Specifications OFFICE
COPY 1 Sc k 1r.ci�< o S#
7650 S.W.Beveland St.
ILA TM RIPPEY Tigard,Oregon 97223
CONSULTING ENGINEERS Fax:x:Fa (503)443-3700
(503)443-3700
RFCFIVJUN I 2 2018
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STRUCTURAL CALCULATIONS
CITY OF TIGAR1,
PROJECT: DOAS-ROOFTOP EQUIPMENT BUILDING DIVISIWk,
LOCATION: 7125 SW HAMPTON ST#200,TIGARD,OR 97223
CLIENT: HMK
DATE: MARCH 2,2018
PROJECT NUMBER: 18058
TABLE OF CONTENTS:
ITEM SHEET NUMBER
GENERAL NOTES N1
DETAILS SK1-SK5
CALCULATIONS C1-C10
DESCRIPTION:
THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR SUPPORT OF
A NEW DAIKAN HEAT PUMP UNIT(WEIGHT=1560 LBS)AND(2)NEW DOAS UNITS
(WEIGHT=513 LBS)ON AN EXISTING WOOD ROOF.
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sp OREGON
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EXP: 6/30/18
GENERAL STRUCTURAL NOTES
CODE REQUIREMENTS:
CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY
CODE,REFERENCED HEREAFTER AS IBC.
DESIGN CRITERIA:
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE
FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC:
NEW DAIKAN HEAT PUMP UNIT= 1560 LBS+PLATFORM
NEW DOAS UNIT=513 LBS+ CURB
ROOF DEAD LOAD: 15 PSF
ROOF SNOW LOAD:25 PSF
WIND SPEED: 120 MPH(3-SECOND GUST)
EXPOSURE B
SEISMIC IMPORTANCE FACTOR Ie: 1.0
SITE CLASS:D(ASSUMED)
SDS=0.723
ap=2.5
Rp=6.0
EXISTING CONDITIONS:
THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR
SHALL NOTIFY THE ARCHITECT/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.
ALL LUMBER NOT SPECIFICALLY NOTED TO BE D.F.#2 OR BETTER(PRESSURE TREATED WOOD TO BE 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.
UNISTRUT:
TYPICAL INSTALLATION AND ATTACHMENTS PER MANUFACTURER'S RECOMMENDATIONS.
ALL FRAMING AND FASTENERS EXPOSED TO WEATHER SHALL BE MINIMUM PREGALVANIZED ZINC(G-90)OR HOT DIPPED
GALVANIZED.
MECHANICAL:
THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING,
FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. 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,AND SHALL BE SUBMITTED TO THE
ARCHITECT/ENGINEER PRIOR TO FABRICATION.
FLASHING AND WATERPROOFING:
ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS.
TM RIPPEY
Consulting Engineers By: JW Date:
7650 SW Beveland Street SDAO-MECH Chk By: Date:
Suite 100
Tigard,Oregon 97223 Job#:_18058
Phone:(503)443-3900 Sheet: Ni Of:
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NEW WOOD PLATFORM TO SUPPORT NEW HEAT PUMP UNIT: :
(E) ROOFING TO BE REMOVED AND NEW PLATFORM TO BEAR DIRECTLY ON (E) ROOF SHEATHING.
-2 x (HEIGHT REQUIRED)x CONTINOUS P.T. PERIMETER MEMBERS. i'
-2 x 4 P.T. INTERMEDIATE JOISTS @ 1'-4"0/C SPANNING SHORT DIRECTION AND HUNG FROM PERIMETER ;
MEMBERS WITH SIMPSON LUS HANGERS. . i
3/4" P.T. PLYWOOD SHEATHING ON TOP. NAIL TO ALL SUPPORTS W/ 10d SCREW SHANK NAILS @ 6" 0/C. 1
-SEE DETAIL 1/SK3 FOR ADDITIONAL INFORMATION
-ALL WATERPROOFING BY OTHERS.
' - LOCATE PLATFORM AT(E) BEAMS THAT DO NOT SUPPORT OTHER EQUIPMENT OVER THE CORRIDOR.
PLATFORM MAY BE LOCATED ANYWHERE ALONG THE LENTH OF THE (E) BEAMS BUT MUST BE
CENTERED BETWEEN THE (E) BEAMS ON EACH SIDE OF THE CORRIDOR.
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' JOISTS @ 1'-4"0/C AND j ,
0/C +/-SUPPORTING
ING (E)BEARING ON (E) GL BEAM I ! GL BEAMS, TYP.
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.LMI\ TM RIPPEY _ BY JW DATE
CONSULTING ENGINEERS SDAO- MECH
CHK BY DATE
7650 S.W.Beveland St,Suite 100 18058
JOB NO
Tigard,Oregon 97223
Phone(503)443-3900 __ SHEET SK2of
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I PROVIDE (2)2x
CUT EXISTING JOISTS AS I 1 I ATTACH ENDS OF 6 JOISTS (OR
;NECESSARY AND PROVIDE ' ` I DOUBLE JOISTS TO (E) 4x6) UNDERNEATH LONG
MINIMUM 2x6 HEADER I • I GL BEAM WITH SIMPSON ' EDGES OF UNIT CURB. NAIL ,
I
UNDERNEATH SHORT EDGE i H2.5A CLIP, TYP. LAMINATE JOISTS W/ 10d @ 6'
OF UNIT CURB. HANG CUT I `•0/C. IT IS ACCEPTABLE TO USE
JOIST AND HEADER W/ ! AN EXISTING JOIST AS PART OF
R TYP. I 1 UP JOIST.
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NEW DOAS UNIT(BY SUPPLIER) , ;
AND ORIENTED AS SHOWN ,h.� _ w..m
WEIGHT= 513 LBS. + CURB '
,
-DIM: 40"x 32"x 54"TALL ,
LOCATE UNIT IN GENERAL TYP
AREA OF REMOVED EXISTING !trifgattfAikle I
PLATFORMS AND SUPPORT ON ' I
1
E BEAMS THAT DO NOT �`� ���� �` :, SK5
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SUPPORT OTHER EQUIPMENT ' ; I
OVER THE CORRIDOR. UNIT I 1 ,' I
I MAY BE LOCATED AS DESIRED I
BETWEEN (E) GL BEAMS. ---=‘ . ` ,
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' (E)GL BEAM
(E)2x6 CORRIDOR ROOF
JOISTS @ 1'-4" 0/C AND (E)WOOD POST @ 15'
BEARING ON (E) GL BEAM O/C +/-SUPPORTING (E)
EACH END, (VERIFY) . GL BEAMS, TYP.
:
I
THE UNIT�0 DE
ALTERNATE: AT CONTRACTOR'S OPTIQN,IT IS ACCEPTABLd TO ROTATE I ,
GREES'FROM WHAT IS S�HOWN':AS LONG AS NO JOISTS ; '
NEED T0 SE CUT FOR THE DUCTWORK. SISTER ON NEW 2k6 JOIST TO
ABOVE A QTS SUP O O I E BEA UNIT (SIMILAR TO WHAT I SHOWN :-
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ON H2,5A CLIP:
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......1M 1:\. TM RIPPEY BY JW DATE
CONSULTING ENGINEERS SDAO- MECH
CHK BY DATE
7650 S.W.Beveland St,Suite 100 JOB NO 18058
Tigard,Oregon 97223
Phone(503)443-3900 sHEETSK3
UNISTRUT P1000 SLEEPER AT
EACH END OF EACH UNIT
MODULE. (4)TOTAL. OPEN
FACE DOWN
PLATFORM FRAMING PER 1/SK2
AT CORNERS OF PLATFORM
ATTACH INTERSECTING RIMS WI
SIMPSON 'A35'AT INTERIOR
CORNER AND SIMPSON 'LSTA12' UNIT BASE
STRAP AT EXTERIOR CORNER.
UNISTRUT ANGLE. ATTACH TO UNIT
MODULE LEG AND UNISTRUT
SLEEPER W/MIN.%"0 BOLT.
CURB FLASHING BY OTHERS
UNISTRUT P1326 ANGLE (LLV).
`•�� ATTACH TO UNISTRUT SLEEPER W/
///////////////. /////<///i/ ' MIN.3/8"0 BOLT AND SPRING
� CHANNEL NUT TORQUED TO 19
uitCNJ FT-LBS. (PER MANUF.
RECOMMENDATIONS)
MIN.%"0 x4"LAG SCREW, PRE-DRILL
AT SHORT ENDS OF PLATFORM,ATTACH AS REQ'D. ATTACH AT LEAST 3"
RIM TO SHT'G W/MIN. (2)SIMPSON 'A35' FROM END OF 2x RIM MEMBER.
CLIPS W/#6 x%z'SCREWS TO PLY'WD AND t SEAL PENETRATION (BY OTHERS).
8d x1 %2" NAILS TO RIM. CURB CAP TO COVER PENETRATION
WASHERS AS REQ'D (2 MAX.)
(E) ROOF DECK RIM MEMBER PER PLAN
ii / / /7 // // /> r>T ii / / / / / /
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(E)JOIST NOTE:
MAKE NO HOLES IN CURB CAP.
SIMPSON 'H2.5A'AT EVERY - ALL WATER-PROOFING BY OTHERS.
OTHER(E)JOIST. (SLOT - ALL UNISTRUT AND FASTENERS TO
ROOF DECK) BE HOT DIPPED GALVANIZED
1 RTU-1 CURB
SK4 18058-01 SCALE:1 1/2" =
TM RIPPEY SDAO - Rooftop Equipment BY JSC DATE 3-02.18
CONSULTING ENGINEERS 7125 S W Hampton St. CHK BY JKW DATE 3-02-18
7650 SW Beveland,Suite 100 TMR
Tigard,Oregon 97223 Tigard, OR 97223 SCALE 1 Y2"=1'-0" JOB NO 18058
Phone:(503)443-3900
Fax:(503)443-3700 REV.it
ALTERNATE:
IF UNIT IS ORIENTED PER THE ALTERNATE OPTION ON 1/SK3 THEN ATTACH
CURB TO STRUCTURE AS FOLLOWS:
-AT SHORT SIDES THE CURB WILL LIKELY NOT BE SUPPORTED DIRECTLY
ON JOISTS. PROVIDE FLAT BLOCKING BELOW THE SHORT SIDES OF THE
CURB AND ATTACH CURB W/MINIMUM (5)#10 SCREWS EACH SIDE
THROUGH ROOF SHEATHING AND INTO BLOCKING.
-AT LONG SIDES OF THE CURB ATTACH TO EACH DOUBLED UP JOIST
BELOW WITH (2)#10 SCREWS, MINIMUM 1 1/2" PENETRATION INTO JOISTS.
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MECHANICAL UNIT EQ. SPACED •44444%L.
DOTH WA
BY OTHERS YS
TYP. ell
611
16 GA. CLIPS W/ (S)
#I0 TEK SCREWS PER 16 GA. CLIP
CLIP, (4) CLIPS REQ'D. N.T.S.
SEE PLAN VIEW FOR ���
CLIP LOCATION � II I'-0", TYP.
um
WOOD BLOCKING
�M CLIP
REQUIRED LOCATION
(4) TOTAL
FLASHING AND INSULATION MECH. UNIT
NOT SHOWN FOR CLARITY OUTLINE
WATERPROOFING BY OTHERS PLAN VIEW
N.T.S.
em
1 CENTER CURB ON NEW
PROVIDE #I0 SCREWS e OR EXISTING STRUCTURAL
1'-0" 0/C AND AT 6" FROM MEMBER
ENDS OF CURB. MINIMUM I'/2
EMBED INTO STRUCTURAL
MEMBER, TYP.
SECTION A CUR5 (RTU#2)
RTU-01 SCALE: 1l/2" = 1'-0"
ILAKTM RIPPEY BYJW DATE
CONSULTING ENGINEERS SDAO- MECH
CHK BY DATE
7650 SW Beveland,Suite 100
Tigard,Oregon 97223 JOB NO 18058
Phone:(503)443-3900
Fax:(503)443-3700 SHEET SK5 OF
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,EAKTM RIPPEY BY3"' DATE
CONSULTING ENGINEERS r,
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7650 S.W.Beveland St,Suite 100 JOB NO 10t)St3
Tigard, Oregon 97223
Phone(503)443-3900 SHEET C) OF
Title Block Line 1 Project Title:
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Lie.#:KW-06002562 Licensee:tm rippe 'cnnsutting erigineors;
Description:: 81 supporting RTU 1
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Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method:Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity
Load Combination IBC 2012 Fb- 1650 psi Ebend-xx 1700 ksi
Fc-Prll 1350 psi Eminbend-xx 900 ksi
Wood Species :SP/SP Fc-Perp 650 psi Ebend-yy 1500 ksi
Wood Grade :24F-V4 Fv 210 psi Eminbend-yy 790 ksi
Ft 975 psi Density 34.32pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.102)
° ° ___8_. D(0.213°S 0.35) ° ° ° °
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3.125x12
tifitiiel
Span= 14.50ft
; 4p$It'd Loa..d$ ,.u ±x , x... Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.210, S=0.350, Tributary Width=1.0 ft,(DL+SL)
Uniform Load: D=0.1020 k/ft,Extent=3.0-->>11.330 ft, Tributary Width=1.0 ft,(RTU 1)
M4.I; iefig! Y y ._....;.}r o Destgn OK
Maximum Bending Stress Ratio = 0.98G 1 Maximum Shear Stress Ratio = 0.655 : 1
Section used for this span 3.125x12 Section used for this span 3.125x12
fb:Actual - 2,705.99 psi fv:Actual = 158.26 psi
FB:Allowable = 2,760.00 psi Fv:Allowable = 241.50 psI
Load Combination +D+S+H • . Load Combination +D+S+H
Location of maximum on span = 7.250ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.458 in Ratio= 380>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.838 in Ratio= 207>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vayctm',uim tutees.&Sties Ear.' as 1 Qombi�natrArls.;;;
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr C m C t C L M tb Pb V fv F'v
+D+H 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.571 0.371 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,234.24 2160.00 1.75 70.09 189.00
+D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Lenglh=14.50 ft 1 0.514 0.334 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1234.24 2400.00 1.75 70.09 210.00
+D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.411 0.267 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,234.24 3000.00 1.75 70.09 262.50
+D+5+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00
Ca..
Title Block Line 1 Project Title:
You can change this area Engineer: Project ID:
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Title Block Line 6 Printed:212FEB 2818 815AM
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Lia#:t W-06OQ2562 Licensee:41f.rippey consulting engineers
Description: B1 supporting RTU 1
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FN Ci Cr Gm C t CL M lb Pb V fv Pv
Length=14.50 ft 1 0.980 0.655 1.15 1,000 1.00 1,00 1.00 1.00 1.00 16.91 2,705.99 2760.00 3.96 158.26 241.50
+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.411 0.267 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,234.24 3000.00 1.75 70.09 262.50
+D+0.750L+0.7503+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.847 0.564 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.61 2,338.05 2760.00 3.41 136.21 241.50
+D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 11 1 0.321 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,234.24 3840.00 1.75 70.09 336.00
+D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 fl 1 0.321 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,234.24 3840.00 1.75 70.09 336.00
+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.321 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,234.24 3840.00 1.75 70.09 336.00
+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.609 0.405 1.60 1.000 1.00 1,00 1.00 1.00 1.00 14.61 2,338,05 3840.00 3.41 136.21 336.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.609 0.405 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.61 2,338.05 3840.00 3.41 136.21 336.00
+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14.50 ft 1 0.193 0.125 1,60 1.000 1.00 1.00 1.00 1.00 1.00 4.63 740.54 3840.00 1.05 42.05 336.00
+0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=14,50 ft 1 0.193 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.63 740.54 3840.00 1.05 42.05 336.00
}Qver 11 dom%beffections '. ::
Load Combination Span Max.'-"Deft Location in Span Load Combination Max."+"Den Location in Span
+D+S+H 1 0.8376 7.250 0.0000 0.000
Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.490 4.480
Overall MINimum 2.538 2.538
+D+H 1.952 1.942
+D+L+H 1.952 1.942
+D+Lr+H 1.952 1.942
+D+S+H 4,490 4.480
+D+0.750Lr+0.750L+H 1.952 1.942
+0+0.750L+0.750S+H 3.855 3.845
+D+0.60W+H 1.952 1.942
+D+0.70E+H 1.952 1.942
+D+0.7501r+0.750L+0.450W+H 1.952 1.942
+D+0.750L+0.750S+0.450W+H 3.855 3.845
+D+0.750L+0,750S+0.5250E+H 3.855 3.845
+0.600+0.60W+0.60H 1.171 1.165
+0.60D+0.70E+0.60H 1.171 1.165
D Only 1.952 1.942
Lr Only
L Only
S Only 2.538 2.538
W Only
E Only
H Only
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CONSULTING ENGINEERS
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7650 S.W.Beveland St,Suite 100 -, loll NO i$oS$
Tigard, Oregon 97223
SHEET C
Phone(503)443-3900 _ OF
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Lic.#b-KW-06002662 Licensee:tm rippey consulting engineers
Description: Alternate:Ceiling joists supporting RTU 2 turned
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method:Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 31.20 pcf
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
D(0.093)
b o- -.b..__._-.D(0.02 )05(0.042) 0 o b
N ry n. 2. - _§ t R 3s a :i v�r : a< .�a �. r i a s - s a i i &n
;EY s _ a� s w :a7; ssy, k*' n .E x,x :"a' ds s v s era '� ing
ff e e w a ll r x t^b �^`, S -r y t x 1- 4 r�s a>r x f 4:$' ,,, t 4 a ^ext ,.,, q
4 4 q {
2x6
Span=7.0 ft
411..0401: f p4 s ,s ..a :. ,,. . , Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0250, S=0.0420, Tributary Width=1.0 ft
Uniform Load: D=0.0930 k/ft,Extent=1.750->>5.250 ft, Tributary Width=1.0 ft
CLtxE, t't) I.c) -.) ii43(,. t.Ap ,* rdt EX1114 .4t4 1
DESIGNP J MA. 'Y L` _.. .. Desi.n OK
rMaximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio = 0.323 : 1
Section used for this span 2x6 Section used for this span 2x6
fb:Actual = 1,329.07 psi iv:Actual = 66.94 psi
FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.069 in Ratio= 1224>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.218 in Ratio= 386>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
1Vlaxtrituir`t'rlaf' asli tlilit r L.Oad Co tlitrl ttgri ;
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C 1 Cr C m C t C L M tb Pb V fv F'v
+D+H 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.875 0.269 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 920.88 1053.00 0.24 43.53 162.00
+D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 11 1 0.787 0.242 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0,58 920.88 1170.00 0.24 43.53 180.00
+D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.630 0.193 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 920.88 1462.50 0.24 43.53 225.00
+D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
C5
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Title Block Line 6 NNW 28 FEB 2018,8:39M1
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•Lic.tt•:•KW-06002562 .Licensee•:tm rippeyiconsulting engineers
Description: Alternate:Ceiling joists supporting RTU 2 turned
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V C d C FN C i Cr Cm C t CL M lb Fb V iv FW
Length=7.0 ft 1 0.988 0.323 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.84 1,329.07 1345.50 0.37 66.94 207.00
+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00
Length=7.0 ft 1 0.630 0.193 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 920.88 1462.50 0.24 43.53 225.00
+D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.912 0.295 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.77 1,227.02 1345.50 0.34 61,08 207,00
+0+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0,492 0.151 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0,58 920,88 1872.00 0.24 43.53 288.00
+D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.492 0.151 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 920.88 1872.00 0.24 43.53 288.00
+D+0.7501r+0.7501+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.492 0.151 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.58 920,88 1872.00 0.24 43.53 288.00
+D+0.7501+0.750S+0.4501N+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00
Length=7.0 ft 1 0.655 0.212 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.77 1,227.02 1872.00 0.34 61.08 288.00
+D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00
Length=7.0 ft 1 0.655 0.212 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.77 1,227.02 1872.00 0.34 61.08 288.00
+0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.295 0.091 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 552.53 1872.00 0.14 26.12 288.00
+0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=7.0 ft 1 0.295 0.091 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 552.53 1872.00 0.14 26.12 288.00
e Overall,tea dm�um t eflleatwtons _ $ >'
Load Combination Span Max.°'Defl Location in Span Load Combination Max."+'Deft Location in Span
+D+S+H 1 0.2176 3.526 0.0000 0.000
V OnE�+yy.E?��.','rX�i�: {��,�'.
' a. p ` Support notation:Far left is#1 Values in KIPS
..:�� ,....��„:sh'�,� �I�k n#�3 3 srYr F
Load Combination Support 1 Support 2
Overall MAXimum 0.397 0,397
Overall MINimum 0.147 0.147
+D+H 0.250 0.250
+D+L+H 0.250 0.250
+D+Lr+H 0.250 0.250
+D+S+H 0.397 0.397
+D+0.750Lr+0.750L+H 0.250 0.250
+D+0.750L+0.750S+H 0.361 0.361
+D+0.60W+H 0.250 0.250
+D+0.70E+H 0.250 0.250
+D+0.750Lr+0.750L+0.450W+H 0.250 0.250
+D+0.750L+0.7505+0.450W+H 0.361 0.361
+D+0.750L+0.750S+0.5250E+H 0.361 0.361
+0.60D+0.60W+0.60H 0.150 0.150
+0.600+0.70E+0.60H 0.150 0.150
D Only 0.250 0.250
Lr Only
L Only
S Only 0.147 0.147
W Only
E Only
H Only
Co
e,M- }
Wind and Seismic Loads on Mechanical Unit
Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based
on the ASCE 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:= 120mph
Exposure:_ "B"
Vasd riO (Is wind speed ASD?)
Seismic Parameters
SDS:_ .723
ap:= 2.5
RP:=6.0
IE:= 1.0
Building Dimensions
Category:_ "II"
Roof Elevation:= 20ft Building_Width:= 105ft Building Depth:= 5011
Mechanical Unit Dimensions
Displacement:_ "Fan Unit"
Weight:= 15601b
UnitHeight:= 67in
Width:= 30in
Length:= 100in
Curb= Oin
Curb Width:= 30in (Dimension for Calculating Overturning Uplift)
SUMMARY(ALL VALUES ARE ASID) Method Used= "ASCE 7-10 Section 29.5.1"
D= 1.56 x 103 lb - WwindUpliftASD= 403 lb
Displacement= "Fan Unit" (From ACSE 29.5-3)
iti EASD= 3951b
hseismic=2.792ft ` $ WWindASD= 1140 lb
(From ACSE 29.5-2)
X= 2.511
hWind= 2.792 ft TWindTotalASD= 1006 lb
Notes: TseismicASD= —27 lb
1.Positive sign convention shown.Negative values Indicate opposite direction
2.X equals the width between attachment points For overturning '1M
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TM RIPPEY BY ,17.14 DATE
LL�YL CONSULTING ENGINEERS
$M / CI4 CHK BY DATE
7650 S.W.Beveland St,Suite 100 JOB NO ( USI
Tigard,Oregon 97223Cil
Phone(503)443-3900 SHEET OF
PrIA
Wind and Seismic Loads on Mechanical Unit
Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based
on the ASCE 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:= 120mph
Exposure:= "B"
Vasd•= no
(Is wind speed ASD?)
Seismic Parameters
SDS:_ .723
ap:= 2.5
Rp:= 6.0
II; - 1.0
Building Dimensions
Category:= "II"
Roof Elevation:= 20ft Building_Width:= 105ft Building_Depth:= S0ft
Mechanical Unit Dimensions
Displacement:_ "Fan Unit"
Weight:= 5131b
UnitHeight:= 54in
Width:= 32in
Length:= 42in
Curb:= 14in
Curb Width:= 27in (Dimension for Calculating Overturning Uplift)
SUMMARY(ALL VALUES ARE ASD) Method Used= "ASCE 7-10-Section 29.5.1"
D= 513Ib ' WWindUpliftASD 181 Ib
Displacement= "Fan Unit" ( (From ACSE 29.5-3)
•,(,' EASD= 1301b
hscismic= 3.417 ft WWindASD =4861b
(From ACSE 29.5-2)
hWind= 2.833 ft X= 2.2511 I
� .\Il✓'
TWindTotalA.SD= 549 lb
Notes: TseismicASD=43 lb
1.Positive sign convention shown, Negative values Indicate opposite direction
2.X equals the width between attachment points for overturning
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