BUP2022-00177 FOR OFFICE USE ONLY—SITE ADDRESS: ASS SW 4 {.
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
Transmittal Letter
T l G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: iQmA DATE RECEIVED:
DEPT: BUILDING DIVISION RECEIVED
FROM: (G lc`-S i tl ' JUN 2 6 2024
COMPANY: Ir. CITY OF MOA .,
BUILDING DIVISION
PHONE: 5d 3 — y9'd —5096 Z
EMAIL: u-r (3 Cola-5 CranSfv C<)0 • Cd
RE: C535 5 Cfr 54 - aupao ) - (De ) "77
(Site Address) (Perniit Number)
P- f'trlcwt Ca Ssk�vt5
(Pro _name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: Copies: Description:
`2 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. l Engineer's calculations.
Other(explain): n1
REMARKS: VtQul cs fq� 24,A (C 5 (0 5 ' A*.d d&.eJ
W Plo,vt Det.,z ( 5 0 Nke1Kti2 hf0C6inq �et- , LS
c -Uri{{ g00-4cr t,th '�S �l
FOR OFFICE USE ONLY
Route to Permit Technician: Date: 7- < - ay Initials:
Fees Due: Yes ❑ No Fee Description: Amount Due:
O . c Hf f' rev. $ y • O0
vnfso procAg6inJ 5Jr,S. a• 6",c) $
$ y ? . So
Special
Instructions:
Reprint Permit(per PE): 11 Yes NNNNo ❑ Done
Applicant Notified: Date: '/1 v/ 7a1 Initials: B-
I:\B uilding\Forms\Transmittal Letter-Revisions_073120.doc
Site Address: Z35 5J Cr+ vi g
Building Division
TIGARD Deferred Submittal Transmittal Letter
TO: l6m DATE RECEIVED:
DEPT: BUILDING DIVISION F ECE ,D
FROM: II s L0,i+4-`Di rkc Ft` — k wt— JUM 26 ?(i7
COMPANY: GFTY'UF TIGAHL
BUILDING,Divl in N
PHONE: 503 _ 4-/9G - 'C 2 I By M
RE: C2X $iJ CPvtt0,t • %Uc1/31\ : 61\11
(Site Address) (Permit/Case Number)
1(0' 60 s cift-isMdfi?.w Ikcl, CW$5,'us Item #
eCoXV" (Project name or subdivision name and lot number)
Valuation of Deferred Submittal: $ 0 i b(1d , a9
ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM:
Copies: Description:
lC Vow M 1 _._-... -w�-
Ves.f, c--h • /ol 0o0
Remarks:
NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in
responsible charge who shall review them and forward them to the building official with a notation indicating that
the deferred submittal documents have been reviewed and been found to be in general conformance to the design of
the building. The deferred submittal items shall not be installed until the design and submittal documents have been
approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2
FOR OFFICE USE ONLY it
Routed to Permit Technician: Date: 7 .g• v-'•
Fees Du--a Yes ❑ No Fee Description: Amount Due:
Deferred Submittal Fee: $
Additional fee based on valuation: $ p 4.'. '7 G
Other: I 1 • O. . $ b
Total Fees Due: $ 1 d $ • a 6
Special
Instructions:
Reprint Permit(per PE): ❑ Yes No ❑ Done
Applicant Notified: Date: 7//ll oly Initials: .77--,,
The fee for processing anctieviewing deferred plan submittal shall be an amount equal to 65%of the building based
on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in
addition to the project plan review fee based on the total project value.
l:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07
REVISION APPROVED
C i\f
OFFICE COPY ,
JUN 94 F 2024
CALCULATIONS FOR RIGID ANCHORAGE-WIND LOADING(ASCE 7-16) _ pyp
CALCULATE HORIZONTAL WIND FORCE(F IN L55.,DIMS.IN FT): IGARC
EXPOSURE CATEGORY: B BUILDING DIVISION
BUILDING HEIGHT(h,):45
FIND VELOCITY PRESSURE(q,,)=0.00256'Kz'KzT'KR'V2(1.55/FT2)
VELOCITY EXPOSURE FACTOR(Kz)(TABLE 29.3-1): 0.785
TOPOGRAPHIC FACTOR Kn=(1+KIKAz)2 (EQ.26.8-1) 2 u p 610 2 v1F - a p 17 7
K„Ki AND K,FROM(FIGURE 26.8-I):
IF GROUND 15 FLAT ENTER 0
THE VALUE OF ZERO FOR ALL Kz 0 7 • Q • W
e �) y
K3= 0 V
KZ,= 1
Kr,(DIRECTIONALITY FACTOR,TABLE 26.10-1)= 0.85
OCCUPANCY/RISK CATEGORY= II
'(FOR WIND SPEED MAP SELECTION-SEE FIG.26.54A TO 1C;
WIND VELOCITY(V IN MPH)= 97
VELOCITY PRESSURE(y„)= 16.1
HORIZONTAL AND VERTICAL WIND LOADS FROM SECTION 29.5.1
HORIZONTAL LOAD: C{{�� ET77pp
(GC,)= 1.9(REDUCEABLE,SEE SECTION 29.4.1) ca,�(�`+TJ PRo,(�O
A,= 5234 fLL(VERTICAL FACE OF EQUIPMENT NORMAL TO HORIZ.WIND PRESSURE) s
(29.4-2) Fn=yn(GC,)A,= 1598416s
/ tie
VERTICAL LOAD: '
(GC,)= 1.5(REDUCEABLE,SEE SECTION 29.4.1) , a 1.I7 GO1
A,= 77.48 ftW(HORIZONTAL FACE OF EQUIPMENT NORMAL TO VERT.WIND PRESSURE) ` oY1
(29.4-3) f,=B,(GC,)A,= 1867.91bs l^3t,7, l, '
s
03/06/2024
DESIGN LOADS FOR ANCHORAGE CALCULATIONS F v
Fh= 1598.4!be �r \
F,= 1867.9 Ibs
UNIT I111111 II
OUTLINEIT ,III
101
A j/ I'
SUBMITTAL REVIEW 111110'
'NO EXCEPTIONS TAKEN ❑ REVISEAND RESUBMIT
❑ MAKECORRECTIONS NOTED ❑ SUBMITSPECIFIED ITEM � /
OF T E 161SPPOS CIA FRG GENERGENERAL
C CONFORMANCE THE TIE DEMONINFORMATION
CONCEPT �//�
K ME PPDYOI ADO OENERRL COMPLIM4E WON MEINFORMRTOXMTIE j 1, �LLL
PCOTRACT DOCUMENTS.MIT ACTION SHOWN ABOVE W SUBJECT TO THE RE
OOMPIENLS OF DIE PLANS AND SPECIFICATNMS.CONTRACTOR I RESPONL j/
SIDLE FOR:WMENSIONS WMCR SHALL BE FABRICATED AND CORRELATED AT I
THE
JOB SJ1E:TARRICAl10X PROCFSACSAXO TECRW DUES OF CONSTROCTNW.
COOROM'TDN OFT ER PR:WRH THAT OF RLL OTHER TRADES:PXO lNE I'1 /- J \`
SATISFACTORY PENFORMWCEMTINR WORA "� I T
BY A C ( DATE 3 1R 2024 B
\ /�/B
JOB NAME: DARMOUTH CROSSING M.W.SAUSSE'&CO.,INC. y
OUST.: AIR REPS OREGON PREPARED SY: ?DO
MECH.ENG.: DATE: 3/6/2024
MARK: HRU-1,a 3(QTY.3) SHEET NO.: P23515-56997-C1
•
CALCULATIONS FOR VIC-E0(ROOF CURS WITH VIBRATION ISOLATORS);2021 IBC&ASCE 7-16.LRFD
CALCULATES MAMMUM DESIGN FORCES TO CURB WITH SIDES PARALLEL TO FORCE
RESISTING ALL SHEAR AND SIDES PERPENDICULAR TO FORCE RESISTING ALL UPLIFT ISOLATOR TIP
UNIT NN(2)PER SIDE
SEISMICAMND FORCES•CH.13,26,&29 OF ASCE 7 FUMT
133-2:F=l.6•SA;b•Wp (MAX) = 2704.43 10e i 1 / OUTLINE /
133 RO.-1:FFA0.4•;5„/(Rx/y)(1+2z/h,)Wp = 2591.6616E col CS
13.r3:Fp1..3•Sa,'IP•Wp (MIN) = 518.33 Ibs B
'
HORIZONTAL WIND FORCE FROM SHEET-CiA = 7598.39 ItrD 1, - -- - . -_--r-
VERTICALWINDFORCEFROMSHEET01.0 = 1867.93 Ins I 1i E.
D VERTICAL SEISMIC FORCE F,,=0.25,Wp = 345.55 It's II
SPECTRAL RESP.ACCELERATION:5E, = 0.6.95
IMPORTANCE FACTOR:I, = 1.00 - �L ) L--i
COMPONENT AMPLIFICATION FACTOR:8, = 250 Rep-
II OOF PLAN NEW
COMP.RESPONSE MODIFICATION FACTOR:R, = 200 B�^8 CURB
EQUIPMENT ELEVATION/ROOF ELEVATION:z/h, = WO (_NQ_ELL.VATION
(WITH RESPECT TO GRADE) 2511 111 TOP SECTION
WIND CONTROLS DESIGN OF STRAPS&ISOLATORS! Of CURB
laEQUIPMENT WEIGHT&GEOMETRY HC1
EQUIPMENT WEIGHT:Wp(BASED ON HEAVIESTUNIT+PE+ECON.COMBO.) = 2486.00 Ins RNU-EO-9N-1
OVERALL VIC-E0 WEIGHT:We 1067.18 Ras ISOLATOR JC
VIC-E0 TOP SECTION WEIGHT:Wct = 272.58 Ibs N
L:(LONG C.L.DIMENSION OF CUR8150.ON SHORT SIDES) = 51.00 in "
5:(SHORT C.L.DIMENSION OF CURB 0.0.ON LONG SIDES) = 24.44 in
E,: = 3.10 in 6EC➢ON ITS
HEIGHT TO CO.:Hc4(PER EQUIPMENT SUBMITTAL) = 22.72 In OF CURB
HEIGHT OF CURB TOP-Hct: = 600 In
HEIGHT OF CURB BOTTOM-Hob: 39.00 in E
MA%SPRING REACTION:R, = 50000 Ibs CURS SECTION
SHEAR STRAP DESIGN
DIRECT SHEAR FORCE PER SHORT SIDE:V,=F./2 = 799.19 lbe OVERTURNING MOMENT:M=F•H55 = 3631539 Ib-in
SHEAR DUE TO ECCENTRICITY:V,=F•EFJ(2L)(0 WHEN WIND CONTROLS) = 0.00 Ins NET UPLIFT TO LONG SIDE P,,,H=(F,-0.9Wp)/2 a W(26) = 55829 Ib.
TOTAL SHEAR V=VB+V, = 799.19 165 STRAP TENSION CAPACITY:T = 600.00 165
SHEAR STRAP DESIGN CAPACITY = 80000 Ws MIN.No.OF STRAPS LONG SIDE(MIN.2E Nx • 2.00
MIN.No.OF STRAPS SHORT SIDE(MINN.2):NBR = 2O0 SEE SHEET-C12 FOR CAPACITY CALCULATIONS.
RMLI-EQSH-1 ISOLATOR DESIGN
LOADS ARE ADJUSTED FOR ADDED WEIGHT FROM CURS TOP
ADJUSTED LATERAL FORCE F'(ADJ.FOR CURB TOP) = 1771.431be ADJUSTED 0.T.MOMENT MI=Fp(HCs+Hct) = 47332.65 In-in
DIRECT SHEAR FORCE PER SHORT SIDE:VA=FF/2 885.72 Ibo NET UPLIFT TO LONG SIDE PHA;=(Fw0.9(Wp+Wct))/2+M/(26) = 661.05 Ao
SHEAR DUE TO ECCENTRICITY:V.=F,E,✓(2L) = 0.00 1175 ISOLATOR TENSION CAPACITY:T,„=(1850-R,) • 1400.00 Ins
TOTAL SHEAR:I=V,+V, = 885.7E 1125 MIN.No.OF ISOLATORS LONG SIDE(MIN.2E NO • 3.00
ISOLATOR LONGITUDINAL SHEAR CAPACITY:V:,,, = 1895.00 TFs
MIN.No.OF ISOLATORS SHORT SIOE(MIN.I):NN = 1.00
ISOLATORS ATTACHED TO BOTTOM SECTION OF CURS WITH A307 MACHINE BOLTS,
OKAY PER INSPECTION
((.ad PROFS
.`4 V'1 DFS�N 511M1AARY
' ,V 3 ISOLATORS PER LONG SIDE,
I ISOLATORS PER SHORT SIDE,
.,I x 2 STRAPS PER LONG SIDE,
2 STRAPS PER SHORT SIDE
�`� ' GO;ti
Y N�3, 20,•, '
9N T'
0 r. 124
I JOB NAME: DARMOUTH CROSSING M.W.SAUSSE'&CO.,INC.
OUST.: AIR REPS OREGON SUBMITTAL REVIEW PREPARED BY: FOG
MECH.ENG.: ❑ NO EXC EPI1ONS TABUO REVISE AND RESUBMIT PATE: 06-Mar24
-- - ❑ MANEGORRECTIBNSNOMB--- -SSBMFICPEOIFIEB REM
MARK: HKU-I,23(QTY.3) CRECIONS IS ONLY FOR GENERAL EOIRFORMMNE wnH me DESIGN CORDER SHEET NO.: P23515-56997-O,18
EQUILIDRWM
E 4F._..,C.ENa.....07,1.50001 Wi.01 Tug 50r. IAA II,
MIRIAM S OF TEE C RSV scnsp SHOWN ABODE.IS SUBJECT TO ME RE
q➢GE FOOTS OF THE NS ISOS SPECRC/MOMS 0LDTRACIOR IS AEAE0FL
SINGE 1 FOR,DIMENSIONS WHICH SNAIL BE FABRICATED ANo CORRELATED AT
THE l09&IIOEABRIBATION PROCESSES AT IETILL HOSOF 5000 B5non,
COORFAMn0N OF THEIR wORx 0010HR0 of ALL On.A TRADES:AND THE
ENGINEE GArISPAG+atr rtRwRGT.wcE OFrxnR woxA.
BY AF ~-v l DATE :i 1 R 2024
SUBMITTAL REVIEW
4MOUWIIONSUNIN 0 LLWOMONfPRMN
❑wuamMYUOIISN0!EO ❑$OOMrtsfMANO nM.
SHEAR STRAP-SEISMIC TIE DOWN FOR UNIT ATTACHMENT TO ROOF CURB
SHEAR STRAP PROPERTIES
THERE ARE(2)LOAD CASES FOR THE DESIGN OF THE STRAP, Ls „_ a,.._s,....m .^+��^
(1)IN SHEAR,AND(1)IN TENSION. BY 9YI<.t.4N..l( DATE 4 1 A 2 i C.
DESIGN CAPACITIES OF THE STRAPS o 0 0 0 0 0 - I
LENGTH OF THE STRAP:Ls = 6.00I
SHEAR PER STRAP:V = 800.00 '
UPLIFT PER STRAP:T = 800.00 B
DIST.BETWEEN SCREW GROUPS: A = 3.00
VERT.DIST.BTWN.SCREW GRPS: B = 4.50
MAX.OUT OF PLANE OFFSET: C = 1.00 0 0 0 0 0 0
BOTTOM CONNECTION TO RESIST ALL PLATE ROTATION 1- -A -1 C -
WHILE TOP CONNECTION IS FOR SHEAR ONLY.
BOTTOM CONNECTION DESIGN
LOAD CASE 1-STRAP RESISTING SHEAR(ON SHORT SKIES) LOAD CASE 2-STRAP RESISTING UPLIFT(ON LONG SIDES)
Vw=V'B/A = 1200.00 Vmax=T/6 = 400.00
VA=V/2 = 400.00 Tmax=TC/5/6 = 29.63
0 EA.SCREW: #12 11W TEKS SCREWS THRU 14GA INTO 12 GA.SHT.MIL:
Vmax=1/31Vw2+Vv1123" = 421.64 Vail = 901.00
Tmax=Y'C/A/3 = 88.89 Tall = 502.00
#12 ITW TEKS SCREWS THRU 14GA INTO 12 GA.SHY.MTL: COMBINED LOAD INTERACTION:
Vail(LRFD VALUE)= = 901.00 VmaxNall+Tmax/Tall = 0.50
Tall(LRFD VALUE)= = 502.00 <=1.00
COMBINED LOAD INTERACTION: USE 2 GROUPS OF(3)#12 ITW TEK5 SELF
Vmax/Vall+Tmax/Tall = 0.65 DRILLING SCREWS 0 BOTTOM CONNECTION.
<=1.00
TOP CONNECTION:
6 EA.SCREW: USE 2 GROUPS OF(3)#12 TEKS SELF
Vmax=1/6'MAX(V,T) = 133.33 DRILLING SCREWS*TOP CONNECTION.
<=Vall
CHECK BEARING STRENGTH OF 14 GA.STRAP. UNIT
PER SECTION E4.3.2 OF THE AI51 5100-07
W/3/4 INCH MN.EDGE DISTANCE:
t(STRAP THICKNESS) = 0.071
e(EDGE DIST.OF SCREW) = 0.75 TOP
SCREW
Fu(TENSILE STRENGTH) = 48000.00 GROUP
d(LRFD SAFETY FACTOR) = 0.50 TIE-DOWN
Va11=Pne=e't'Fu'$ = 1283.40 STRAP
>=Vmax O .\
' "HINGE"
SHEET POINTS
CHECK BENDING OF SHEAR STRAP METAL CURB _
W/3/4 INCH MIN.EDGE DISTANCE: '
B=TANA5/C) = 78.69 : OM
SCREW
e= = 0.75 `..--__ ,.GROUP
F,„,,,x=T/SIN(B) = 515.84 �
t(STRAP THICKNESS) = 0.071 `
L(STRAP LENGTH) = 6.00 •k strap
Fy = 33000.00 ` IfM„=F,,„pCOS(B)e=Fe = 120.00 1, Fx
m,=e'L/4.0.9 = 226.45
>M„STRAP BENDING OKAY c1Gp PRQFF's e T
'<ev le ,,
USE 14GA 6"WIDE 33ka1 STRAP 6"LONG TO yr
� 7
MEET DESIGN CRITERIA.
7:7 ./. ,. A
JOB NAME: DARMOUTH CROSSING fr.
Ar,
GO J M.W.SAUSSE'&CO.,INC.
�I �
CUST.: AIR REPS OREGON jell PREPARED BY: FOG
mi. r �J '*.
MECH.ENG.: 7"9Jv +.1-,s DATE 06-Mar24
MARK: HRU-L 2,3(QTY.3) 4 /06/202�HEE7 NO. P2 3615-5 6997-C1.2
LAG BOLT INTO WOOD CAPACITY'CALCULATIONS FOR ROOF CURB-2018 ND5-LRFO
UNITS IN Has&In UNLESS NOTED OTHERWISE
INPUT LAG SCREW INFO:
Nom.screw diameter D = 3/8 in
Nom.length of screw:L = 3.0 in SHEET METAL
CURB
Thickness of member to be anchored:t = 12 GA. in
Spacing between screws:sp = 6.00 In ITbtt
Edge distance:ed = 1.50 in
End distance:e = 263 in
Length of tapered tip:E = 7/32 in
Length of threaded portion of screw!T = 200 in t
Effective length of threaded portion of screw:p, = 1.78 in /'WOOD MEMBER
f OR BLOCKING
Embedment In main member,loon tip:pa = 2.68 In
Length of thread penetration into main member.p = 1.78 in
INPUT DESIGN VALUES FROM TABLES:
Withdrawl(Tension):W (0) = 305 p11 ad---I
Lateral(Shear):2, (Ibs) = 200 Ibs
MINIMUM REQUIREMENTS FOR 100%DESIGN VALUES: CORNER OF SHEET
Min.edge dist.:4D = 1.50 in METAL CURB
Min.end dist:7D 263 in
iii,,,,.. ani
Min.spacing:4D = 1.50 in 1
Min,penetration:8D = 3.00 in I
LOAD ADJUSTMENT FACTORS: 1
Time Effect Factor. S = WO I e
Resistance Factor:¢ = 0.65 VisitFormat Conversion Factor.K. = 3.32
Wet service factor.CM(1 typ.,0.7 when wet) = 1.00
Temp.factor CE(1 typ.,Ohwhen t>100°F) = 0.80
Group action fact:Go(1 typ.,See Table 7.3.6C) = 1.00
End grain factor.C.(1 typ.,0.75®end grain) = WO
Geometry factors: WOOD MEMBER
C =actual spacing/40(1 typ.. min) = 1.00 OR BLOCKING
o,E
CR,,a=actual edge dist./40(1 typ..0.5 min) = 1.00
Ca,,=actual end dist./70(1 typ..05 min) = 1.00
Penetration depth factor.Ca=pa/BD(1 typ.,0.5 Min.) = 0.89
LAG SCREW CAPACITY DESIGN VALUES:
WITHDRAWAL(TENSION):(Ibs)
W=W'K,•.•$CM`C='C•r P = 938 Ibs QED PROp
LATERAL(SHEAR):(Ibs) e St,
Z=PK 174'Ca Ct"C;Ce(waa.l' AT. = 308 Ibs .� ..
FORCES TO THE BOTTOM OF THE CURB FOR BOLT DESIGN � �
LOADS ARE ADJUSTED FOR ADDED WEIGHT/HEIGHT FROM ENTIRE CURB '`�-'GO
ADJUSTED LATERAL FORCE(INCLUDES ADDITIONAL HTM/f)P = 1771.43 Ibs �}"
DIRECT SHEAR FORCE PER SHORT SIDE Vd=F"r12 = 885.72 lbs ' /7 L •y�3 ri ) •
SHEAR DUE TO ECCENTRICITY V =Fp EA/(2L) = 0.00 Ibs ,� W R 4♦4,
TOTAL SHEAR V=V'a+V, = 885.72 Ibs N b,"I'
BOLT LONGITUDINAL SHEAR CAPACITY Z = 308.02 Ibs • 16/2024
MIN.No.OF BOLTS PER SHORT SIDE N a=V'2 = 5.00
ADJUSTED OS.MOMENT M'=F"= = 116418 lb-in
NET UPLIFT TO LONG SIDE rm. =(F,-0.9(Wp+Wc))/2+M"/(25)_ = 1717 Ibs
BOLT TENSION CAPACITY IN = 938 Ibs USE MIN.(4)LAG BOLTS SPACED EQUALLY ON SHORT AND LONG SIDES.
MIN.Na OF BOLTS PER LONG SIDE N V,=P",ERMe = 4.00 (2)LAG BOLTS DIRECTLY BELOW EACH ISOLATOR.
JOB NAME: DARMOUTH CROSSING M.W.SAUSSE'&CO.,INC.
!'UST.: AIR REP50RE60N SUBMITTAI.RI-VIEW
BY PPG
MECH.ENG.: ❑ NO EXCEPTIONS TAKEN 4 REVISE AND RESUBMIT DATE : 06-Mar-24
5 I.1RnhENRB:.,ON3 Ih%TEu ❑ SJBMIT3rnnnEu Iicm
HRU-1,2,3(QTY.3) EOULBRANA cRECRINW Is ONLY FOR OEN:NAL CONFORMANCE Wn.TOE DERICX CONCEPT SHEET NO. : P23515-56997-C1.38
,WE..I.I.,.r WRIT ECT1.RI N.
CON.RLLT WOR TOE PL NS�D SP SHOWN ONS.0 R RACTOR EO ES RF
SIBL E FOR:DIMENSIONS
OE NSI NS WI NNW HALL BE FABRIC.CONTRACTOR E RESPoK
Iti
AT
OI SORE B SRL FABRICATION
WM PROCESSES RE 0 TOCO TFO ANW CORREURT IS
THERIRATE:FNRICATNRK=1AT OF AL OMEOVEN OFCDNS,11.1.1IC
CCORWICTOOR E FREIR NCE OWRN.WO ALL°MEP 1P1°FY;YIN ME
UMFACIORV PERFORMANCE OF TIEIP WOPN.
BY 9b1,e.,--4va✓1 DATE 3 111 202.4
DARTMOUTH CROSSING
HVAC EQUIPMENT
6835 SW CLINTON ST.
TIGARD, OR 97123
STRUCTURAL CALCULATIONS & DETAILS
MASON EO# 36858
June 14, 2023
O PROFF
•S8 �Ss
_ �GINp y¢' V �2:1;
OREGON
FfrAN LANC)��
EXPIRES 12.31.24
SUBMITTAL REVIEW
qv/NO EXCEPTIONS TAMEN ❑ REVISE AND RESUBMIT
In MAKE CORRECTIONS NOTED 0 SUBMIT SPECIFIED ITEM
E CHECKING IA ONLY FOR GENERAL WI CONFORMANCE WITH NE DESIGN CONCEPT
OF TIE PROJECT AND GENERAL COMPUANCE WRN TIE INFORMATION IN TIE
CONTRACT DOCUMENTS.ANY ACTION SHOWN ABOVE.IS SUBJECT TOAIE RE.
DUIREMENTS OF THE PLANS AND SPECIFICATIONS_CONTRACTOR IS RESPOT
AISLE FDR,DIMENSIONS WHICH SHALL RE FABRICATED AND CORRELATED AT
THE JOB SITE:FABRICATION PROCESSES AND TECHNIQUES OF CUNSTRUCDWI:
COORDINATION OF THAW WIRE MIN TOT OF ALL OTHER TRADES:MID TIE
ENGIN SATISFACTORY PERFORMANCE OF TIEIR WORN
BY(9,9'ksw- l«. DATE 2 1 R 2(124
i Prepared By
ti- MASON INDUSTRIES, Inc.
MANUFACTURERS OF VIBRATION CONTROL PRODUCTS
c ,_ r=,-7 350 Ra1PU live 2101 W.Crescent S1..Suite D
Hauppauge,NY 11788 Anaheim CA 92801
II 631/348.0282 7141535-2727
1-1
FAX 631f346A279 FAX 714 S35•6738
1.-., kdD@Masoo-kM.omn waw.k4a on•Indcam
r 44 -3
I ' MASON INDUSTRIES, Inc.
aAAtiuFACTUR RSOFVIBRATIONCOW PRODUCTS PROJECT CERTIFICATION
6tiL.Ti 350 Ratan D%e 2101 W.CreEo SL Sdta o
Hauppauge.NY 11788 Anaheim.CA 92801
8311348-0282 7147535.2727 DATA & TABLE OF CONTENTS
FAX 8311348-6279 FAX 714/535.6238
h1D@Mas®A4kM.com www.Mason-Ind.corn
SUBMITTAL REVIEW
cif NOE%CEPTIONS TAKEN ❑ REVISE AND RESUBMIT
0 MAKE CORRECTIONS NOTED ❑ SUBMIT SPECIFIED ITEM
PROJECT DATA: MMMWpP
CONTRACT DOCUMENTS.ANYACM,
,SHOWN XABOVE
IXT IS
PE M SSUBJECT
xT Om Wx RE
OINIMAENTS OF THE PLANS AND SPLOTHVF00.CONTRACTOR IA AES ET
SIDLE POW DIMENSIONS WHICH SHALL BE FABRICATED AND CORRELATED AT
PROJECT NAME: DARTMOUTH CROSSING ME,peEI,E.FABRICATION PROCESSES ANDIE<"MWE.OFCONSTRUCTION.
COORDINATION Of THEIR WORK WITS THAT Of ALE OTHER TRADES.MD THE
`D SATISFACTORY°`" RM X OF THEIR WORK
MASON E.O. NUMBER: 36858
PROJECT LOCATION: 6835 SW CLINTON ST. BY tL.. 4H L( DATE 3 1 R 2024
TIGARD, OR 97123
CUSTOMER: MASON OREGON ogEO PROFESS
\�
GOVERNING BUILDING CODE: OSSC 2019 9
9965
SEISMIC DESIGN CATEGORY: D �.
NNN OREGON
Sds: 0.695
Ip: 1.0 FLAN Lme
EXPIRES 12.31.24
TABLE OF CONTENTS:
EQUIPMENT TAGS: REF. REF. CALC
FCUs Al -A4 T1 -T2
Notes:
1.Certification is for Mason product selections and/or equipment anchorage only. No other responsibilty is taken or implied.
2.Verification of building structural elements supporting the above equipment is beyond the scope of this certification.
3.Construction or fabrication should not begin until all approvals are in place,including approval of this submittal by owner's
agents,consultants,and/or by building permit plan check. Mason Industries, Inc.will not assume responsibility for
construction done prior to the aforementioned approvals.
DATE: 6/14I2023
CERTIFIED FOR TYPE
0MASON INDUSTRIES, ���
Inc.InC. JOB NAME: DARTMOUTHCROSSING ^
Manufacturers of Vibration Control Products CUSTOMER: MASON OREGON
350 Robro Drive 2101 W. Crescent St., Suite D
Hauppauge, NY 11788 Anaheim, CA 02801 CUSTOMER P.O.: JOB NO.:
831/348-0282 714/535-2727
FAX 631/348-0279 FAX 714/535-5736 MASON E.O.: 36858 DwO.NO.: WF-36858-01 SEISMIC SOLID
REQUIRED: (6) TAG: FCUs BRACING ASSEMBLY
(12)12d(3.1/4-)
COMMON (1)Y2"0 STEEL BOLT 5—,
NAILS ASTM A-307 MIN. 134, y
CLINCH AT Per bracing
ng lo L3x3xy4,5"LG. �` 1
JOIST WEB 4 } } } .P°� } }
X _ ,
15"-45" r
2x 4 F-1 UCC;REF.X5C
PLATE @ 28"MAX.SPACING
WASHER
SSBS-12 0318"THREADED ROD
REF.X4 MIN.
ROD STIFFENING
1 5/8"x 12ga SH STRUT
7$'MAX.LENGTH IF ROD EXCEEDS 18"
EQUIPMENT
SHB-318
REF.WF-SHB
ELEVATION VIEW
5"/
iY4• 2y2- 174
TAG: QTY. DAIKIN WT(LBS)
FCU-2,3,6 (3) FB018 80
Mechanical FCU-1 (1) F9024 80 2 a
schedule shows FCU-5 (I) F8036 102
(10) FCUs. Are - , FCU-4 (1) F8048 102
smaller ones 2x(MIN SPECIFIC
VITY
exempt from calcs? G�50)
T OR
IF THEY WEIGH 20 LBS (2ASTMA36 HREADEEDDROD. ,_.
OR LESS THEY WOULD WITH2x2xY4 WASHER
BE EXEMPT. OF BACK SIDE OF 2x 1 L3x3x}r4,5"LG.
OTHERWISE THEY WILL
REQUIRE BRACING. EE 2" " r��
ht.rr.
TE
CABLE DIRECTIONS1 NW
MIN. �l... L'
(rain unit bracing)
n l�1•X•711E ) CI WOOD BLOCKING
TO BE DESIGNED BY
STRUCTURAL ENGINEER
a ��UZ.,.,,1t
pi
A A
N TOP VIEW N
Ct
Y Y
1 1
DWN CHKD DATE DWG.NO.
TA TIC 06/13/23 WF-36858-01
Al
: .:....-.. MASON INDUSTRIES Inc. JOB NAME DARTMOUTH CROSSING FM Approved
III;„ ' ' Manufacturers of Vibration Control Products MASON OREGON
;;"'�'i 1;Mt Hauppauge,NY 788 2101 Anaheim,CA 92801W.Crescent Ave., u8e D CUSTOMER SSBS
'•.::m 631/348-0282 714/535-2727 CUSTOMER P.O.
FAX 631/348-0279 FAX 714/535.5738 MASON M.I. E.O.36858 DWG.NO. X4 _ Seismic Solid
Info@Mason-Ind.com NO.REM. TAB Brace Strut
--c:":r i.— www.Mason-Ind.com Anchor
a
14>
Solid Brace Anchor
(Formed Steel)
APPROVED Finish:
1/2"(13mm)Dia.Bolts 2"(51mm) All parts are Zinc
�4 Torque
(1)Required per SSBS 1 1/4"(32mm) Electroplated.
as illustrated. ,
�� Torqque Botts to 50 ft-lbs(68 Nm). 17/32114mm)
(By Others) 2 1/4" Hole Dia.
N. #4 (57mm)
"A"Hole Dia.
I
Strut shown, �r�, 1 7/8•
may be Steel Angle Bolted to open �t (48mm) 1 11/16"
drilled to suit. side or Strut Web (43mm)
(By Others) x
\® 3 3/4" a
Strut Attachment Nut with ,i�t (95mm) +
Stamped Teeth INp \ ^1 15/16"
(By Others) \ ,X (49mm)
011/4
\v'V/
00,11111
))
*Strut Attachment Nut must have stamped teeth to achieve these values. NOTE:Not to be used as a vertical hanger for
Ratings are based on attachment to steel. equipment,ductwork or piping.
Ratings may change depending on attachment methods to concrete. To be used as a seismic restraint only.
Testing was done by FACTORY MUTUAL(FM Approvals).
Preferred Installation Angle is 45'
Maximum Variation is t 15'
TYPE SSBS DIMENSIONS&RATINGS
FM Certified Load Ratings*
Size A Bolt Size Installed Angle 30•-44' Installed Angle 45'-59'
(in) (mm) (in) (nun) lbs kN kg . lbs kN kg
SSBS-12 17/32 13 3/8 10 660 2.9 299 970 4.3 440
SSBS-12 17132 13 1/2 13 660 2.9 299 970 4.3 440
SSBS-20 25/32 20 5/8 16 660 2.9 299 970 4.3 440
SSBS-20 25/32 20 3/4 19 660 2.9 299 970 4.3 440
SSBS-25 1 1/32 26 7/8 22 660 2.9 299 970 4.3 440
SSBS-25 1 1/32 26 1 25 660 2.9 299 970 4.3 440
Certification Form S-119 10/2013 FORM BY:R.R. OWN•: TA CHKD: DATE: 06/13'23 DWG.No. X4
APPR BY:J.T.
A2
,:: e DARTMOUTH CROSSING
,"::::::::, Inc. JOB NAME FM Approved
Manufacturers of Vibration Control Products
:::::`- CUSTOMER MASON OREGON S H B
M.. 350 Rabro Drive 2101 W.Crescent Ave.,Suite D
� Hauppauge,NY 11788 Anaheim,CA 92801 CUSTOMER P.O.
iiiiiil 631/348-028231/34 -02F71AX
MASON M.I. E.O.36868 DWG.NO. WF-SHB Seismic Hook
Him:
FAX 631l348-0279 FAX 714/535-5738
....., Info@Mason-Ind.com NO.REQ'D. TAG Brace
---- www.Mason-Ind.cam
a
11> Finish: Hole Dia. *Strut Attachment Nut must have stamped teeth
Allparts are Zinc I
[a3mmj
to achieve these values.Ratings are based on
Electroplated. 718- attachment to steel.Ratings may change depending
1
APPROVEDr (to
attachment methods to concrete.Testing was
[48mm] r i / done by FACTORY MUTUAL(FM Approvals).
r r
7"'
Counterbored Nut rr r <*1s'
Restraint Hole rir si -14
/(07
ii NOTE:Not to be used as a vertical hanger for
V equipment,eusd ductwork s r prestra
,` RD 11 _ g.
To be used as a seismic restraint only.
1
® `NOTE:For loads up to 1500lbs one Strut
O .1 (tJ� nut is required,above 1500 lbs two Strut
\® / mw
_y �(/'"; Nuts are required.
It 1,Afi`J
Installation may ® 4
include Mason SFB 112"(13mm)Dia.Bolts 1 \ a
refer to S-127-1 p Strut shown,
or 2 Required per SHB may be Steel
for details (By Others) S,=
` - Torque Botts to SD ft-Ibs Angle drilled
;1
(68 Nm).See note below. to suit.
��'
Orr
(By avers) e___
\T,, ) ��ci
= /� Nut is locked in ,� i Onlyone Bolt
O It j Coun[e boro •����. Longitudinal Bracing
�f�° / required at _ O
+ =� Max.Capacity ®!i 44 /
f.!,ai 19, ® Strut Attachment
`�✓� `I �' Nut with Stamped
Transverse and I i■ Teeth(By Others)
Longitudinal Bracing MI ,\
11111 Transverse Bracing `4
TYPE SHB DIMENSIONS&RATINGS `"
(RD)Rod Dia. W A FM Certified Load Ratings'
Size 30°-44° 45°-59°
(in) (rum) (in) (mm) (in) (mm)
lbs kN kg lbs kN kg
SHB-3/8 3/8 10 2 51 2 51 1420 6.3 644 1000 4.5 454
SHB-1/2 _ 1/2 13 2 51 2 51 1710 7.6 775 1280 5.7 581
SHB-5/8 5/8 16 21/8 54 115/16 49 1520 6.8 690 1100 4.9 499
SHB-3/4 3/4 19 21/4 57 17/8 48 1660 7.4 753 1040 4.6 471
Certification Form S-126 loam FORM BY:J.T. DWN: TA CHKD:_ DATE: 06/13/23 DWG.No.WF-SHB
FOR BY: .T.
A3
MASON INDUSTRIES, Inc. JOB NAMEnAaTPdounlCROSSING U C C
Manufacturers of Vibration Control Products MASON OREGON
350 Rabro Drive 2101 W.Crescent Ave.,Suite D CUSTOMER
x _ _ Hauppauge,NY 11788 Anaheim,CA92801 CUSTOMER P.O. SEISMIC ROD
FAX
714/535-2727 CLAMPS FOR
FAX 631/348-0279
Info(a3Mason-Indcom FAX 714/535-5738 MASON M.I.E'o. 8 STRUT
www.Mason-Ind.com DWG.NO.X5C CHANNELS
THREADED ROD TYPE UCC WITH STEEL STRUT ASSEMBLY RATINGS
Maximum Strut Stiffener Maximum
RSTRUT STIFFENER ize Compressive Max UCC
-J Size Force Minimum Size Spacing
u in(mm) lbs(kN) in(mm) Length in mm
in(mm) ( )
3/8 425 1 5/8 x 1 5/8 x 12 Gage 96 28
Z.....‘",„.....„:44)0 (10) (1.9) (41 x 41 x 2.5) (2438} (711)
u l 1275 1 518 x 1 5/8 x 12 Gage 96 38
wl
u 1/2 (5.6) (41 x 41 x 2.5) (2438) (985)
(13) 1200 1 5/8 x 1 5/8 x 12 Gage 120 38
u (5.3) (41 x 41 x 2.5) (3048) (965)
u 1475 1 5/8 x 1 5/8 x 12 Gage 96 48
u j 5/8 (6.5) (41 x 41 x 2.5) (2438) (1219)
�� (16) 1325 1 5/8 x 1 5/8 x 12 Gage 120 48
(5.9) (41 x 41 x 2.5) (3048) (1219)
3/4 2500 1 5/8 x 1 5/8 x 12 Gage 144 57
(111).,p�'� ' (19) (11.1) (41 x41 x2.5) (3658) (1448)
01/2"-13UNC x 1-1/2"(38)
LOCKING BOLT
.. TORQUE TO 10 ft-lbs(13.5 N-m) ,.,
u
� 1-3t160) "
(3
APPROVED
Fixed Equipment Anchorage
Office of Statewide Neakk Planning and Development
1-5/16" 1-1/4"
OPA-0349 (33) (32)
AIM
%21 on
"`. r January 16,2009
WP4:74414
Anthony R.PikeMI6)440-8470
Certification Form S-134 04/2014 IDWN: TA CHKD: DATE: 06/13/23 IDWG.No. X5C
MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS
w r :H Menufodurers of Vibration Control Products SEISMIC RESTRAINT:SSB(S) (SEISMIC SOLID BRACING)
350 Rabro Drive 2101 W. Crescent St., Suite D
Hauppauge, NY 11788 Anaheim, CA 92801 REFERENCE CODE(S):ASCE 7-16
631/348-0282 714/535-2727
r :;a FAX 631/348-0279 FAX 714/535-5738
I DWG NO:WF-01a-CAL I
Equipment overturning calculations based on seismic load applied at a critical angle.
As defined in ASCE 7,section 13.3.1,the seismic Horizontal force, Fph, may be calculated using the following
formula: 0.4aP S WP Z
_
phfaic) - �R,,) 1+2h.
I,
Except that: Fph shall not be less than Fphlmia)=0.3SDsIpWp and need not be more than Fph(pox)= 1.6SDsIpWp.
Where: Wp = Component operating weight
ap = Component Amplification Factor, refer to ASCE Table 13.6-1
RP = Component Response Modification Factor,
refer to ASCE Table 13.6-1
S is= Design spectra response acceleration at short period,refer to ASCE section 11.4.4
Ip = Component Importance Factor, refer to ASCE section 13.1.3
z = Component Attachment Elevation with respect to grade.
h = Structure Roof Elevation with respect to grade.
Convert from Design Strength to Allowable Stress Design: Fph(a)=Fph*0.7
Fpv=0.2*Sds*Wp*0.7 'i; ITENSION/COMPRESSION IN BRACE MEMBER: I I Fpv _I
For worst loading condition,apply Fph along the same
line as on brace member. :'
F ph Fr,. Fph
T` (Nl2)*Cost+AI*Sine) A
N=number of brace arms 1 ELEVATION
If Tc < Tc(allow) O. K.
Foh
Reference AISC, 13th Edition,Chapter J3.6(ASD) e
ft=Tbolt iv=Vbolt PLAN VIEW
At Ak
Tallow= Rn = Fnt*Ab _
'a2 V bolt t
S2
F'nt=1.3*Fnt- F Frnt*Iv Fnt 0
Vallow= = Fnv*Ab
2 Tbott
Fnt&Fnv from table J3.2 y
Ab=nominal unthreaded body area
Check for:
Tboll G too & Vbolt L 1.00
Tallow Vallow
DWN:TA I CHKD: I DATE:06/13/23 DWG NO:WF-01a-CAL
T1
MASON INDUSTRIES,Inc. SEISMIC OVERTURNING CALCULATIONS
Manufacturers of Vibration Control Products JOB NAME: DARTMOUTH CROSSING
350 Rabro Drive 2101 W.Crescent,Ste.D CUSTOMER: MASON OREGON
Hauppauge,NY 11788 Anaheim,CA 92801 EO NUMBER: 36858
631/348-0282 714/535-2727
FA
FAX 631/348-0279 FAX 714/535-5738 6/13/2023 WF-0la-CAL
Tag: FCUs
Max.Weight,Wp= 102
ap= 2 1/2
Rp= 6
SUS 0.695
Ip= 1.00
z= 1.00
h= 1.00
Fph(, kd= 35
Fphrmm.l= 21
Fph/ 1= 113
Fph(a)= 25
Fpv= 10
Seismic Force Ratio= 0.24
theta(deg)= 45
theta(rad)= 0.785398
#of Braces resisting Fph= 2
#of Braces resisting Fpv= 4
Tc= 21.05
Seismic Cable Brace= SSBS-12
Strut member Size= 1 5/8 x 12 Ga.
Tc(allow 1250.00
Check Strut= O.K.
Anchor Bolt Size— 1/2
Steel Bolt Quality's A307
Ab= 0.196
At= O.
Ak= 0.136
No.of bolts per brace= I
Tbolt= 14.89
Vbolt= 14.89
fl= 104.84
f% 109.46
T allow= 4418
V allow= 2356
Fat= 45000
Fnv= 24000
F'nt= 45000
Tcheck= 0.00
Vcheck= 0.01
Manual of American Institute of Steel Construction,Allowable Stress Design, I3th Edition
W F-01 a-CAL
T2