Plans B
Anik
MADDEN&BAUGHMAN
F F P, I N G . I N C:
April 12, 2018 RECEID
Mr. Mark Schick 2018
ARM Property Management CITY OF TIGARD
PO Box 25030
Portland,Portland, Oregon
ON
RE: Rooftop Unit
Structural Engineering Calculations
Pacific Plaza, SW Hall and 99E, Tigard, Oregon
Mr. Schick,
Attached please find structural calculations pages for the anchorage of the rooftop unit
replacement on the roof of the building located at Pacific Plaza in Tigard, Oregon, as shown on
the attached details and dated April 12, 2018. Design is based on the requirements of the 2014
Oregon Structural Specialty Code.
Sincerely,
Jerome A. Madden, PE, SE PROFL-
Principal '\\-\\ s
OFFICE COPY 19386
j\p„,,,,,_ a
CITY OF TIGARD OREGON
REVIEWED FOR CODE COMPLIANCE • • 22 X901
Approved: F�OfiE A. 0,0\>�
OTC: [ } EXPIRES 12-31-18
Permit #: javaTi
Address: y i q �}[l S t f� :1r:c 1.4 rM'S)
Suite #:
By: Date: , a,3_ )
The attached calculations represent design for gravity and lateral loads as determined by the applicable
building code. To the extent the design is based on information provided by the client or others, Madden &
Baughman Engineering, Inc. has relied on such information and assumes that it is accurate. Madden &
Baughman Engineering, Inc. shall have no liability with respect to means and methods of construction. The
engineering reflects the finished product and no consideration has been made for temporary conditions that
may exist during construction (such as loads induced during erection, shoring, etc.), which are entirely the
responsibility of the contractor.
Madden & Baughman Engineering, Inc.is and shall remain the owner of the calculations. Unauthorized use
of these calculations is prohibited including but not limited to making changes to this project or use on other
projects.
15 s;w 2r.1 ..c•u: iril,:50 :rtl:rd „'2{w . 5:341 323..7,1
Project: Pacific Plaza By:JAM Sheet No.
tirMADDEN&BAUGHMAN Location:Tigard,Oregon
ENG '' NEE RING , INC g g Date:04/11/18
Client:Arm property management Revised: Job No.
Portland,OR Subject: Rootop Unit Date:
Seismic Criteria for Non Structural Components:
Risk Category= II
Soil Site Class= D
Seismic Design Category= D
IP 1.00 Per Section 13.1.3(references are to ASCE 7-10 UNO)
Ss 1 g Per USGS
Si= 0.4 g Per USGS
SMs= 1.10 Per USGS
5M1= 0.70 Per USGS
SDs= 0.733
SDI= 0.467
z/h= 0.0 Roof
W1= 802 lbs Roof Top Unit(Max)
Wel= 399 lbs Seismic Weight(0.6-0.14SD5)D
Section 13.3
Fp 0.4apSD5Wp(1+2(z/h)) (Eqn.13.3-1)
(Rp/lp)
Max FP 1.6S051pWp (Eqn.13.3-2)
Min FP 0.3SDslpWp (Eqn.13.3-3)
Mechanical Unit
Mechanical Unit Vertical Seismic Component
ap= 2.5 Table 13.6-1 Fp, 0.147 Wp 0.2*SDs*Wp
RP 6.0 Table 13.6-1
FP 0.122 Wp
Max FP 1.173 Wp
Min FP 0.220 Wp
O= 1 (not anchored to concrete)
Design Fp 0.220 we
F1= 176 lbs (Ultimate)
Load per attachment:
W= 47 in Width(Min.)
H= 44 in Height(Max)
H1= 26 in Assumed height to center of gravity(0.6*H1)
M= -4715 lb-in Overturning Moment
Vscrew 22 lbs Shear per holdown
Tgross= -100 lbs Maximum Total uplift/tension
Tholdown= -50 lbs Max.uplift per holdown
Tend screw -13 lbs 2 H2.5A ea.End
Vend screw= 44 lbs 2 H2.5A ea.End