Specifications (2) FOR OFFICE USE ONLY—SITE ADDRESS:
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City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
Transmittal Letter
TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: 7 U3"1 DATE RECEIVED:,
DEPT: BUILDING DIVISION RECEIVED
Y ED
G �. MAR 2 2020
FROM: $�iN( W 62( / 3U CITY OF
DING TIG$�DN
COMPANY: EA5vost p
PHONE: U;- /0(' &29i3O By:
RE: lib() f 62 LC f' !//c.,jedeA ()`G�.Y>Y>o
(Site Address) (Permit Number)
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: Copies: Description:
Additional set(s) of plans. Revisions:
Cross section(s) and details. Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. Engineer's calculations.
Other(explain):
REMARKS: 7M j� �s % [ :��-G��►�i�&EMI
htci lCtkc ( U i(l
FOR OFFICE USE ONLY
Routed to Permit Technician: Date: 3_ _a eJ Initials: "44✓
Fees Due: ❑ Yes V Fee Description: Amount Due:
Special
Instructions: •
Reprint Permit(per PE): ❑ Yes lvo ❑ Done
Applicant Notified: `Date: 3 4? ) Initials
I:\Building\Forms\TransmittalLetter-Revisions_061316.doc
RECEIVED
MAR 2 2020
CITY OF TIGARD
BUILDING DIVISION
7650 S.W.Beveland St.
1\A
TM RIPPEY Tigard,Oregon 47223
CONSULTING ENGINEERS Phone: (503)443-3900
Fax: (503)443-3700
STRUCTURAL CALCULATIONS
PROJECT: 7080 SW FIR LOOP gityt •,,.0 UW H�
LOCATION: 7080 SW FIR LOOP REVISION
TIGARD,OR 97223
pM / 3-3—ao
CLIENT: HUNTER-DAVISSON,INC.
DATE: JANUARY 17,2020 OFFICE CO
PROJECT NUMBER: 20003.01 t�
DESCRIPTION: SUPPORT OF(4)HANGING MECHANICAL UNITS FROM EXISTING
WOOD FRAMED SECOND FLOOR AND(8)ROOFTOP UNITS
TABLE OF CONTENTS:
ITEM SHEET NUMBER
GENERAL NOTES N1-N2
DETAIL
CALCULATIONS
REV 4: 2/27/2020
��� GINA , am
' 18720 -
O
9l''eA`1 20,10�`�Gr
TUAt '1'
LPIRES:(430 t
GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS;
CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY
CODE,REFERENCED HEREAFTER AS IBC.
DESIGN CRITERIA.
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. THE FOLLOWING LOADS WERE USED
FOR DESIGN:
ROOF HP UNIT WEIGHT: 197 LBS
SITE CLASS:D
SDS=0.721
SEISMIC DESIGN CATEGORY:D
EXISTING CONDITIONS:
THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR
SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE
START OF THE WORK.
TEMPORARY CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND
WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR.STABILITY
UNDER THE FINAL CONFIGURATION ONLY.
CARPENTRY:
SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION,LATEST EDITION. SAWN LUMBER SHALL
CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES.
UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF FABRICATION AND DRIED TO A MAXIMUM OF 15%
BEFORE INSTALLATION OF GYP.BOARD AND OF BRICK VENEER AND VERIFIED BY THE GENERAL CONTRACTOR. ALL
WOOD IN PERMANENT CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED
BARRIER IS PROVIDED.GRADES SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS:
FRAMING ELEMENT SPECIES&GRADE
POSTS AND BEAMS 4x OR SMALLER D.F.#2 OR BETTER
INTERIOR FLOOR JOISTS D.F.#1 OR BETTER
BLOCKING D.F.STANDARD OR BETTER
P.T.EXTERIOR JOISTS H.F.#2 OR BETTER
•
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY
•
(OR ENGINEER APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED PER
MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. HANGERS NOT SHOWN SHALL
BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BE COMMON NAILS. NO BOX NAILS
ALLOWED. FASTENERS AND ACCESSORIES IN CONTACT WITH PRESERVATIVE TREATED WOOD MUST BE HOT DIPPED
GALVANIZED OR HAVE ZMAX COATING. ALL FASTENERS IN CONTACT WITH FIRE RETARDANT LUMBER MUST BE HOT-
DIPPED GALVANIZED. DO NOT INSTALL 0.148"x 1 1/2"NAILS IN HANGERS UNLESS SPECIFICALLY NOTED ON THE PLANS&
DETAILS. NAII.CALLOUTS SI IALL BE INTERPRETED AS FOLLOWS:
NAIL CALLOUT DIAMETER LENGTH
8d COMMON 0.131" 2 1/2"
1
-r [m TM RIPPEY
Consulting Engineers By: III Date:
7650 SW Beveland Street HD-7080 FIR LOOP MECHANICAL Chk By: Date:
Suite 100
Tigard,Oregon 97223 Job#: 20003.01
Phone:(503)443-3900 Sheet: NI Of:
10d COMMON 0.148" 3"
16d COMMON 0.162" 3 1/2"
SHEARWALL NAILS 0.148" 2 1/2"
ROOF SHEATHING NAILS 0.131" 2 1/2"(RING SHANK AT DECK ROOF)
SHEATHING PANELS SHALL CONFORM TO THE REQUIREMENTS OF VOLUNTARY PRODUCT STANDARD PS 1 OR PS 2,OR APA
PRP-108 PERFORMANCE STANDARDS. UNLESS NOTED,PANELS SHALL BE APA RATED SHEATHING,EXPOSURE 1,OF THE
THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS. INSTALLATION SHALL BE IN CONFORMANCE WITH APA
RECOMMENDATIONS. ALLOW 1/8"SPACING AT PANEL ENDS AND EDGES,UNLESS OTHERWISE RECOMMENDED BY THE
PANEL MANUFACTURER.
MECHANICAL:
THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING,
FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE NOT SHOWN ON THESE DRAWINGS. ANY
CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL
ASSOCIATION(SMACNA),OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS,SHALL BE
DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGISTERED IN THE STATE OF OREGON.
� A TM RIPPEY
Consulting Engineers By: ILL Date:
7650 SW Bcvcland Street HD-7080 FIR LOOP MECHANICAL Chic By: Date:
Suite 100
Tigard,Oregon 97223 Job A: 20003.01
Phone:(503)443-3900 Sheet: N2 Of:
,
SW.Varns St SW Varns St
7
e.
Q
C
f--.
z
OUiI15I0(l
V}
an
I
v AREA OF WORK
i 1 _ FOR ROOFTOP AND
- go Ad€. HANGING
c , I MECHANICAL
- e -
N a. UNITS.
U)
, H
` • Tech Head ; '4 vo"
0
ad
ADDRESS:
7080 SW FIR LOOP
TIGARD, OR 97223
A . SITE PLAN
SCALE: N.T.S.
N
11Y1i TMRIPPEY BY JH DATE------_
CONSULTING ENGINEERS HD - 7080 FIR LOOP MECHANICAL CHK BY DATE
7650 S.W. Beveland St,Suite 100 JOB No 20003.01 e_
Tigard,Oregon 97223
Phone(503) 443-3900 REV 4: 2/27/2020 SHEET SK1_ oF__._.
(E) PLATFORM UNDER
UNIT TO REMAIN
CONNECT TO COSTING
SUPPLY AND RETURN
DUCIWORKM ATTIC 2) TYP.
(E)2x12 @ Icy
1'-4"0/C p _ �. Q.�
' U `ilir_
ts
•
_---- Ulil¢e existing platlorms
. .. .,_ g�•Q mo _ tomowrtnewrst(lyps4)
SIEBMASoN
__.._ IIfYIM CO IICTIYC
t HP-3) <HP-4)
.1a— HP-7 HP-8
■
•
cotiNLY TA-oND 1C Ma 2'
SUPP BEIU21
DUCTWORK IN Ant(1YP )
A
AN7,2°
/
NOTES:
-CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS. "RoTl N �
-ALL WATERPROOFING IS BY OTHERS. 99< !p 20
-SEE MECHANICAL PLANS FOR ALL OTHER INFORMATION.
14#'1 ruRNop'
EXP: 6/30/20
N PARTIAL ROOF FRAMING PLAN (RTUS)
(PLAN TAKEN FROM MECHANICAL DRAWINGS AND IS FOR REFERENCE ONLY) N.T.S.
�( A TM RJPPEY BY JH DATE
.L CONSULTING ENGINEERS HD-7080 FIR LOOP MECHANICAL CHKBY DATE
7650 S.W.Beveland St,Suite 100
___-- ___-- JOB NO__20003.01 __
Tigard,Oregon 97223
Phone(503)443-3900 __ RFV 4: 2/27/2020 SHEET SK2 OF___
•
1" 1 In
1
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A •
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El`1=1.M.5
CHK BC DATE
765CSW Bevaland St,Suite LSO jOa NO
Tgard, OTegan 37223
R EV 4: 2/27/2020
Phone (523) 3900 SHEET OF
O0
•
`vO
AS UNITS ARE NO LONGER BEING HUNG FROM
THE CEILING STRUCTURE, THEY MEET
EXCEPTION 6a. OF ASCE 7-16 SECTION 13.1.4,
AND, THEREFORE, ARE EXEMPT FROM
CHAPTER 13 REQUIREMENTS. CONTRACTOR
TO PROVIDE POSITIVE ATTACHMENT OF UNITS
TO THE STRUCTURE
FY p>'[
CHK BY ❑PSE
765C S.W Bev land St,Suite ICO loB
Ygaed,07egan 97223REV 4: 2/27/2020
P73ari2 (K3) V.,33900 SHEET OF
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.L JL� CONSE.. NG ENGINEERS
ChB BY DATE _
7650 5.W. 6eveland St.Suite 100 10BNo ZOCZ 3.01
Tigard,Oregon 07223
Phone f503) 443-3900 sr,EEr •-1 OF
IPdoF — f re-rf1i. ny N'f\6.1\5
;ooS�S ' .,« ..ay.-'L
r
1
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SL- 3 p5F Ln�..a;. ,5 dr;t k 1
(2T�= ‘20 t+�1 a6ref -+ s Asa (r�r Ate.A Csr., .
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y' A4 RIPPEY BY V. DA7E
JIL�S�1.u. C NSCI-TING ENGENE6F:S
CI IKBY DAP:
7650 S.W.Beveiand St,Suite 100 OE NO 2°CC)3.0)
Tigard,Oregon 472
Phone(503)443-3400 SI:UT <-2 0,
Wood EQsm .
Lic,# li(bie-050:025E2 Licensee:nil RIPPEY CONS'UILT/NG EINGINEERS
Description: JGlet(exlsting)
CODE REFERENCES
Calculat ons per l4DS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set: IBC 2018
h"Gats7ial Fropar:ia5 _
Analysis Method: Allowable Stress Design Fb+ 1,500.0psi E:Modlrluso1Eiasticry
Load Combination IBC2318 Fb- 1,5C0.3psi Ebend-xx 1,700.0tsl
Fc-Pe! 1 500.3 psi Enirbend-xx 620.0ksi
Wood Spades :Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.1 Fv 1 80.0 osi
Ft 675.0 osi Density 31.2100
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.04123)
• �� a as D(0.0133)S(O.C4635j
--;el'i
ATfT 2x12
Scan=10.20tt ,{i
1
•
• Applied 1L.ostds Service loads entered.Load Factors will be applied for calculations.
Uniform Load: C=0.010, S=0.0350 ksf. Tributary Width.=1.330 ft
Uniform Load: 0=0.0310 ksf,Extent=3.0—>>7.0 fi, Tributary Width=1.330 ft
DESIGN SUMMARY pessielLOK
Maximum Bending Stress Ratio = 3.7II0 1 Maximum Snear Stress Ratio = 0.276 . 1 1
• Section used for this span 2x12 Section used for this spar. 2x12
lb:Actual = 1,208.16psi fv:Actual = 57.0.%psi
• FB.:Plowable 1,725.00 psi Fv:Allowable = 207 00 psi
Load Combination +D+S+H Load Combination +D'S
Location of maximum or spar = 8.899ft Location of maximum or spar = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.473 in Ralik;= 486>=360
•
• Max Upward Transient Deflection 0.00O in Ratio= 0<360
Max Downward Total Defeetior 0.706 in Ratio= 326>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
•
•
VarticatJ Reaction* Su rt notation:Far left is#1 Vaites in KIPS
_oad Combination Support 1 Support 2
Overall MAXimutr 0.867 0.618
Overall MINim;m 0.447 0.447
a0+}1 0.250 0.171
.O 4.H 0.250 0.171
+3+j-r+H 0.250 0.171
.O+S+F`. C.697 0.518
+0.0.750t.075014il. 0.250 0.171
43-0.75cU+0.750S-it 0.585 0.506
40+0.60W+H C.250 0.171
.0.0.70E+H 0.250 0.171
-43+0.750Lr+0.7501.0.459Wr41 0.250 0.171
+0+C.75C1.+0.750S+C.450W6 0.585 0 506
C3
'14hooti Beam,
tic.#:KV51.-06002SS2 Lieexmee:IWl F PREY GOMSILLTIT G ENGINEERS
Descrption: 'cist(exisiinot
Varthcazi Reactf&Aris Suppatnoiatbn Far iet Is#1 Values in KIPS
Load Combination Support 1 Support 2
0-r0.750L+0.750S+0.5250E+H 0.585 0.505
-0.600+0.60W+0.60H 0.150 0.102
-0.60D+0.70E+0.60H 0.150 0.102
C Only 0.250 0.171
Lr Only
Only
5 Only 0,447 0A47
W Only
E Oniy
H Only
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TM RIPPEY _ BY K DATE
CONSULTING ENGINEERS
[HE By DATE
7650 S.W. Seveiand St, Suite 100 ;De wD 2.004J3. O f .
Tigard,Oregon 97223 useE Cf or
Phcne(503)443-3900
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7650'. ,,Btevo:and Su",:e 100 103 NO )••-o003.0
Tigard, Oregon 97223
!'hone j503;443-391iC —. _ _ _
4EEr Cr
CS-k.) L.c...�ele,i. .
w;11..k,
W`_ 2 y 4 IIT1 ,J5.Z i UNISTPUT%WO SLEEPER AT
-1 �- [.) EACH END OF EACH UNIT
v\ MODULE.(4)TOTAI.OPEN
FACE DOWN
W. a.k ^,_ I tom(t- 6/� rboc• P_ATFOPIA FNARN°PERIRSK2
4 1� 41r lY ! AT CORNERS OF WI ATFORM
W
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C�J1 S1An��0n �•��, e SY 1+G AT TACK
ATWTEMOR
CORNER AND SIMPSON . T DASE
STRAP AT EAT PRIOR CORNER
UM
R.
, UNISINUT ARO)P.ATTACH TO URN
TMIT
(„ A: 1-I'j.0 (r,S CyJ = (4+`4C)l(y5 j 41"7 tm t 3✓ MODULE LED ANDLTTBOLT,
CURD FL/TWANG BY OTHERS
1.. UNISTRUTP1326 ANGLE(EEP
!~r l( G 1f(A.A.lr•A".�� T)ec .___ ATTACH 18RW1
!! AG PE
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ii - ".'...ii,*I:1 "•5.. - MTN dF"O BOLT AND SPITING
<' �/ 1 f:� ?. • I 1. CHANiFLNDT TOROUEU TO
.]`I"-•ve/NAt I11 .' C,,,,,.. ' ' FT-LOMINUF.
RECOMMENDATIONS)
r A,//-N.! M .n'O OP)AO SCREW,PRE-DRILL
F PLATFORM,ATTACH Ny
AT SHORT FIBS O As�U.ATTACH AT LEAST 3'
RIM TO SHTOWI MN.(2)BI.MPSOH NBS - iA FROM END OF T RIM MEMBER.
CLIPS WI MO IN SCREWS TO TTLY`Ao AND SEALPERETRATNXl N1.OTHER61.
� q � f Ed x1$ RI POLSTOM. CLAD CAP TO COVER PENETRATION
e i `.1:• ), � Is (:,.• ') I1V ^ L I ILLA CS � WASHERS AS REO'C(2 MAK)
(F)ROOF DELA —RIM MEMBER PER PLAN
(-pr Lo. sc_ce1..)
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t�F1 1Q)US ���, (,1'1 f\`O/O (ET JOIST l INam.,
CC CAP 1
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4) CIUITIER( lTJ'AT EVERY ' - ALWNAKE OHO.EOOFNORY OTIILRO
S
OIHEH(EI JO.ST.(SLOT - ALL RRd4TRUTAND FASTENERS TO I
HOG=C€OO BE HOT CAPPED GALVANIZED a
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— Ye co su(T-"b.'c•ENGiNEZRS
CHK BY DATE
7650 S.W. Beveland St. Suite i00 108 NO 2(:)(-,U'3.o 1
-I ga 5, Oregor. 97223 r
Phone(303; 443-39001 - SHEET C_.I OF
Wind and Seismic Loads on Mfeonanical Unit
Worksheet Calculates The wind and seismic forces for a rooftop mounted mechanical unit based
on t'heASCE 7-10.Hold down forces are calculated based on 0.6D+(0.6W or 0.7E) load cases.
Wind and Seismic Loads on Mechanical Unit
Windspeed:= 97mph
3xposure
Vasd ""°" (is wine speedASD?)
Seismic Parameters
SDS:= .721
ap:= 2.5
Rp:= 6.0
BiJding Dimensions
Category "II"
Roof Elevation:= 22ft Build ng_Width:= 70ft Building_Depth:= 80ft
Mechanical Unit Dimensions
Displacement:_ "Fan Unit" 4 T Unit
Weight:= 6301b
UnitHeight:= 42in
Width:= 47in
Length:= 75in
Curb:_ :4in
Curb Width:= 47in (Dimension for Calculating Overturnng :SpI
,§JIVIMARYIALLVALUESe E O) Method_Used ="ASCE 7-10-Section 29.5.1'D=630 lb WWindUpliftASD=31516
Displacement= "Fan Unit" 1 (From ACSE 29.5-3)
EASD= 159 lb
°seismic=2.917ft ! a
WWindASD=476lb
(FromACSE 29.5-2)
jk-
h •,•. 2.333ft X=3.917ft
'Wind-
TWindTotalASD=25213
Nak TscismicASD=-71 lb
' live sign ccnverk<Ii shown.Necatve values Indicate oppcsikd.
2.X equals be ek1Ci be een attachment pants for cvethiinG
0011'211
1,f1And and Seismic Loads on Mechanical Unit
Worksheet Cai:..uiates'the wind and seismic forces for a rooftoc mechanical unit based
on the ASCE 7-16.hold down forces are calculated based on C.ED+(0.SW or 0.7E) bad cases.
Wnd and Seismic Loads on Merhanicai Un;i
Windspeed:= 97mph
Exposure:= "R"
Jed = "no" (is win d speedASD')
Seismic Pc'a-neters
SDs:= .72t
ap;_: 2.5
3. = 'a.0
:= I.0
Euiidins Dimensions
Ca:egcrj:- "IP:
Roof Elevation = 22.3 Euilding_Width:= 70 Euiieing_Depth:= 80f1
Mechanics Unit:Dimensions
Displacement 'fan Unit" -1 T Unit
Weight;= I971b
Unit.-Height :— 29n
:= 3in
Length:= 31in
Curb:= Bin
Curb_Wid`L 47in (Dirnensicn for Oak: lating Overturning Uplift)
S.,1-e1V"Ek'�Y ALL VALUES ARE AS 1 Method 41se _ °ASCE 7-10-Section 2a..`,.
r = 97'b _ - /WindUplifASJ= S5;b
Displacement= Fan Unit" I (FrcmACS,E-29.5-3)
4
i
FASD 53 lb
nseisrnic— 1.375:R429 — W74inda5D 129 lb
(FrcimACSE29.5.2)
n wind= 1.542fc
X=3.9'7-if:
1 WindTo:a;ASD =3415
Tseism.cAS1}= 35 lb
1.=osipve sign cot-war/on shown.Neg&re vtik es indicate opposite d'.rection
2.X ec+191s the ri.itt r behove'attie`rnent pain's For cvsrhrning