Parameters:
Wu = 487 lbs Total Weight ugI
X = 48.0 in Base Dimension (max) ' '
Y = 32.0 in Base Dimension (min) SIDE VIEW
Z = 46.0 in Height of Unit
Zcnt = 14.0 in Height of Curb, where occurs Load Combinations:
Xca = 24.0 in Center of Gravity Seismic: Wind:
Ya, = 16.0 in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W
Zia = 23.0 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W
ANALYSIS
Base Shear: (Load applied to all (4)anchors/corners together)
Seismic: 0.4a S W
Fp = ° ' P (1+21= 176 lbs <_1.6SDSI pW, = 562 lbs OK
/
Rp I", >_0.3SJsIWp = 105 lbs OK
Base Shear, QV„E = 176 lbs Seismic, QE
Wind: Vuw = 834 lbs Wind, 1.0W VU,BASE = 834 lbs Wind
= 500 (ASD)
Anchor Shear: (Load applied to each anchor/corner)
Seismic: Design Eccentricity = 5%
Anchor: dx dx^2 dy dy^2 ex = 1.2 in ey = 0.8 in
1 24 576 16 256 Mx-x = 211 in-lbs M,,,_y = 140 in-lbs
2 24 576 16 256 Y Direction X Direction
3 24 576 16 256 V1,3 = 46 lbs V1,2 = 46 lbs
4 24 576 16 256 V2,4 = 46 lbs V3,4 = 46 lbs
2304 1024
Wind: V1,2,3,4 = 209 lbs Max Vu,ANCHOR = 209 lbs Wind
= 125 (ASD)
Overturning/Uplift: (Load applied to each anchor/corner)
Seismic: Mot = 6496 lb-in Seismic, QE Net Tension: Tx* = 239 lbs
Mres,x = 8833.8 lb-in Seismic, QE T,,* = 369 lbs
Mres.y = 5889.2 lb-in Seismic, QE
Wind: Mot = 25020 lb-in Wind, 1.0W Max T,,,ANCHOR* = 369 lbs =blind _
Mres,x = 10519 lb-in Wind, 1.0W = 214 (ASD)
Mres,y = 7012.8 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift
3933 SW Kelly Avenue Portland,OR 97239 lel: 503.222.4453 fox: 503.248.9263 www.vlmk.com
Unit Report For RTU-2A, 3A
• Project: -Untitled1 11/11/2015
Prepared By:Airefco, Inc. 02:44PM
R - 1
Unit Parameters Dimensions(ft. in.)&Weight(lb.)***
Unit Model. 48VL-B240403 Unit Length. 4'0.1875"
Unit Size• 24(2.0 Tons) Unit Width. 2'8.625" Z
Volts-Phase-Hertz. 208-1-60 Unit Height 3'3.9375" 0
Heating Type• Gas *** Weights and Dimensions are approximate.Weight does not include roof
curbs,unit packaging,field installed accessories or factory
Duct Cfg VerticalNertical installed options. Approximate dimensions are provided primarily for
40,000 Btuh shipping purposes.For exact dimensions and weights,refer to appropriate
Standard Unit product data catalog.
Total Operating Weight 337 lb I
W
La-
Warranty Information
Ce
LEI
1 year warranty on parts
5 year warranty on compressor
5 year warranty on heat exchanger
No optional warranties were selected.
NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods.
Ordering Information
Part Number Description Quantity
48VL-B240403 Rooftop Unit 2
Base Unit
Accessories
CPHSTART002A00 Compressor Hard Start Kit 2
CPCRKHTR008A00 240V Crankcase Heater 2
CPMANDPR007A00 Manual Outside Air Damper 2
Packaged Rooftop Builder 1.39u Page 2 of 6
Certified Drawing for RTU-2A, 3A
Project: -Untitled! 11/11/2015
Prepared By:Airefco, Inc. 02:44PM
R - 2
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I,IIIT FLCCTDICAL UNIT IT. UNI!IEIG"T IN,r CENTER OF 6DAOITT 14/444J
CIA"ACIEAISTICS L8 N6 v" I T 7 Z
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18111-,"1"302016,630113,510 )06/210-1. 204/230.3-60 342 155.4 44.1,6 1121 22-16116 571.1 15-5116 686.4 15.13/14 101.E
IIVL(-,NI1301060,640111ro10 208,230-1, 2061230-3-40 314 170.1 46.116 1172 22-13/16 511.1 15-504 366.4 14-5/8 422.3
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UNITS vOLi6F,E come1EIGIIT L3116
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IS4LS-,111241040/060130 204/230 48.5 22.5 66.0 21.4 46.1 81.1 115.4 52.4 W
18x1-,111301046,0401131516 286/236 51.3 23.5 81.4'31.0 102.5 46.5 114.6 54.5 w/
161L(-,1113810{01010!731311 2081230 56.4 25.4 75.7 31 1 112 7 51.2 111.3 51.1 Li
41241.1-/41634i066/040/64 460 36.4 25.6 75.2 31.1 127.7 55.3 136.5 62.0 UJ
MI r5 it rill- MOM(1318101125 TO COIOLI LE 1070. Um
NOTE. ALL TABLE DATA RELEVANT FON ALL FACTOR,INSTALLED
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Packaged Rooftop Builder 1.39u Page 3 of 6
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