Specifications Y6 G(P;-Ott/ -I�(�''�RECEIVED
doll 5 Sf/v JAN 2 6 201.6
CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
FOR
New RTU
Nimbus Center
Tigard, Oregon
JNB Mechanical Inc.
3315 NE 112th Ave, Suite A40
Vancouver, Washington. 98682
CTV9
Associated
Consultants
YA
Inc. structural Engineers C egg. 6-30—
loo East 13th Street• Suite io •Vancouver,Washington 9866o
Portland: (503)384-046o•Vancouver: (36o)699-o6o7
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Associated Nimbus Center RTUs Jo°"°'15-356
CConsultants, '"a"°"Tigard, Oregon Di1e 12/18/2015
Inc.
s • 9s66o mot` JN8 Mechanical �"`"�
iao 649 131b131bsascc• ��o.vaoouer,w
Pmdsa:(503)3840160•V=cmwr:(360)6990607
UNIT PLAN
VIEW
ROOF UNIT
16 GAGE X 4" X\.rwnuww
4-#12xREQUIRED SCREWS,
2-EACH SIDE OF UNIT
NEW STEEL CURB
6-#12X4" SCREWS
EACH SIDE OF UNIT
NEW 2x4 BLKG ATTACH TO DOUBLE 2X f�
JOISTS WITH SIMPSON A34
A ROOF TOP UNIT SUPPORT DETAIL
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Associated Proms Nimbus Center RTUs Job"0.15-356
Consultants, WC&U°°Tigard, Oregon Dete 12/18/2015
Inc.
100 Hast 13th SWM•Sate 10•Vancouver,WashfiWm 98660 p1e°` JNB Mechanical snaee xa O
Portland:(SO3)384-0460 •Vammvcr.(360)6994607
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Lennox Industries Inc. - Product Submittal
ystem ID:4-TON G/E
Package Model:KGB048S4B Description:PKGGE/4 TON/108KB/230-3
DIMENSIONS.-UNIT-INCHES:(ROM) K4136
Model CORNER WEIGHTS CENTER OF GRAVITY
No. AA BB CC DD EE FF
Bsse Max. Base I Max. Be" Msx. Base Max. Base Max. Bsse Max.
Ids kg be. kg bs. k Ibs. kg tbs. R9 be. kg I ltmL kg in. mm in. mm M. mm In. mm
Oto 10447 124 56 120 55 127 S7 162 74:171 78 140 64 208 95 30412:1103 -45 1143 . 20' SOV :20 .SIX
030 108 49 126 57 126 57 129 58 170 77 174 79 146 86 212 96 39-12 1003 45 1143 20 508 20 508
03i 105-48 131 59 122 55 133 60 185 75'-'080 82 442 65 210-100WW 1003 45, 111 ZO 5W 20` 508
111.1. 046 105 48 133 60 122 55 135 61 165 75 183 83 142 65 223101 39-12 1003 45 1144 20 506 1 20 SW
0410 127 57' 155 71 147 67169 77 198 90 228104 171 78 23510 39=112 1003 4241410731 20 508 1 20. SW
Base tld-The int wih N0 WIE1%W0Pn0WS.
MaL(Md-The tail wito ALL KIERNAL OF110 S kah"(E==yft r.Slawdad Srab Power M&"Fm.Coiwob.eial Das not hdede a wwwin @Awnal b
tadl oriMl�stale Powretdfast
Sao it16 fq u
M (M) 86
R0t1R 3(127)
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29 aOt1+' COMM
sD C V•\3 „( )(T 7) $Am#AM Y 23.31.065.)
750 �m7cc
2&112 aD7TW EE�
11 (6'1S! CONDENSATE
ouns_T emtC6l PowEte l3,rnr
3X8(76%203)
TOP VtEY1l(Base)
sa a3 v8(2i,$)
Lo
QECTRICAI I III
i i2Y7i g OUTW "W-TCAS
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CUT1Er S
V (EIII&t ODE) $1,n� C38/ (III +tui
BASE urrwo rates es-1q
END VIEW (2,�)BASE
(F«nov�s)
SIDE VIEW
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BACK VIEW 6ca�ow,m.r)
Project: 3000541419 Nimbus Center Last Changed:GIVENS,DAN
Quote: 4000641016 Nimbus Center Prepared On:2015-11-11
Page 5 of 14 Phone:360-433-9067 J�
v
Lennox Industries Inc. - Product Submittal
ystem ED:4-TON G/E
acka a Model:KGB048S4B Description:PKGGE/4 TON/108KB/230-3
MMD ROOF CURES-DOUBLE DUCT OPEMMG-STANDARD AND FUiL PEIRMSETM
jt
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' 3B 41-1a
A B (`s) (Sam)
t9-118 21-118
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32
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NO15-Rod deck anx be amklo'witin combos doub.
TYPICAL FLASHING DEIIAL FOR ROOF CURB DETAIL ROOF CURB
BASEBOMM PACKAGED 1.714
/ iJNR —1 (44) r-A-
4r-
1 03}
FBEfiCiVtSB
i6481JUT1ON COUNTER RASMG
(F—fished) /(Fwtf suppsupple*v
!•AiC1�ORY l�ISTA11£O
NAILERSTMP P MWCOD
�errraf�ad} NAILER MOP
ROOF WAS CANT STRIP 8
f£ids aaund anin (Add 9uiplbed) 14
PON Cal U18 45
1t1ATER G 24 10)
R1GiQ NStILA11dN
�.. tar4
(44)
A B
Model No.
in. mm in. mm
Standard-024.030.030.G48,000,072,1000 70-344 2025 76-114 1037
Full Perimeter-000 02-3:4 2356 80-114 2267
"o90 woo-ab can be used an Unow 79-39 rt Pon mm)soar .cwbs amm)Oe'Imesee)wM t 5-V4 is.
(t00 mm)osnrhan0 at condenser end of WL 8se 0,mmston dr*wV*an aege 34
Project 3000541419 Nimbus Center Last Changed:GIVENS,DAN
Quote: 4000641016 Nimbus Center Prepared On:2015-11-11
Page 7 of 14 Phone:360-433-9067
�ru
Title: Job ff
Dsgnr. Date: 9:56AM, 19 DEC 15
Description
scope:
Rer. 580004
U9w.KW4W383o.Ver 5.8.0,1-om.2aa3 General Timber Beam Page 1
(c)1983-2003 ENERCALC Er~ng Softwe ececw:cakuwdWs
Description Check E Pudin
General Information Code Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined
Section Name 4x16=1 3/4x16 Center Span 23.501111 .....Lu 0.00 ft
Beam Width 5.250 in Left Cantilever it .....Lu 0.00 1t
Beam Depth 15.250 in Right Cantilever ft .....Lu 0.00 ft
Member Type Manuf/So.Pine Douglas Fir-Larch(North),Select stru
Fb Base Allow 1,350.0 psi
Load Dur.Factor 1.150 Fv Allow 180.0 psi
Beam End Fixity Pin-Pin Fc Allow 625.0 psi
E 1,900.0 ksi
Full Length Uniform Loads
Center DL 100.00#Elft LL 200.00 #b/ft
Left Cantilever DL 4/R LL *it
Right Cantilever DL #t/it LL #tlft
Point Loads
Dead Load 375.0 lbs 200.0 lbs 200.0 lbs lbs lbs les lbs
Live Load lbs lbs lbs lbs lbs lbs les
...distance 11.750 ft 3.000 It 20.500 It 0.000 It 0.000 ft 0.000 ft 0.000 ft
Summary I Beam Design OK
Span=23.50ft,Beam Width=5.250in x Depth=15.25in,Ends are Pin-Pin
Max Stress Ratio 0.893 : 1
Maximum Moment 23.5 k-ft Maximum Shear` 1.5 5.3 k
Allowable 26.3 k-ft Allowable 16.6 k
Max.Positive Moment 23.51 k-ft at 11.750 It Shear: Left 3.91 k
Max.Negative Moment 0.00 k-ft at 0.000 It Right 3.91 k
Max Q Left Support 0.00 k-ft Camber. Left 0.000 in
Max Q Right Support 0.00 k-ft Center 0.474 in
Max.M allow 26.33Reactions... Right 0.000in
b 1,386.54 psi fv 66.43 psi Left DL 1.56 k Max 3.91 k
Fb 1,552.50 psi Fv 207.00 psi Right DL 1.56 k Max 3.91 k
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load
Deflection -0.316 in -0.781 in Deflection 0.000 in 0.000 in
...Location 11.750 It 11.750 It ...Length/Defl 0.0 0.0
...Length/Defl 892.6 360.87 Right Cantilever...
Camber(using 1.5•D.L.Deft)... Deflection 0.000 in 0.000 in
Center 0.474 in ...Length/Defl 0.0 0.0
Left 0.000 In
Right 0.000 in
7/ 10
Title: Job g
Dagnr. Dabs: 9:56AM, 19 DEC 15
Description
Scope:
Rer. 580004
.&0.1.Ow—M General Timber Beam
Page
(R-e)1w 3 ACvZsC
E&nd ec.sav:Cek�ations
Description Check E Purlin
Stress Caics
Bending Analysis
Ck 28.371 Le 0.000 ft Sxx 203.492 in3 Area 80.063 int
Cf 1.000 Rb 0.000 CI 0.000
Max Moment Sxx Rea'd Allowable b
Q Center 23.51 k-ft 181.74 in3 1,552.50 psi
Q Left Support 0.00 k-ft 0.00 ln3 1,552.50 psi
C Right Support 0.00 k-ft 0.00 In3 1,552.50 psi
Shear Analysis Q Left Support Q Right Support
Design Shear 5.32 k 5.32 k
Area Required 25.695 int 25.695 int
Fv:Allowable 207.00 psi 207.00 psi
Bearing @ Supports
Max.Left Reaction 3.91 k Bearing Length Req'd 1.192 in
Max.Right Reaction 3.91 k Bearing Length Req'd 1.192 In
Query Values
M,V,&D @ Specified Locations Moment Shear Deflection
Q Center Span Location= 0.00 ft 0.00 k-ft 3.91 k 0.0000 in
Q Right Cant.Locations 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
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Associated Proms Nimbus Center RTUs Job No. 15-356
Consultants, L9etion Tigard, Oregon ak 12/18/2015
Inc
100 Hast 13th Shed•Stine 10•Vancouver.Washington 98660 ` JNB Mechanical Shad No. O
Pf M.W:(301)1& nc
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project Associated Nimbus Center RTUs '°�No. 15-356
CQ=J Consultants, '°"ti°°Tigard, Oregon °�`12/18/2015
Inc.
100 East 131h Soca•Suite 10•Vancouver.WubhWft 98660 a;.o{ JNB Mechanical I D
Po IwW:(S03)334-04DQ Vu mmr,.(360)699.0607