Specifications A ca- 21s- 0 )__5 2
- - M ACKENZIE • G c 35'3 sect) Sz- (� ,
RECEivEn
, DESIGN DRIVEN I CLIENT FOCUSED
JUN 2 2015
CITY Of ' ( A °
BUILDING DIVISION
STRUCTURAL
CALCULATIONS
To
City of Tigard
For
PCC 227
15353 SW Sequioa Parkway
Portland,OR 97224
Submitted
May 28,2015
Project Number
2140047.00
_ MACKENZIE
Since 1960
. RiverEast Center 11515 SW Water Ave,Suite 100,Portland,OR 97214
IM PO Box 14310,Portland,OR 972931 T 503.224.9560 1 www.mcknze.com
1
Mi
i
TABLE OF CONTENTS
SK Drawings SK-1 — SK-3
Roof Framing Plan SK-1
Mechanical Unit Framing SK-2
02 Framing Calculations 02.1 — 02.10
H:\Projects\214004700\STRUCT\RTU Calculations\Structural Caks.docx
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MACKE tiitta I E RiverEast Center I PO Box 14310 I Portland,OR 97293
1515 SE Water Ave,Suite 100 I Portland,OR 97214
DESIGN € IVEN 1 CLIENT FOCUSED T503.224.9560 I FAX 503.228.1285 I www.mcknze.com
MECHANICAL UNIT SUPPORT
PROJECT NAME: PCC 227 PROJECT NO.: 2140047.00 DESIGNER: 55
DATE: 05/18/15
El Unit Definitions
Wt:= (762.1.05)lb TOTAL WEIGHT OF MECHANICAL UNIT
Pcorner 267.1b MAXIMUM CORNER WEIGHT (use W/3 if not specified)
P 100•lb ASSUMES 100/4=25 lb
curb �= 4
lmech 6.25•ft MECHANICAL UNIT LENGTH
Wmech 3.67•ft MECHANICAL UNIT WIDTH
hmech 3.5•ft MECHANICAL UNIT HEIGHT
lsub:= 8•ft SUBPURLIN SPAN
s:= 2•ft SUBPURLIN SPACING
'Pur := 25•ft PURLIN SPAN
lgir:= 40•ft PURLIN SPAN
Loading:
Design
DL:= 15•psf DESIGNED DEAD LOAD
SL:= 25•psf DESIGNED SNOW LOAD
Reduced w/MU
misc := 1.5•psf
purlin:= 1.4•psf
DLreduced DL— purlin — misc REDUCED DEAD LOAD BEFORE MECH UNIT DLreduced = 12.1 psf
mech_master.xmcd 02.1
FRAMING - With 'Length' of unit oriented parallel to joists
REFERENCE DETAIL "RF-09C"
4x6 DFL #2 -
Punic Pcorner+ Pcurb MAX WEIGHT DELIVERED TO ONE CORNER Punit =292 lb
r'sub—µ'mech lmech + 2ft
Pframing (DLreduced + SL)• 2 2 TRIB LOAD FROM NEW 4X6 framing=331.326 lb
ALONG LENGTH OF UNIT
/ ,mech
.)
Nsnow:= (SL)' TRIB SNOW LOAD FROM MECH wsnow=45.875•plf
\ 2
P — wsnow•Imech P = 143.359 lb
snow — 2 snow
M — (Punit + Pframing + Psnow)'lsub MAX MOMENT IN FRAMING M = 18.4.k.in
max•— 4 max
Vmax Punit + Pframing + Psnow MAX SHEAR IN FRAMING Vmax=766.686 lb
S Mmax REQUIRED SECTION MODULUS 3
REQ 900.psi.1.15.1.3 SREQ= 13.676 in
V
AREQ.— 3 max REQUIRED CROSS-SECTIONAL AREA AREQ= 5.556•in2
2 180•psi•1.15
:= 3.5 in (5.5 in)2
54x6 DEFINE ACTUAL SECTION MODULUS HERE S4x6 = 17.646-in3
6
A4x6 := 3.5•in•5.5•in DEFINE ACTUAL AREA HERE A4x6 = 19.25•in2
BENDING:= if(SREQ < S4x6,"OK" ,"NO GOOD") OK BENDING= "OK"
SHEAR:= if(AREQ< A4x6,"OK" ,"NO GOOD") OK SHEAR= "OK"
mech_master.xmcd 02.2
n
JOISTS: 2 1/2" x 18" GLULAM
LENGTH OF SEAT: 'seat := 1.5•in
DEFINE LOCATION ON PURLIN: xla := 3•ft x2a := Oft x2a =0 Mechanical unit is placed straddling
the joist
JOISTS DESIGNED FOR 15 PSF DL, 25 PSF SL, AND 500 LB POINT LOAD.
DESIGNED FLOATING POINT LOAD Pallow:= 0 lb
wpur_des :_ (DL+ SL)•lsub DESIGNEDTRIBUTARY ROOF LOAD Wpur_des =320•plf
2
wpur_des'lpur 1 auow'Ipur DESIGNED ALLOWABLE MOMENT
Mallow:= 8 + 4 Mallow=25•k•ft
Wpur des'Ipur + P DESIGNED ALLOWABLE SHEAR =4•k
Vallow:= 2 allow V allow
Wpur :_ (DLreduced + SL) isub DESIGNEDTRIBUTARY ROOF LOAD wpm, =296.8•plf
lm:= Ipur — 2'Iseat BENDING LENGTH OF PURLIN lm =24.75 ft
Iv:= Ipur SHEAR LENGTH OF PURLIN lv=25 ft
2
Wpur.'m MOMENT DELIVERED BY ROOF
Mroof:= 8 Mroof=22.726.k.ft
P P + (P + P + P ) 'sub—�mechIJOINT LOAD ON PURLIN P 706.969 lb
mech := unit unit framing snow ' mech =
Isub
MmechP a•�Im —xla) + x2a•�Im—x2a) MOMENT DELIVERED BY MECH UNIT M 1.864-k•ft
:= mech' I mech=
m
Mmax:= Mroof+ Mmech TOTAL MOMENT, ASD Mmax=24.6•k•ft
Vroof:= wp2 1 SHEAR DELIVERED BY ROOF Vroof=3.71.k
Vmech := Pmech'lv l xta SHEAR DELIVERED BY MECH UNITS Vmech =0.622•k
v
Vmax:= Vroof+ Vmech TOTAL SHEAR, ASD Vmax=4.332•k
Moment:= if(Mmax< I.05•Maliow,"OK" ,"No Good") OK Moment= "OK"
Shear:= if(Vmax< 1.05 Vail„,,"OK" ,"No Good") OK Shear= "No Good"
Check joist in shear, see page 02.10
mech master.xmcd 02.3
s
GIRDERS: 6 3/4" x 30" GLULAM
LENGTH OF SEAT: 'seat 1.5 in
DEFINE LOCATION ON GIRDER: xla := 2•ft X2a XIa + Isub X2a = 10ft Mechanical unit is placed straddling
the joist
JOISTS DESIGNED FOR 15 PSF DL, 25 PSF SL, AND 500 LB POINT LOAD.
DESIGNED FLOATING POINT LOAD Pa,,,,,,,:= 0•1b
Wgir_des (DL+ SL)•lpur DESIGNEDTRIBUTARY ROOF LOAD Wgir_des = I x 103•plf
2
Wgir_des'Igir rallow'Igir DESIGNED ALLOWABLE MOMENT
Mallow8 + 4 Mallow=200.k.ft
V _ Wgir_des'lgir + P DESIGNED ALLOWABLE SHEAR V =20•k
allow•— 2 allow allow
Wgir (DLreduced + SL)•Ipur DESIGNEDTRIBUTARY ROOF LOAD Wgir=927.5•plf
Im:= Igir— 2'Iseat BENDING LENGTH OF GIRDER Irn =39.75 ft
lv:= Igir SHEAR LENGTH OF GIRDER Iv=40ft
2
M Wgir'lm MOMENT DELIVERED BY ROOF M 183.188.k.ft
roof 8 roof=
Pgir_mech Vmech
'2 POINT LOAD ON GIRDER Pgir_mech = 1.244 x 103 lb
M mech gPir_mech'
=
xla'�lm — xla) + x2,41, —X2a) MOMENT DELIVERED BY MECH UNIT M 11.676.k.ft
mech
I„,
Mmax= Mroof+ Mmech TOTAL MOMENT, ASD Mmax= 194.9•k•ft
Vroof Wg2 1v. SHEAR DELIVERED BY ROOF Vroof= 18.55•k
Vmech ''gir_mech'2 lv l la —x2a SHEAR DELIVERED BY MECH UNITS Vmech =2.115-k
v
Vmax Vroof+ Vmech TOTAL SHEAR, ASD Vmax=20.665•k
Moment:= if(Mmax< 1.05.Mallow,"OK" ,"No Good") OK Moment= "OK"
Shear:= if(Vmax< 1.05•Vaiiow,"OK" ,"No Good") OK Shear= "OK"
mech_master.xmcd 02.4
n
1
ANCHORAGE
seismic
IP := 1 SDS := 0.718 ap:= 2.5 RP:= 6
hX:= 20•ft Wt=800.1 lb
hr:= 20•ft
0.4•ap•SDs'Ip hX
F := 1 + 2•— •Wt F =287.236 lb
P• Rp hr P
F
FS:= p FS=205.168 lb
1.4
overturning
hmech =3.5 ft Wmech=3.67 ft
hmech
MOT:=
FS 2 MOT=359.045 ft•lb
Wmech
MRES Wt• MRES= 1.468 ft•k
2
MRES
FSOT:= FSOT=4.089
MOT
MNET:= MOT— MRES
MNET=—1.109 x 103 ft.lb
screws n:= 4
MNET
Tension := w Tension=—302.218 lb negative tension means tensile
meth
force is zero
Shear:= FS Shear=205.168 lb
#12 screw with 1 1/2 inch embedment:
154 lb•1.5 n
Tallow
2
Vallow = 161.113.n
check combined
Tension := Tension if Tension >_ 0
0 otherwise
combined := if Tension + Shear < 1.33,"OK" ,"NO GOOD" combined = "OK"
Tallow Vallow 1
mech master.xmcd 02.5
ti
MACKENZIE . RiverEast Center I PO Box 14310 I Portland,OR 97293
1515 SE Water Ave,Suite 100 I Portland,OR 97214
DESIGN DRIVEN I CLIENT FOCUSED T503.224.9560 I FAX 503.228.1285 I www.mcknze.com
MECHANICAL UNIT SUPPORT
PROJECT NAME: PCC 227 MOTOSPORT TI PROJECT NO.: 2140047.00 DESIGNER: SS
DATE: 05/21/15
E► Unit Definitions
Wt:= (380.1.05)lb TOTAL WEIGHT OF MECHANICAL UNIT
Pcorner 133.1b MAXIMUM CORNER WEIGHT (use W/3 if not specified)
P
100.1b ASSUMES 100/4=25 lb
curb �= 4
lmech 4•ft MECHANICAL UNIT LENGTH
Wmech 2.75'ft MECHANICAL UNIT WIDTH
hmech 3.33•ft MECHANICAL UNIT HEIGHT
Isub:= 8•ft SUBPURLIN SPAN
s := 2•ft SUBPURLIN SPACING
1pur := 25•ft PURLIN SPAN
lgir:= 40•ft GIRDER SPAN
Loading:
Design
DL:= 15•psf DESIGNED DEAD LOAD
SL:= 25•psf DESIGNED SNOW LOAD
Reduced w/MU
misc := 1.5•psf
purlin:= 1.4•psf
DLreduced:= DL— purlin—misc REDUCED DEAD LOAD BEFORE MECH UNIT DLreduced = 12.1 psf
small mech unit.xmcd 02.6
� Ili
FRAMING - With 'Width' of unit oriented parallel to joists
REFERENCE DETAIL "RF-09C2"
4x6 DFL #2
Punic Pcorner + Pcurb MAX WEIGHT DELIVERED TO ONE CORNER Punic = 158 lb
P (DLreduced SO
—lmechl Wmech + 2ft TRIB LOAD FROM NEW 4X6 P = 176.225 lb
framing:= reduced `` 2 2 framing —
ALONG WIDTH OF UNIT
w (SL)•�wmecnl TRIB SNOW LOAD FROM MECH w 34.375 if
2
snow:= /JI snow= P
• Wsnow•1mech
Psnow 2 Psnow=68.75 lb
Mme —
(Punk + Pframing + Psnow)'lsub MAX MOMENT IN FRAMING Mmax=9.671.k.in
4
Vmax Punic + Pframing + Psnow MAX SHEAR IN FRAMING Vmax=402.975 lb
S Mmax
REQ REQUIRED SECTION MODULUS 3
�_
900•psi•1.15.1.3 SREQ= 7.188•in
AREQ 3 Vmax REQUIRED CROSS-SECTIONAL AREA AREQ=2.92•in2
2 180•psi•1.15
S4x6 — 3.5in (5.5 in)2 DEFINE ACTUAL SECTION MODULUS HERE S4x6 = 17.646.in3
6
A4x6:= 3.5.in.5.5.in DEFINE ACTUAL AREA HERE A4x6 = 19.25•in2
BENDING:= if(SREQ< S4x6,"OK" ,"NO GOOD") OK BENDING= "OK"
SHEAR:= if AREQ< A4x6,"OK" ,"NO GOOD") OK SHEAR= "OK"
small mech unit.xmcd 02.7
ti
JOISTS: 2 1/2" X 18" GLULAM
LENGTH OF SEAT: 'seat 1.5•in
DEFINE LOCATION ON PURLIN: xla := 11ft X2a XI + wmech x2a = 13.75 ft
JOISTS DESIGNED FOR 14 PSF DL, 25 PSF SL, AND 500 LB POINT LOAD.
DESIGNED FLOATING POINT LOADPalloµ,:= 0.1b
wpur_des (DL+ SL)•lsub DESIGNEDTRIBUTARY ROOF LOAD wpur_des =320111f
2
wpur_des'Ipur Pallow'lpur DESIGNED ALLOWABLE MOMENT
Mallow8 + 4 Mallow=25."
Valallow _ t'•�pur_2 des'lpur + Pallow DESIGNED ALLOWABLE SHEAR Vallow=4•k
•—
wpur (DLreduced + SLY'sub DESIGNEDTRIBUTARY ROOF LOAD wpm =296.8•plf
Im Ipur —2'Iseat BENDING LENGTH OF PURLIN Im =24.75 ft
lv:= Ipur SHEAR LENGTH OF PURLIN lv=25 ft
2
wpur•'m MOMENT DELIVERED BY ROOF
Mroof= 8 Mroof=22.726.k-ft
P P + (P + P + P ) 'sub— Imech POINT LOAD ON PURLIN P 359.488 lb
meth �= unit unit framing snow ' meth =
Isub
•
M P xla•�Im — xla) + xza•(Im —X2a) MOMENT DELIVERED BY MECH UNIT M 4-394'"meth �= meth' meth =
Im
Mmax Mroof+ Mmech TOTAL MOMENT, ASD Mmax=27.1.k•ft
V wp°r.l�, SHEAR DELIVERED BY ROOF Vroof3.71'k
Vroof �= 2 =
Vmech := Pmech'21v Ila —x2a SHEAR DELIVERED BY MECH UNITS Vmech =363.082 lb
v
Vmax Vroof+ Vmech TOTAL SHEAR, ASD Vmax=4.073•k
Moment:= if(Mmax< 1.05 Mallow.,"OK" ,"No Good") OK Moment="No Good"
Shear:= if(Vmax< 1.05•Vallow,"OK" ,"No Good") OK Shear= "OK"
Check joist in bending, see page 02.10
small mech unit.xmcd 02.8
.4
I
GIRDERS: 6 3/4" x 30" GLULAM
LENGTH OF SEAT: 'seat 1.5 in
DEFINE LOCATION ON GIRDER: xla := 16-ft x2a := xla + 'sub x2a =24ft Mechanical unit is placed straddling
the joist
JOISTS DESIGNED FOR 15 PSF DL, 25 PSF SL, AND 500 LB POINT LOAD.
DESIGNED FLOATING POINT LOAD 13m1,„,:= 500-lb
Wgir_des (DL+ SL)•Ipur DESIGNEDTRIBUTARY ROOF LOAD wgir_des = 1 x 103•p1f
2
wgir_des•'gir 1 allow 'gir DESIGNED ALLOWABLE MOMENT
Mallow8 + 4 Mallow=205•k•ft
wgir_des'lgir + P DESIGNED ALLOWABLE SHEAR =20.5•k
Vailow�= 2 allow V allow
wgir:_ (DLreduced + SL)•lpur DESIGNEDTRIBUTARY ROOF LOAD wgir=927.5•plf
Im 'gir—2•1seat BENDING LENGTH OF GIRDER Im=39.75 ft
lv:= Igir SHEAR LENGTH OF GIRDER lv=40ft
2
wgir•'m MOMENT DELIVERED BY ROOF
Mroof 8 Mroof= 183.188•k•ft
Pgir_mech Vmech POINT LOAD ON GIRDER Pgir_mech =363.082 lb
M P xla.('m —xla) x2a.(Im —x2a) MOMENT DELIVERED BY MECH UNIT M 6.924-k-ft
Mmech girmech
Im
Mmax Mroof+ Mmech TOTAL MOMENT, ASD Mmar= 190.1-k-ft
Vroof wg2 Iv
SHEAR DELIVERED BY ROOF Vroof= 18.55•k
2-1v— xla —x2a SHEAR DELIVERED BY MECH UNITS
Vmech := Pgir mech' Iv Vmech =
0.363-k
Vmar:= Vroof+ Vmech TOTAL SHEAR, ASD Vm = 18.913-k
Moment:= if(Mmax< 1.05-Mallow,"OK" ,"No Good") OK Moment= "OK"
Shear:= if(Vmax< 1.05•Vauow,"OK" ,"No Good") OK Shear= "OK"
small mech unit.xmcd 02.9
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Portland,OR
503 224 9560
Vancouver,WA
n Seattle,WA Architecture . Interiors . Planning . Engineering 3D0abte
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IV,11, i..(‘
360 695 7879 ()
02.10 •
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www.mcknze.com 206 749 9993 MACI< ENZIE . .2015 M ACKENDE- Alt RtGHTS RESERVED