Specifications I4X-GZ 22O Do 769
7650 S. W. Beveland St. RECEIVED
11\Z TMRIPPEy Ti ar Ore on 97223 " `� "r �!
g d, g F�
CONSULTING ENGINEERS Phone: (503)443-3900 ..J
Fax: (503)443-3700 CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
PROJECT: NWCE—ARTISTIC EV SATELLITE SHOP
LOCATION: 7565 SW HUNZIKER RD. TIGARD,OR,97223
CLIENT: NORTHWEST COLLISION EQUIPMENT pp^,�
DATE: AUGUST 3,2020 III(_.l [wf�/O
PROJECT NUMBER: 20222 8512PE
61416
OREGON
cpP O
T• 19 , ti
%
TABLE OF CONTENTS: E
EXP: 6/30/22
ITEM SHEET NUMBER
GENERAL NOTES NI
DETAIL SK1 —SK5
CALCULATIONS Cl — C10
DESCRIPTION:
THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR THE
ANCHORAGE OF(1)NEW MIXING ROOM,(1)NEW PREP STATION AND(1)NEW PAINT
BOOTH TO AN(E)SLAB ON GRADE,AS WELL AS SUPPORT/ANCHORAGE OF THE
EXHAUST AND INTAKE DUCTS ABOVE THE ROOF LINE.THE PAINT BOOTH IS TO
SUPPORT THE VERTICAL SECTION OF DUCTING BELOW THE ROOF LINE.DESIGN OF
THE PAINT BOOTH AND MIXING ROOM IS BY THE SUPPLIER.
GENERAL STRUCTURAL NOTES
r41114.;ODE 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. IN ADDITION TO THE DEAD LOADS,THE
FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC:
TOTAL WEIGHT OF DUCTING AND COLLAR TO BE SUPPORTED BY ROOF STRUCTURE:360 LBS
TOTAL WEIGHT OF HORIZONTAL RUN ON EACH JOIST:88LBS.
ROOF SNOW LOAD:25 PSF
LATERAL WIND FORCE: 127.5 LBS(ULT)
WIND SPEED:96 MPH(3-SECOND GUST)
EXPOSURE B
SEISMIC IMPORTANCE FACTOR le: 1.0
SITE CLASS:D(ASSUMED)
SDS=0.69
ap=1.0,Rp=2.5
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.
CONCRETE ACCESSORIES:
ApriCONCRETE WEDGE ANCHORS SHALL BE"POWER BULL"(OR ENGINEER APPROVED EQUIVALENT)INSTALLED PER
ANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT.
rt COLD-FORMED STEEL:
LIGHT-GAGE STEEL COMPONENTS SHALL HAVE THE FOLLOWING MINIMUM DESIGN STRENGTH UNLESS OTHERWISE NOTED IN
THE PLANS:
Fy=33,000 PSI FOR 18 THROUGH 43 MIL DUCTING.
FASTENING OF COMPONENTS SHALL BE WITH#8 SELF DRILLING SCREWS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
PENETRATION OF ALL SCREWS THROUGH JOINED MATERIALS SHOULD NOT BE LESS THAN 3 EXPOSED THREADS,INSTALLED AND
TIGHTENED IN ACCORDANCE WITH THE SCREW MANUFACTURER'S RECOMMENDATIONS. THE MINIMUM REQUIRED SCREW
STRENGTH SHALL BE THE AVERAGE NOMINAL SHEAR AND TENSION STRENGTH LISTED IN CFSEI TECH NOTE F701-12 FOR THE SIZE
OF SCREW SPECIFIED. WHERE MULTIPLE SCREWS ARE USED,THEY SHALL HAVE A CENTER-TO-CENTER SPACING OF AT LEAST 3
TIMES THE SCREW DIAMETER U.N.O. SCREWS SHALL BE LOCATED AWAY FROM ANY STEEL EDGES A MINIMUM OF 1.5 TIMES THE
SCREW DIAMETER U.N.O
INSPECTION:
SPECIAL INSPECTIONS:IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE PROJECT
SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY
THE OWNER FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION PROGRAM.
1) `POWER BULL WEDGE ANCHOR'TO THE EXISITNG SLAB.(PERIODIC)
THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT COMPLYING WITH THE
PROJECT SPECIFICATIONS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE
ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS
WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT.
FLASHING AND WATERPROOFING:
ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS.
1M1iZ TM RIPPEY
Consulting Engineers By: AM Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 NWCE—ARTISTIC EV SATELLITE SHOP
Tigard,Oregon 97223 Job#: 20222
Phone:(503)443-3900 7565 SW HUNZIKER RD.TIGARD,OR,97223 Sheet: NI Of:
11111
75:. So
Hun iker Street
444.6,
ri2iker st
AREA OF WORK FOR (1) NEW PAINT BOOTH, (1)
ADDRESS: PREP STATION, AND (1) NEW MIXING ROOM, AND
7565 SW HUNZIKER RD, TIGARD, OR THEIR ASSOCIATED EXHAUST AND INTAKE
97223 SYSTEMS.
EXACT LAYOUT IS BY INSTALLER AND SHALL
FOLLOW LOCATION GUIDELINES FOR LARGE
1 DUCTWORK PER 1/SK2.
SITE PLAN LOCATION
`SK1
MKTM RIPPEY
Consulting Engineers By: AM Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 NWCE-ARTISTIC DESIGN PAINT BOOTH
Tigard,Oregon 97223 Job#: 20222
Phone:(503)443-3900 7565 SW HUNZIKER RD,TIGARD, OR 97223 Sheet: SK1 Of:
EXHAUST TO BE LOCATED 30'-0"FROM
PROPERTY LINE MIN.(VERIFY)
33'-013"
6'-24„ 26'-1 16'
8'�a �_ 9,74�, 4 -0 8 I (E)TRUSS @ 4'-0"O/C.TYP.
1 I 1 r •
-ilF 1 i t 1 1 1 1 1
_1 1. ,,�1
M 4X6 HEADERS WITH SIMPSON'HUC46'AT EACH
i - O' END OF EACH HEADER W/0.148"X 3"NAILS
in71 1 1 1 1 ALL HOLES. PROVIDE 2X BLOCKING BETWEEN
LMU 1 PANEL POINTS PER 1/SK4.
- 1 ' 1 T 1 1 1
I I I I 1 I CONCRETE
v` I I I I I I I r RAMP vim
r
1 1 1 1 11 1 1
I I I I ' I I
i 'Vii' --1 — —I
MIX ROOM
, NN 1 I 1 1 /I STEP
I I1.t
5-64
zu
II
I1- 1 - 1 I I
I
# _c\R %yG1 NE44�
1 1 1 I 1 1 1 8512PE
. I r I I I I I 1y/J
1 1 i
1 1 1 1 / // 61/I- I , I i_1 I I oREGGN
bth ✓y T 1 9 , ‘1' ' '
N -- I I I I I I I 9 rt E w����
° I I Li I I I ) EXP: 6/30/22
j
J3I•4 I __1
(V
3' 3,-2-,
PROVIDE ROUND DUCTING HANGER STRAP AT EACH
NOTE: PAINTBOOTH TO SUPPORT VERTICAL TRUSS.ATTACH STRAP TO TRUSS BOTTOM CHORD
SECTION OF DUCTING AT ALL LOCATIONS. USING 3/8"THREADED ROD W/SIMPSON'3/8"
VERTICAL WOOD ROD HANGER(RWV37100)'. PROVIDE
SEISMIC BRACING FLAT STRAPS @ 8'-0"0/C.TYP.
SITE PLAN LOCATION
SK2
MKTM RIPPEY
Consulting Engineers By: AM Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 NWCE-ARTISTIC DESIGN PAINT BOOTH Job tr: 20222
Tigard,Oregon 97223
Phone:(503)443-3900 7565 SW HUNZIKER RD,TIGARD, OR 97223 Sheet: SK2 Of
EXHAUST VELOCITY CONE TO BE
PLACED 6'ABOVE ROOF PENETRATION
AND MUST MAINTAIN A MINIMUM OF 10'
STACK TO BE VERTICALLY AIR INTAKE DUCT TO BE FROM INTAKE DUCTING.
CRATED FROM INTAKE DUCT PLACED AT LEAST 26"ABOVE
.Y A MINIMUM OF 3'. ROOF PENETRATION.
.,
..... ,`p
i .
um
, -' METAL COLLAR PER 1/SK4
I ■
-- - -- -- -- ---
SIMULATED ROOF LINE
II111.1111111..1
I 11111111111.1.1.1.1.11111
I , 111111111
/ MI
HEADER SYSTEM PER 1/SK2.
'IIIII1 1.1.1M6LIMill
IIIIIIII
��I
ll ri:11‘11.10-VI
ow 4”,
MUNI
k�`� PRsi
I G1NE9r ! 8512PE \�
ii
OREGON
✓ ,,. 40
Li ', 19 , N'
9 I(Y L E W c‘- �\,%
EXP: 6/30/22
NOTE:PAINTBOOTH TO SUPPORT VERTICAL BOOTH ATTACHMENTS TO SLAB PER 1/SK5.
SECTION OF DUCTING AT ALL LOCATIONS.
DESIGN AND ASSEMBLY OF
PAINT BOOTH IS BY OTHERS.
CC PAINT BOOTH DUCTING ELEVATION
�SK3 NOTE:-TMR COMMENTS ARE BOXED.
-DRAWINGS BY SUPPLIER AND ARE FOR REFERENCE ONLY.
1 _ TM RIPPEY
Consulting Engineers By: AM Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 NWCE-ARTISTIC DESIGN PAINT BOOTH Job#: 20222
Tigard,Oregon 97223
Phone:(503)443-3900 7565 SW HUNZIKER RD,TIGARD, OR 97223 Sheet: SK3 Of
N
(E)2X6 TRUSS CHORD. PROVIDE 2X6 BLOCKING BETWEEN TRUSS TOP CHORD PANEL POINTS.
NAIL LAMINATE TO TRUSS CHORD AT EACH END USING(4)0.148"X 3"NAILS
<1.C. ___I/
/ AT 3"0/C EACHWAY AT ENDS AND 1'-0"0/C IN FIELD.
L� I I I____k
' O O DUCT SUPPORT COLLAR
L4x4x16GAxCONT.AND BEARING
DIRECTLY ON(E)PLYWOOD ROOF DECK.
FASTEN COLLAR W/(2) 1/4"0
o O SCREWS INTO EACH HEADER. 3"
,....00000111(
MIN. EMB. INTO HEADER TYP.
AND CENTERED ON HEADER
WIDTH.
i
0 O
CONNECT COLLAR TO DUCTING
iiiiiiit
USING(12)#10 1"SCREWS, EVENLY
SPACED AROUND PERIMETER.
HEADERROOF FT BELOW
DECK S YS 1/SK2.
io - o
I
PROiTiy
. G1NEED 9
NOTE: ALL WATERPROOFING BY OTHERS C 8512PE
att:
s OREGON
✓ ,A %, Z
,f T 19 , ' %N,
�� KILE W����
� '1 HEADER AND CINCH CONNECTION EXP: 6/30/22
K�
,1 K TM RIPPEY
Consulting Engineers By: AM Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 NWCE-ARTISTIC DESIGN PAINT BOOTH
Tigard,Oregon 97223 Job#: 20222
Phone:(503)443-3900 7565 SW HUNZIKER RD,TIGARD, OR 97223 Sheet: SK4 Of
,00.0010.
BOOTH PANEL
1 . •
6" ± v
•
•
ATTACH PAINT BOOTH,PREP ROOM AND MIXING ROOM NOTE:ALL PAINT BOOTH AND MIX ROOM
CONTINUOUS BASE RAIL TO(E)CONCRETE SLAB ON GRADE FRAMING IS BY SUPPLIER.SEE PAINT
USING 3/8"0 X 2-3/8"NOM. EMB.POWER BULL WEDGE ANCHOR BOOTH SUBMITTAL.
@ 4'-0"0/C MAX AND WITHIN 1'-0"FROM ENDS.
w,GI Ng7�
/ 8512 l
_ ' s OREGON
✓f/, 7• 1 9 , boo ��
q I(YL E WO
EXP: 6/30/22
(1) PAINTBOOTH AND MIXING ROOM ANCHORAGE
MKTM RIPPEY
Consulting Engineers By: AM Date:
7650 SW Beveland Street Chk By: Date:
Suite 100 NWCE-ARTISTIC DESIGN PAINT BOOTH Job#: 20222
Tigard,Oregon 97223
Phone:(503)443-3900 7565 SW HUNZIKER RD, TIGARD, OR 97223 Sheet SK5 Of
S Locac;on W Nun/l k (t Pd. 'I 1<<u(4; . o r '''IZ;,
(0f) Oes' n cr;kr;a; Qep,.d l6„d; /ZpoF;4b 3o tk F'
3/y"' 1,00,j 2,3f5E
TnISs 11.0"0 'f,S(96 F —P 10 t
Snot) 414 a 2CfifF 1.04 sap,' lgN,1)
witV load = - G\cF AF (71'00 as r!.innneyt 116c 7-1b 7o,lr)
c 8512PE \l 0 Al,M 2 - r&F
/ X . � tZt (avr�as�(o,6ZX t,o)( ,0)(t. x ®h) _ I l0 3
(„/ G, _ a,s s
OREGON
APT tio° = cF, o,6 ( Fig 1A.if-19
I)
YL E W\-\ AF iirca-
EXP: 6/30/22 , F = (l�/.63f g4,g5)(t9,0( Ili) = 7,s'(Asp)
SCisniclor6l : FP- att(i,o)(0,GAO(v,P) _ 0.33 (WP)
(n
✓FP6;;n= 0,3(0, (gtt)(I,d)( W p) = 0.707 Lwe)
(VI I') 610Uara0. . kt e,l It vt ; WORST CASE DEMAND.
t ' vi Surf-e arem oc OPO- = ( 1n /&Z')( 6(-a") 4 l� f4
2
wln� Io6)i (17 147) I27,S h,
W aF c�1"5 ' g lit y 1IS/FJ- ( I Z r}) = Z6t I b5 4- 30'�'(,;,,tt,)
�� k� 0� ,
Sei;noc tpo� - t7,$3(300'l'�) = 441b5 - 3on !bs
lnl1 /o d 990Vtrrl5., v
CONSULTING /tJ,
hA K TM RIPPEY BY (4 M DATE
ENGINEERS
CHK BY DATE
7650 S.W. Beveland St, Suite 100 JOB NO 10222
Tigard, Oregon 97223
Phone(503) 443-3900 SHEET L OF
tity„4 (were) )
d, 6 /9 1- 0,6 w b. 6(12 (ZZ,�Ii�b�f) (hill& i f- (4( , t 11-c)
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V0
Tom'►= (ZNY. G•tfig •F" 3a6• ")( (Z"rgr/2)
Trns`on = 1 N.'N II'5 (460)
Sf4a.r = . -7G,5Ih5 (Ydso) I(n,��c'
(cmetI\61 , Cei(hr;
10 Su G✓into Z6314`
(rot' c (la) t(lo Se-feu/3 ev1Aly 56c,cc arund (xriP,-Pkr•
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I-fern der Oes,c n 1.
1-104 cr Sy 5 ico, Far tv '( ( (vremcS.
Sre. ri„ ;=, o I-,.,„/ by ,51)r F F,e,, ✓
I BY t1M
/1 M� TM RIPPEY DATE
CONSULTING ENGINEERS
CHK BY DATE
7650 S.W. Beveland St, Suite 100 JOB NO (N42(/
Tigard,Oregon 97223
Phone(503) 443-3900 SHEET (Z OF
OAPiik kvAr!„ I` IL/ ' due-0I1@
opielltk
ii16I1ci (,{tie /1,ur!4hes3
T _ 0,()vo )( `! - S = '3°1't
(.31.III - 2( aGS'lb)) = 33,E 'I
0,0tI o ?( 311 " - 33,c" ) _ 7 (o55. 33'^ I
v = 1 /z = 1-7"
(A5G) M = ( 76. 5 ihs)( 7ZI%2) = ?'!SW I6• ^
51red5
�u = M(v) _ ( 7 7sv''- ^)(s-)1") GI 195'
1 7403 '^1Y
ini f = a3 k5, 3 3/060 4 __ 'I G 766- Y5 > (0`6 K5 o Gkay V
cf� I ,67 I.6)
emk Covpli^y ((IMIAGt)t;'i,; 'oh ner t`c4,61,)I�MLnf�;
11 5c,.c 262,"
.qi16.5-145)(30"/3ticA) II 164
&Gt(, f14.5/2,63/ '- 63/ min.
'14 Pin CoU (0011(0I& USG ( 1( s,re,w3 eV&1 I y SQa(.(� c,(twkA n MelEr
24" DUCTING IS TO BE INSTALLED USING THE SAME ATTACHMENT AND HEADER SYSTEM.
DEMAND ON 24" DUCTING IS LESS THEN THE DEMAND ON THE 34" DUCTING, THEREFORE DESIGN
CRITERIA IS MET BY OBSERVATION.
it n / K TM RIPPEY BY I1�'1 DATE
.1. � CONSULTING ENGINEERS
CIiK BY DATE
7650 S.W. Beveland St, Suite 100 Ioe No ,-OV - .
Tigard, Oregon 97223
Phone(503) 443-3900 SHEET t3__ OF�_
)' I
EYIP'?A t,( to"d ;r1)p
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SGi-o"
VL 1--5j. (i c rx E a z '5'9 f 1
117 0 " Tr:1
_ `✓ I( 1V55 icoci�� W pfil G4� i W� 6014, PX�s�/�� GGk� n SWvG �i5� 1400�
O
P P2-
50'_0u
F1 ib f I Ilb( 1 a S/ l
+ z Ca? ') -- si Ibsit Lis
OZ = N041 l\(6,d er 04- Co(lfr loNv
)
lr)(i° .."3 Alf z So(b k ;{ [Aew) Mx = so.so6�`. f /o ei,`CFPrViceIOK. �cf,TFDG
V,c = i(,o t- vx = ,7O ti:.IFerrnce ,pk
/AJ
TM RIPPEY BY /r M DATE
1�1�.
CONSULTING ENGINEERS
CHK BY ^/ DATE
7650 S.W. Beveland St, Suite 100 JOBNO IOW
Tigard, Oregon 97223
Phone(503) 443-3900 SHEET y_-_OF
PAINT BOOTH AND MIX ROOM ANCHORAGE
lukrAi NJ on willh = Obi -2 ��� s��F) = g0., PI
5{,1(.l wall 4r-or Otrdod 81,A PJF (3u/I ft 1113,s too
.,
lerly w„,; c 1,e,r betAfisl g0,e1 OF (MO-)A y 33,7� lba (�I+)
(U I t) AN/vs = :Ivr 4e _—y
—
1 ;A( =up Ca rs
SG,y/�/f' (,).
( 1 f 196004 eel Gr IS-I. 7 �55
5-
.1ihs
r
'SeiSMi(, ( 1-/2 o) d o FP�r�n (h20-1 w1'
1id 7-115f (IYhGv) �I (?SF((4.to) v 075f( 0,207 701.211a. ( n5
�ovfl�
f p� y PIF1 d12 m7� R 13,25 yid
(n I b = 1 ( Per tic leap Vend
�y rc 1 see sk,,r �� rf ( V)0) 1- 701* (b J /z • = 757. /. S /t/ 1,50.5 13s w/0 arc
10", ()< � c dIf( 17 P4)(z) 4 70142 '14 /z 5nbi 'b$ l R rs 7r7 ;65 w/o 4
3/8" 0 X 2-3/8" NOM. EMB. POWER BULL WEDGE ANCHOR @ 4'-0" 0/C MAX AND
WITHIN 1'-0" FROM ENDS.
BY OBSERVATION DEMAND «< CAPACTY. THEREFORE, ANCHOR IS OKAY.
rti K RovM 14 c.1-a- i,N l r r u kin 1 IA,`(
a- AS pUjn 600E11.
M 1\ 1 r
� T M RTPP Y BY AM DATE
CONSULTING ENGINEERS
CHK BY DATE
7650 S.W. Beveland St, Suite 100 JOB NO I.,
Tigard, Oregon 97223
Phone(503) 443-3900 SHEET G OF
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings"menu item Project ID:
and then using the"Printing& Project Descr:
Title Block"selection.
k„�„am itle Block Line 6 Printed 3 AUG 2020. 9 12AM
general Beam File:20222-HeaderandTrussAnalysis.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31
Lic.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS
DESCRIPTION: (E)Truss Loading
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 50.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4
o b D(0.06�S(0.1)
b b
Span=50.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=4.0 ft,(Dead and Live Load)
DESIGN SUMMARY
Maximum Bending= C50.000 k-) Maximum Shear= 4.0 k
Load Combination +D+s Load Combination +I+
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Location of maximum on span 25.000 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 4.888 in 122
Max Upward Transient Deflection 0.078 in 7733
Max Downward Total Deflection 7.821 in 76
Max Upward Total Deflection 0.028 in 21481
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn.L= 50.00 ft 1 50.00 50.00 4.00
D Only
Dsgn.L= 50.00 ft 1 18.75 18.75 1.50
+D+S
Dsgn.L= 50.00 ft 1 50.00 50.00 4.00
+D+0.750S
Dsgn.L= 50.00 ft 1 42.19 42.19 3.38
+0.60D
Dsgn.L= 50.00 ft 1 11.25 11.25 0.90
Overall Maximum Deflections
Load Combination Span Max "-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+5 1 7.8207 25.250 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.000 4.000
Overall MINimum
D Only 1.500 1.500
+D+S 4.000 4.000
+D+0.750S 3.375 3.375
+0.60D 0.900 0.900
'' S Only 2.500 2.500
C6
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings"menu item Project ID:
and then using the"Printing& Project Descr:
Title Block"selection.
Block Line 6 Printed' 3 AUG 2020, 915AM
3etlePal Beam File:20222-Header and Truss Analysis.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31
Lic.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS
DESCRIPTION: (N)Truss Loading(Exhaust)
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 50.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4
D(0.zO4) D(0104)
D(0.061 S(0.
X -- i
x
4
Span=50.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=4.0 ft,(Dead and Live Load)
Point Load: D=0.2040 k @ 3.0 ft,(H1)
Point Load: D=0.040 k @ 40.0 ft
DESIGN SUMMARY
Maximum Bending = 50.506 k-ft Maximum Shear= 4.20 k
Load Combination Load Combination +■+
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Location of maximum on span 25,000 ft Location of maximum on span 0.000 ft
Maximum Deflection
Max Downward Transient Deflection 4.888 in 122
Max Upward Transient Deflection 0.078 in 7733
Max Downward Total Deflection 7.914 in 75
Max Upward Total Deflection 0.029 in 20655
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn.L= 50.00 ft 1 50.51 50.51 4.20
D Only
Dsgn.L= 50.00 ft 1 19.26 19.26 1.70
+D+S
Dsgn.L= 50.00 ft 1 50.51 50.51 4.20
+D+0.750S
Dsgn.L= 50.00 ft 1 42.69 42.69 3.57
+0,60D
Dsgn.L= 50.00 ft 1 11.55 11.55 1.02
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+S 1 7.9136 25.000 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.200 4.044
'''' Overall MINimum
D Only 1,700 1.544
+D+S 4.200 4.044
+D+0.750S 3.575 3.419
+0.60D 1.020 0.927
S Only 2.500 2.500
C7
Simpson Strong-Tie®Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON
Wood Rod Hanger Design Information — Wood Strong-Tie
Tension Wood Rod Hanger Allowable Loads *
Loads
Model Rod Size Minimum Minimum Minimum DF SP SPF UL FM
No. Dia. Edge Dist. End Dist. Spacng Approval Approval
(in.) (in.) (in.) (in.) (in.) Ultimate Allowable Ultimate Allowable Ultimate Allowable Pipe Size Pipe Size
lb. lb. lb. lb. lb. lb. in. in.
RWV25200 1/4 1/4x2 1,875 375 2,165 435 1,540 I 310 — ____
ill `WV37100 % 1/4x1 ._> 2% 2% 765 ®, MAXIMUM DEMAND=88LBS(ASD), —
RWV37200 % 1/4 x 2 % ® T 1,875AM
HEREFORE OKAY.
RWV37212 Sib 'Ae x 21/2 31/4 31/4 3,015 605 2,960 590 2,470 495 4 4
1.Load values are based on full shank penetration into the wood member.
2.Allowable loads may be increased by CD=1.6 for wind or earthquake. L
3.Allowable loads are based on a factor of safety of 5.0. O
4.Mechanical and plumbing design codes may prescribe lower allowable loads.Verify with local codes. _C
5.Allowable loads are based on Douglas Fir-Larch(DF),Southern Pine(SP)and Spruce-Pine-Fir(SPF)wood members 0
having a minimum specific gravity of 0.50,0.55 and 0.42,respectively. C
n* Q
Shear Wood Rod Hanger Allowable Loads 1
Minimum Minimum . . 11
Loads .V
Rod minimum UL Approval
Model Size Ede End DF SP SPF
No. Dia. (in.) Distance Distance Spacing
(in.) (in) 'in) (in.) Ultimate Allowable Ultimate Allowable Ultimate Allowable Pipe Size al
lb. lb. lb. lb. lb. lb. (in.) ..0
RWH25100 1/4 1/4 x 1 1 555 110 680 135 430 85 — C
RWH37200 % Y4x2 23/a 2% 1,205 240 1,115 225 1,650 330 3
RWH37212 Sib 5Mx 2� 2 31/4 33/4 1,145 230 1,320 265 1,190 240 3
1.Load values are based on full shank penetration into the wood member. 5.Allowable loads are based on Douglas Fir-Larch(DF),Southern Pine
2.Allowable loads may not be increased for short-term loading. (SP)and Spruce-Pine-Fir(SPF)wood members having a minimum
3.Allowable loads are based on a factor of safety of 5.0. specific gravity of 0.50,0.55 and 0.42,respectively.
4.Mechanical and plumbing design codes may prescribe lower allowable
loads.Verify with local codes.
Horizontal Wood Rod Hanger
Installation Sequence
1.Attach RND62 nut driver to a drill.
, •• ■Ilftlll.hilt
�'
z 2.Insert rod hanger into the RND62 nut driver.
a 3.Using rotation-only mode,drive rod hanger until it contacts the surface.
o Do not over-tighten.RND62 nut driver will disengage the rod hanger at
w the appropriate depth to prevent over-driving.
F
z 4.Insert threaded rod.Minimum thread engagement should be equal to
rr
o the nominal diameter of the threaded insert. a,, .
z • ■itt,ntttt;ul,,; r
o *�
w
m Vertical Wood Rod Hanger
C
N A
ilig ;-
U A il, ittiattrLtp31,,--,„11 .
w
A4.
t
'..lill. ' p1, �ituuzat III '
See p.13 for an explanation of the load table icons. .--WI
C8
ESR-2254 I Most Widely Accepted and Trusted Page 4 of 8
7.2 The report holder's contact information is the
following:
CYW, INC./CHUN YU WORKS (U.S.A.)INC.,
dba WESTERN STATES FASTENING SYSTEMS
1037 WALNUT AVENUE
POMONA, CALIFORNIA 91766
(909) 627-9915
www.westsys.com
TABLE A—CROSS REFERENCE OF PRODUCT NAMES TO COMPANY NAMES
COMPANY NAME PRODUCT NAME
CYW, Inc./Chun Yu Works (U.S.A.) Inc, Power Bull Wedge Anchors
dba Western States Fastening Systems
TABLE 1—DATA FOR POWER BULL WEDGE ANCHORS FOR USE IN UNCRACKED CONCRETE1,2
CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER
•3/e Inch 1/2 inch 518 inch 314 inch
Installation Information
Anchor diameter da in. 3/8 1/2 5/8 3/4
Minimum diameter of hole clearance in fixture dr, in. 1/2 5/8 3/4 7/8
Nominal drill bit diameter dos in. 3/8 1/2 5/8 3/4
Minimum nominal embedment depth hnom In. 2 5/16 2 7/8 3 315/16
Minimum effective embedment depth hat in. 2 2 1/2 2'/2 3'/2
Minimum hole depth ha in. 2 1/2 3'/8 31/2 4 1/8
Installation torque Tani ft-lb 30 80 130 130
Minimum edge distance Cain in. 3 3 3/4 5'/4 5 1/4
Minimum spacing sal, in. 3 3 3/4 5 1/4 5 1/4
Minimum concrete thickness3 hmi, in. 4 5 6 7
Critical edge distance Cac in. 4 5 6 7
ANCHOR DATA
Category number 1,2 or 3 — 2 3 1 2
Yield strength of anchor steel fya lb/in2 44,500 44,500 75,000 _ 44,500
Ultimate strength of anchor steel fora lb/in2 60,200 60,200 85,000 60,200
Effective tensile stress area ASe,N in2 0.0597 0.112 0.192 0.285
Steel strength In tension Ma lb 3,595 6,740 16,320 17,155
Steel strength in shear VSa lb Ci,-80� 5,125 8,370 12,065
Effectiveness factor for concrete breakout kuncr — 24 24 24 24
Pull-out resistance Np,uncr lb 3,021 4,232 N/A' N/A4
Coefficient for pryout strength kcp - 1.0 2.0 2.0 2.0
Axial stiffness in service load range /3 lb/in 97,589 539,500 741,700 1,413,876
Strength reduction factor,0,for tension,steel failure modes5 0.75
Strength reduction factor,0,for shear,steel failure modes5 0.65
Strength reduction factor,t6,for tension,concrete failure modes,Condition B° 0.55 0.45 0.65 0.55
Strength reduction factor,4 for shear,concrete failure modes,Condition B° C0.70
For SI: 1 in=25.4 mm, 1 in2.=6.451 x10-4 m, 1 ft-lb=1.356 N.m, 1 lb/in2=6.895 Pa.
1The information presented in this table must be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318(-11,-08)
Appendix D.
'Installation must comply with the manufacturer's published installation instructions
3Concrete thickness must be the greater of 2h8r or the tabulated value.
'See Section 4.1.4 of this report. N/A(not applicable)denotes that this value does not govern for design.
`s'' 5Anchors are considered to be manufactured using ductile steel in accordance with ACI 318-14 2.3 or ACI 318-11 D.1,as applicable.Strength
reduction factors are for use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable,and IBC Section
1605.2.
°Condition B applies where supplementary reinforcement In conformance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,is not
provided,or where pull-out or pry-out strength governs.For cases where supplementary reinforcement can be verified,the strength reduction
factors associated with Condition A may be used.Strength reduction factors are for use with the load combinations of ACI 318-14 Section 5.3
or ACI 318-11 Section 9.2,as applicable,and IBC Section 1605.2. C9