HomeMy WebLinkAbout19405 63RD AVE NE_1581_2026 City of-arlington
NOTICE and Inspection Report
Permit No. Legal
Date Called Address T I�l�—
Time Called � Contractor/Owner Z
By Requested b
TYPE OF • REQUESTED
❑ Setback ❑ Roof Diaphragm ❑ Insulation
❑ Plumb GW ❑ Framing ❑ Gas Piping
❑ Footing ❑ Drywall Nailing al
❑ Foundation ❑ Rough4n Plumbing (PReinspection
❑ Shear Wall ❑ Mechanical ❑ Other
jj APPROVAL ❑ CORRECTION REQUIRED
❑ Corrections listed below MUST BE MADE before work can be approved.
t [J Work listed below has been inspected and approved.
❑ CALL 435-0724 FOR REINSPECTION—24 hour oUce required.
i
Inspector Date ( -7`�J
�,i
3t3!5
PACIFIC BUILDING SYSTEMS
Manufactured By Truss-T Structures. Inc.
2100 N. Pacific Hwy Woodburn, OR 97071 503-981-9581
CUSTOMER W�S'rA�- Q�1��9--n ES C 4r2-X 6CD X 1 -j 1/1 2. S Vk>tfl
�, ,� �•�D 1 T 1�1.1 —�a �GI ST�
TRUSS T STRUCTURES, INC. Job No. q +��
STRUCTURAL CALCULATIONS
1 . Building - Load Data and Material Specifications
2. Building Plan
3. Girt and Purlin Data �� p
h �
4. Endwall Frame Design and Details -
5. Bracing Design 17327
6. Rigid 9
e Design and Details 0 ATTAo4 To 6 jUST' �'q.�'�C
7. Reactions S AL
EXPIRES 8/20/
W C E—W
NOV 7 t
1.. 1 N _
�b No. J4167
�
�
Budlding Length = 60.00 ft.
B u ilding Aidth = , 42.00 ft.
gay SpacIng = 3O.O0 �.
Spe 'Width(s) (ft 42.0*
Columo Base Eleva io:s
Left Ea E Hoipht = 13.00 ft.
Left Co\umn Slupe V.V0
Left R���er Slooe = 1.A0
Right Rafter Siooe =
Ripht F.dumn Slope =
@iht Eave Heiqfv. = 16.50 ft.
Soe ia} Framing�
1 2 F E A N T 01 R A FT LE 1101i D CO 1'9N AT T CH 0 XISTIKG T FF
.
3' ~
3mau Loa-' = 2.00 osf
Live Lm± = 25.00 pof
Wind Loaa mph Exn. B
Auxiliary I = L7 UL
Auxiliary 2 = 1-T LL
Auxiliary 3 = NL A
Auxiliary 4 =
Auxiiiry5 =
S 2 ismic = 3
Special Loads/
L
2.
3.
Material Specifications.
Flange Plate Yield Strength = 45,00 xsi
Web Plate Yield Stre!Igh = 4.4.00 i--i
Rol'Led 3hanp Yield Strenpth = 45.00 ksi
Cold-Formed Yield Strength = ��.$0 ��� .
Primary Framing Fasteners = A325 bolts
Secondary Framing Fasteners ° Grade 5 bolts
Recommended Amchm Bolts = A36 bolts,
Kecommend ed RainforC g = 40^V,0 ksi
Remmmended Conoets = 2500 od
Allnwable Soil 3oaring = By Others nsf
Al}uxab}e Lateral Searing = Dy Others p-fOt
Allowable Sliding resistance = By Others
,M -
I
I
City Of 0)
ARLINGTON
UTTLITIE LIT
PER VIIT # i � )"/ DATE
ACCOUNT #)) ���L�I� / RL--
M NAE: al ka) ()J4mP t4
ADDRESS: 19V 5 LEGAL: .3
BUILDING USE: _-Akl- # OF BUILDING UNITS:
PLEASE NOTE :ALL NECESSARY CORRECTIONS OR REQU RE1IEXTS ON SITE
PLAN IN RED.
TOTAL ERU DESIGN UNITS:
WATER METER REQUIRED: YES NO SIZE
SEWER REQUIRED: YES NO
HEALTH DEPT. APPROVAL: YES NO
SIDE SEWER PERMIT REQUIRED: YES NO
GARBAGE CONTAINER PAD: YES NO
HYDRANT REQUIRED: EXISTING REQUIRED
LOCATION:
1r. i tc�ilu i�
CURB: �✓
SIDE WALK:
PAVING:
STORM DRAINAGE: ✓
CROSS-CONNECTION CONTROL (D.smam: YES NO
BACKWATER VALVE (B.scfu acai): YES NO
SPECIAL DISCHARGE INTO WWTP (PERMIT REQUIRED): o a
COMMENTS OR SPECIAL PROVISIONS:
UTILITIES SUPERVISOR: r' DATE:
\wpS l\sheen\Utilform
.�,� _ ��
i'� `\'i
' � � ,, ,
�I
.��1: �'}
�_._. .
******************************************
E N G I N E E R I N G R E P O R T
******************************************
Prepared For
PACIFIC BUILDING SYSTEMS
WESTAR ADDITION TO PBS JOB #88-3074
BY
RANDALL ENGINEERING
and Mathematical Design Services
Malcolm W. Randall, P.E.
R.C.E. 29623 (Ca. )
R.C.E. 10062 (Or. )
R.E.E 10062 (Or. )
R.C.E. 17822 (Wa. )
R.C.E. 7040 (Id. )
R.E.E. 8862 (Ca. )
P.L.S. 5175 (Ca. )
David N. Randall, P.E.
R.C.E. 16293 (Or. )
R.C.E. 26984 (Wa. )
OCTOBER 18, 1994
CONSISTING OF 2 PAGES OF REPORT
AND 4 PAGES OF APPENDIX
WA SRECEIVED
Y-
t�ei�� NOV
,,���
�Ir"-sue' CITY OFAHLINGTON
EXPIRES: 10-S"-q
P.O. Box 218, Milton-Freewater, OR. 97862
Phone (503) 566-2405 FAX (503) 566-3332
� � �' ��
f
ENGINEERING REPORT FOR
FOOTING & SLAB DESIGN
ADDITION TO PACIFIC BUILDING SYSTEMS JOB #88-3074
WESTAR PROPERTIES
ARLINGTON, WASHINGTON
OCTOBER 18, 1994
BACKGROUND
The client proposes to construct a pre-engineered steel
building approximately 611x42' which will attach to an
existing steel building, and utilize the common footings at
the interface. The soil characteristics at the site have
been identified as riverbed cobbles, gravel and sand, with
an allowable soil bearing pressure of 1500 psf. The
building manufacturer has incorporated snow and wind loads
into the building design, and has supplied column reactions
for both existing and new construction. The column
reactions for the common columns, have been computed for the
combined loads of both existing and proposed structures.
ANALYSIS
A review of the existing footing plans and the column
reaction data revealed that this building addition was
probably anticipated, because the common footings are
adequately large for both the existing and proposed building
loads. This point will be discussed below.
The accompanying drawing shows frame-line coordinates
as lettered across the building, and numbered along the
building. Reaction data was supplied by the building
manufacturer for all columns along frame-lines "C" and "D",
and for frame-lines "B"-6 and "B"-7 .
The soil pressure analysis and concrete design for the
footings at frame-line "B"-6 and "B"-7 is shown on page A-1
of the Appendix to this report. This analysis shows that
the existing footings at frame-line "B"-6 and "B"-7 are
adequate to support both the existing building loads and the
proposed building loads by a factor of safety of
approximately 1. 6.
The soil pressure analysis and concrete design for the
footing at frame-line "C"-5 is shown on page A-2 . This
analysis shows that the existing footing at frame-line "C"-5
is adequate to support both the existing building loads and
the proposed building loads by a factor of safety of
approximately 2. 3 .
1
The soil pressure analysis and concrete design for the
footing at frame-line "DO-5 is shown on page A-3 . This is a
very lightly loaded footing, and in order to accommodate
normal forming practices and general compatibility with the
overall plan of the foundation design, it was designed
slightly oversized at 30nx30y, which gives a safety factor
of 3 . 3 .
The soil pressure analysis and concrete design of the
footings at frame lines nD"-6 and ND"-7 are shown on page
A-4 . These footings were computed according to the basic
plan of the existing footing data as supplied by the
building manufacturer, namely a footing depth of 21 . The
accompanying plan shows an alternate construction method
which places the footing base 36N below finish floor, thus
accommodating standard 240 high form boards for the
perimeter stem-wall without cutting out for the isolated
column footings. If the builder desires to construct the
new column footings with a total depth of 24" the design
will still be satisfactory. The analysis shows that the
factor of safety of the new footing design is approximately
1.8.
o
SQFTGS.XLS
INDEPENDENT SQUARE FOOTING DESIGN
FOOTING IDENTIFICATION: WESTAR ADDITION TO PBS JOB #88 3074 FTGS, ROW "B"
What's DEPTH OF BASE of footing ? 2 ft
What's ALLOWABLE SOIL PRESSURE AT 1 FT ? 1500 psf
Select a TRIAL FOOTING WIDTH 4.66666667 ft 56 in
What's FOOTING THICKNESS ? 12 inches
What's SQUARE COLUMN WIDTH ? 12 inches
What's COLUMN HEIGHT ? 16 inches
What's DEAD LOAD ? 11600 lbs TOTAL LOAD =
What's LIVE LOAD ? 21200 lbs 328001 lbs
What's CONCRETE f'c ? 2500 1
What's REBAR fy ? 40000 1
COMPUTED RESULTS
;:::::..:._:.
Allowable soil pressure at base of footing is = ;;_;.:>:::;>24DQpsf
Area of Trial Footing = 21.7777778 s .ft.
This footing can sustain a load of: 63156 lbs
Weight of footing = 3267 lbs
Weight of column = 200 lbs
Weight of soil above footing = 2044 lbs
TOTAL weight on soil including loads (coma re G19)= 38311 lbs F.S.= 1.65
Actual soil pressure (compare G17) _ TSipsf OK
"STRENGTH" DESIGN
Fraction of actual soil pressure due to Live Load = 0.55336427
Fraction of actual soil pressure due to Dead Load = 0.44663573
Cantilevered base length = 1 22 inches
One-way Moment developed, 1.7*LIVE LOAD = 128260 in-lbs
One-way Moment develo 1.4*DEAD LOAD = 125706 in-lbs
Total Factored Moment = 1 253966 in-lbs
COMPUTED AREA OF STEEL rqd each way = 0.79 s .in.
max = 0.02320036
1p actual= 0.00157509
UBC min r9d p = 0.005
FINAL AREA OF STEEL rqd each way = :':> €2r,,'_ s .in.
Factored Load intensity = (1.4*D.L.+1.7*L.L.)/A = wu= 2755 psf
Punching shear Vu = 59555 lbs
Allowable Punching shear STRESS = 200 psi
Actual Punching shear STRESS = i OK
Allowable Beam Shear STRESS = 1001psi
Actual Beam Shear = 13928 lbs
Actual Beam Shear STRESS = i O.K.
Page 1
N
� ti
A- 2
SOFTGS.XLS
INDEPENDENT SQUARE FOOTING DESIGN
FOOTING IDENTIFICATION: WESTAR ADDITION TO PBS JOB #98 3074, FTGS ROW "C"
What's DEPTH OF BASE of footing ? 2 ft
What's ALLOWABLE SOIL PRESSURE AT 1 FT ? 1500 psf
Select a TRIAL FOOTING WIDTH 3.33333333 ft 40 in
What's FOOTING THICKNESS ? 12 inches
What's SQUARE COLUMN WIDTH ? 12 inches
What's COLUMN HEIGHT ? 16 inches
What's DEAD LOAD ? 3290 Lbs TOTAL LOAD =
What's LIVE LOAD ? 6110 Lbs 9400 Lbs
What's CONCRETE f'c ? 2500 psi
What's REBAR fy ? 40000 psi
COMPUTED RESULTS
Allowable soil pressure at base of footing ispsf
Area of Trial Footing = 11.1111111 s .ft.
This footing can sustain a load of: 27778 Lbs
Weight of footing = 1667 Lbs
Weight of column = 200 Lbs
Weight of soil above footing = 978 Lbs
TOTAL weight on soil including loads (coma re G19)= 12244 Lbs F.S.= 2.27
Actual soil pressure (compare G17) psf OK
1_1
"STRENGTH" DESIGN
Fraction of actual soil pressure due to Live Load = 0.49900181
Fraction of actual soil pressure due to Dead Load = 0.50099819
Cantilevered base length = 1 14 inches
One-way Moment developed, 1.7*LIVE LOAD = 20957.3 in-lbs
One-way Moment develo 1.4*DEAD LOAD = 25550 in-Lbs
Total Factored Moment = 1 46507 in-Lbs
COMPUTED AREA OF STEEL rqd each way = 0.14 s .in.
max = 0.02320036
actual= 0.0004
UBC min r = 0.005
FINAL AREA OF STEEL rqd each way SC3.in.
Factored Load intensity = (1.4*D.L.+1.7*L.L.)/A = wu= 1708 psf
Punching shear Vu = 18534 Lbs
Allowable Punching shear STRESS = 200 psi
Actual Punching shear STRESS = : : '> : :w9[; j OK
Allowable Beam Shear STRESS = 1001psi
Actual Beam Shear = 2372 lbs
Actual Beam Shear STRESS = #%;?'>3 : ;: E4;ps i 10.K.
Page 1
w
r
J 1 /� - S
SQFTGS.xLS �` `)
INDEPENDENT SQUARE FOOTING DESIGN
FOOTING IDENTIFICATION: WESTAR ADDITION TO PBS JOB #88 3074 FTGS ROW "D"-5
What's DEPTH OF BASE of footing ? 2 ft
What's ALLOWABLE SOIL PRESSURE AT 1 FT ? 1500 psf
Select a TRIAL FOOTING WIDTH 2.5 ft 30 in
What's FOOTING THICKNESS ? 12 inches
What's SQUARE COLUMN WIDTH ? 12 inches
What's COLUMN HEIGHT ? 16 inches
What's DEAD LOAD ? 910 lbs TOTAL LOAD =
What's LIVE LOAD ? 1690 lbs 2600 lbs
What's CONCRETE f'c ? 2500 psi
What's REBAR fy ? 40000 psi
COMPUTED RESULTS
ALtowabte soi L pressure at base of footing is = ,z, •'�?225f3 f
Area of Trial Footing = 6.25 s .ft.
This footing can sustain a load of: 14063 lbs
Weight of footing = 938 lbs
Weight of column = 200 lbs
Weight of soil above footing = 492 lbs
TOTAL weight on soil including loads (coma re G19)= 4229 lbs F.S.= 3.33
Actual soil pressure (compere G17) _ >.?#:.,:.-`I, f OK
"STRENGTH" DESIGN
Fraction of actual soil pressure due to Live Load = 10.39960591
Fraction of actual soil pressure due to Dead Load = 0.60039409
Cantilevered base length = 1 9 inches
One-way Moment developed, 1.7*LIVE LOAD = 3194.1 in-lbs
One-way Moment develo 1.4*DEAD LOAD = 5827 in-lbs
Total Factored Moment = 1 9021 in-lbs
COMPUTED AREA OF STEEL rqd each way = 0.03 sq.in.
max = 0.02320036
p actual= 0.00010321
UBC min r = 0.005
FINAL AREA OF STEEL rqd each way = #':# 3 ?s .in.
Factored Load intensity = (1.4*D.L.+1.7*L.L.)/A = wu= 1028 psf
Punching shear Vu = 5987 lbs
Allowable Punching shear STRESS = 200 psi
Actual Punching shear STRESS = <>> !.R i OK
Allowable Beam Shear STRESS = 100 psi
Actual Beam Shear = 0 Lbs
Actual Beam Shear STRESSpsi 10.K.
Page 1
�!
h �.
SOFTGS.XLS
INDEPENDENT SQUARE FOOTING DESIGN
FOOTING IDENTIFICATION: WESTAR ADDITION TO PBS JOB #88-3074, FTGS ROW "D"-6 8 "D"-7
What's DEPTH OF BASE of footing ? 2 ft
What's ALLOWABLE SOIL PRESSURE AT 1 FT ? 1500 psf
Select a TRIAL FOOTING WIDTH 4 ft 48 in
What's FOOTING THICKNESS ? 12 inches
What's SQUARE COLUMN WIDTH ? 12 inches
What's COLUMN HEIGHT ? 16 inches
What's DEAD LOAD ? 6900 lbs TOTAL LOAD =
What's LIVE LOAD ? 12600 lbs 19500 lbs
What's CONCRETE f'c ? 2500 psi
What's REBAR fy ? 40000 psi
COMPUTED RESULTS
Allowable soil pressure at base of footing is = f
Area of Trial Footing = 16 s .ft.
This footing can sustain a load of: 43200 lbs
Weight of footing = 2400 lbs
Weight of column = 200 lbs
Weight of soil above footing = 1467 lbs
TOTAL weight on soil including loads (coma re G19)= 23567 lbs F.S.= 1.83
Actual soil pressure (c re G17) _ 14rps f OK
"STRENGTH" DESIGN
Fraction of actual soil pressure due to Live Load = 0.53465347
Fraction of actual soil pressure due to Dead Load = 0.46534653
Cantilevered base length = 1 18 inches
One-way Moment developed, 1.7*L1VE LOAD = 59535 in-lbs
One-way Moment devel 1.4*DEAD LOAD = 62921 in-lbs
Total Factored Moment = 122456 in-lbs
COMPUTED AREA OF STEEL rqd each way = 0.38 sq.in.
max = 0.02320036
1p actual= 0.0008811
UBC min rq5 P = 0.005
FINAL AREA OF STEEL rqdeach way = 1Cz;sq.jn-
Factored Load intensity = (1.4*D.L.+1.7*L.L.)/A = wu= 2298 psf
Punching shear Vu = 36332 lbs
Allowable Punching shear STRESS = 200,psi
Actual Punching shear STRESS i OK
Allowable Beam Shear STRESS = 11001psi
.Actual Beam Shear = 6g95 lbs
Actual Beam Shear STRESS = : ; i O.K.
Page 1
BUILDING,-YEIUMIT APPLICATION-,CHECKLIST
RES & DUPLEX CONIM & IND
APPLICATION ✓ APPLICATION
SITE PLAN ✓ SITE PLAN
ARCH. DRAWINGS ✓ ARCH. DRAWINGS
STRUCT DRAWINGS ✓ STRUCT DRAWING
LEGAL DESCRIPTION LEGAL DESCRIPTION
ENERGY CALCS ENERGY CALCS
STORM DRAINAGE STORM DRAINAGE
SEPTIC TANK DESIGN SEPA CHECKLIST
UTILITY DRAWINGS
STRUCT CALCS
THREE (3) COPIES OF EACH FOUR (4) COPIES OF EACH ARE
ARE REQUIRED FOR APPLICATION REQUIRED FOR APPLICATION
ZONING SETBACKS: FRONT
USE REAR
LOT COVERAGE SIDE
PERMIT TRACKING
Name 1iC� ��1 r (Jvt> 4U 1.! Permit # �g
Project Type Date Received // 7 94
DISTRIBUTED RETURNED DISTRIBUTED RETURNED
Public Works Engineering
Fire Dept. _ John Farrens
Date Returned for Corrections
Date Resubmitted with Corrections Made
Date Ready to Issue Date Issued
DATE: SIGNED:
\wp51\sherrAChcck1i3t.HP
y_.
i
—�
is \`,
�`
.�� � �
i
•..
i�
City of
ARLINGTON
Building Department
PLA,Wi NI G ,AND ZONING REVIEW
I. ZONING COMPLIANCE:
A. Zone Classification
B. Permit Use: Yes No
C. If no, extension of non-conforming use:
D. Minimum lot size required:
Shown:
E. Yard Requirements:
Required Shown
1. Front
2. Side
3. Rear
F. Height limitations, Maximum
G. Landscaping and plan required: Yes No
H. Parking:
1. Off-street parking required: Yes No
2. Plan provided: Yes No
3. Adequate parking provided: Yes No
II. LOT COVERAGE
A. ALLOWED: MORE/LESS
SHOWN: APPROVED
NOT APPROVED
DETERMINATION OF S.E.P.A. CATEGORICAL EXEMPTION
Action / Application Title: SFR Brief Description of action: EXEMPT
Code reference allowing exemption: W.A.C.197-11-800 1 (i)b
Person malting determination:
Date:
\wpj l\sherri\BP-SEPA.frm
WATER AND SEWER FEE CALCULATION WORKSHEET
Building Permit No 'W!/S Application No. _ NI Date
Service Address f 1 I USA �.3;i� Ire M� 3
Lot Number Plat�'Name //,
Applicant Name gS ago, e S Acct. No.
No. SFR Units No. MFR Units # ERU's (see next section) TJ
EQUIVALENT RESIDENTIAL UNIT CALCULATION
Discharge Facility (Category) Design Unit (Basis)
No. Design Units X Flow Per Unit (gpd) = Total Flow (gpd)
Total Flow (gpd) _ 250 gpd (SFRU) = Equivalent Residential Units (ERU)
WATER AND SEWER FEES
( ERU = Equivalent Residential Unit; RU = Residential Unit (single-family or multi-family))
WATER TAP-IN CHARGE
First ERU, Meter Size S
Additional ERU's X $ 1500.00 $
First RU, Meter Size $
Additional RU's X $ 1500.00 $ $
WATER CONNECTION CHARGE
Meter Size $ S
SEWER TAP-IN CHARGE
ERU'S X $ 3000.00 $
RU's X $ 3000.00 $ S
SIDE SEWER PERMIT CHARGE
First ERU @ $ 100.00 $
Additional ERU's X $ 20.00 $
First RU @ $ 100.00 $
Additional RU's X $ 20.00 $ g
STREET REPAIRS $
FIRE HYDRANT INSTALLATION $ $
OTHER $ $
UP LA11
—r,�, s ccsr►nlm��1 .
TOTAL CHARGES $
s 1
i
5
,
�
v y
�
GIRT DESI@X
�sEd on l99l U.D.C. -�Ecti� 2311
Nma Soeed ........,,....,..,, 8V moh Ripid Frame Factor� (Ce>
Exoosu�e Factor .......,........ B Left Wall ......... 0.62
Left E a v e H e i t
Right Eav Heigh 4.60 ft. Righ� Nall ....... 0.62
lmno tamce Factor .............. 1.00
Bui�ding ......,................ Ooen
Nind Stagnotion Prs 6.3O vsf
Haxi�� Girt Soacing in Height 7une
Cs=0.62 Presure = 9.14 pof Co=0.9 uutiun
Soan - ft. 6Zl6 DZ16 8Zl4 DZl2 8Z12 9Z1S 9D4 SZ�% 9Z12 0Z\4 �07 12 �sign Criteria
--___------_____-__--_'-----_____-_'-------- ---__--'-___-_-__--_'____-__-_
12.0O 27.72 59.70 76.18 91.02 99.99 72.08 9V.L2 99.99 99.99 99.99 99.99 Defle�tinn
C. 28.65 37.46 47.32 58.53 3l.64 43.97 53.45 62.12 50.85 77.68 8ending
9.51 14.32 l8.73 23.66 29.27 15.82 21.98 2G.73 J1,�6 25.42 J8.84 Suction
18.51 28.65 37.46 47.32 58.53 30.12 41.93 5L07 59.46 5V.85 77.68 �otmn 1-8/ace
____
Maximum G�rt Soacing in l5 ft. H*i Zu
�ht n*
Ce=0.62 Prassure = 9.14 psf � Cg=0.9 Suctinn = l3.21 osf � Co�L.3
Soan ' ft. 6Zl6 OD6 8Z 4 8Z�3 8Z12 9Z}6 9Z14 9Z13 9Z12 10Zl4 l012 Deson Criter�a
-------------_ --__-----__--_-_-----_----___________________-________-__
12.V0 27.72 59.7O 76.\8 91.V2 99.S9 72.0O 90.|2 99.99 99.99 99.99 99.99 OeflECtion
19.V1 28.65 37.46 47.32 58.53 31.64 4J.97 53.45 K. 5V.85 77.68 Dending
9.51 14.32 18.73 23.66 29.27 15.D2 21.98 26.73 31.O6 H. ME" S�ction
l8.51 28.65 37.46 47.32 5S.53 3V.12 4l.93 51.O7 59.46 50.85 77.63 Suction 1-8�ace
_________________________________________________________________________________________________________
Allowable stross are increased by 1/3 for oind. Allovable deflection
* Girt soocinp hac, been reruced vhen the loade� area is lesz' than lVO sq. ft.
A7.
K ^
P ur!im Anai'dsis i_li J41678PD J
Left Side Width = 42,0101
Left Side
Total Design Load = 27,;x0 osf
Fixed Perlin SDaCino
EaVe PIu{iin Spacing _ '2 ft.
� - I 33
Left End Se l:.:ar_z - t...SJ ft.
Riaht End 5ethc2 _ ;.'.'B ft.
«.. _________________________________ ''-n}= --------------------------- -- ------ �-�� `�'�Y� -------
--- LEI' C:..r ___ ------- D-I di te ------- - v-_h+ a -- _ Com - 'Sj ,Tam - ;_fi r;b
. J.'_� lll�er;:le'.la._ - 1::c�, ic� �.�,::h, 1 ax.l:;•.L:1
'ay BenC. 3 Ili ea LaG 2E-Id. `near D2f1. Pi en. 'u'. S'r;2-f _ao 0 :•n1 ',. 32nC. 92'_. J72 4 aV
i�. Sipe is �� 1• `:, _ 'r) :i I it : .-_ i`Mor�� F- i 1'Ij
-ft Y. In f v 1: 1!.. Iv—:'r _ in. _f. it 14 .1:. e!
v' -- I
-�.t\ i:�..4 a i J N` A An y _ fl
. n J ♦ ._u i t
i 1O714 - .03 SO Jil Ma U.00 1.l7 iJ.-8v -0.07 _1.2 0 _ U.y3 +oTyi i;.i
Gu.
----- --------------------------------------------------------------------------------------- ----_----_-__-_------------ -•
Size FootaP
!02.2f Al20.7
!Oi1f4 590.6
Eave 4
Ridge 16
Def_. 15�
Q
x �
1 �
EYlsth I
1
A3Z5 &oLTS A3ZS` BOLTS A3ZS T6 s A3ZS 501,Ts
}4X(D C b.I F PL. 1�4 GA.P PL.. ENv PL: Emo PL.
ib
41 4,
A3ZS goLTs �A3Z5 60LTs
E►ao 'PL. ENo PL.
AP A307 A-5-
Ci0L.1.1o. &ASE- PL. I I
A-K co
A3Z5 BOLTS A3Z5 6oLTs
--- GAP PL. -GAP PL.
.s
n
S.o
BRACE CABLES B FASTENERS
RATED O
BREAKING
STRENGTH
AN0
ALLOWABLE
LOAD OF
EHS CABLE
KIPS ) BRACE EYE BRACE GRIP EYE BOLT SPHERICAL FLAT l HEX NUT
WASHER w-SHER
SIZE $TR. ALLOW. SIZE REO-D 1/4" 5/16' 3/8" 7/16" 1/2" 1 5/B" 3/4" 1 7/8' SIZE REO-O SIZE REO'D SIZEIREOD
1/4 6.65 3.32 5 6ou0 15/e" 5/e S/e"
5/16 I1.20 5.60 60110 I5/8' S/e' 5/8"
3/B 15.40 '7.'70 60110 3/4" 3/4" 3/4"
7/16 20.8n 10.40 60112 3/4' 3/4"
I/2 26.9 13.45 6ouz 7/s' /e' 7/e'
it�io T2iK �—L � M N By s.c.Git�P yA
I - SL_a T-��iE fLAF TG'FL '
EY C '••I— R�°`•Cf. EYC
4
Bw-cc Gino� p
Q
C.,P r2
�AUfJC11 CA�L,E --Co SCJAI- SPHC4ILA�
�.•/AS F.CR � E.tIC Ho T
5 Gcxlv
E c:,. L
' Ba..cc GcIP
-B rZAr EYNs --
t.1..r3—�
�RAFTEFL CABLE. Coni,,iG)E,yE
SEYc E3o T
Scr.-SR+t 4Ki.L
WA
WASHER f, Evc
0rz.•.ce G n.v E
CA.OLE �e�AS- CABLt CJ BASE
GCABLE e RIOGE
N•T S- .
y
BRAG i 0/65 f3/�
/�.s�t� Lri-9L�5 l/s•rs (t� . 7.SJ(l��l�(�/¢)(,O/65�(3o/Ll X 64
o//s-,(/ > .%iz(30)/� 3c/z' Z, 12 '<
ex 2./3 EaS-�
�$/Jl/C j/ITV 2 /3.2 (G-k►t�- CoG4(/s
C.4 zz
SS"F-1Y 3O)-rC�O�f�3oX/9 =
is x[r
noo
lvAcc.) Vu/IND 3 )(z)(- /� G.s (3O) 6,01 K
3o7 J) p/.� = . Oo4 (3o x/.9 = 2 •26
S$ A307 A040 _ .yE7- vPL.� � `'. 7 r, ,yE7 Gr1, - . 90 K
_.. �j( ��/8/
5/� ( Tfl N
vsE- (z) S�rS S�6y� Ef/S G✓JBL.F
6.p ZXS !3 --c V.s 6S)(30 x
Cw'Q��-) VwiNx� = . O//s- �. 3) (/4. O 4 C)
6,2-8 6. 7 C x !/P,L 6.z
194, =. 004-(30x.3o)= 3. 6C>
ysz= 3/e
/s x1z 3, l 4 x
Fc.9,aG�
3, /¢ '� 4. 3oK
r/SF (t ) Sztr -%6 �� 71S Ci1L'/..�
n
��
--_� s-, 2
.�U S ill - ----._ . ?�--. - � �o� � 30 7�-� '�
O O
H O
«i
�_
N„a
� Q
��� ; � _
000 � � +� H o �o -
�o
_tea: � ^
��ry.l ��� �� 1`
{� � � �
w `a
w " m
v
v
_ - ..._ _
;� H
m
� � ti
i-I � � H ��
� �
�{ H O
N = 7 O
s�
U
t
w
AF
�j¢ -4-1 (D
SQ4�-i►��(' —
TV
VS = .3Cr) 2,75 ( ,00 ) 3ox18o) +�12x�o�1 = Z,SZ� YSo y �O�2g�
8
5).4-2 = 4.1 K
4
4. 1 � ,4 � 7, 7'� 3/�s�6 C- s/S oak ,
N NNN
mg- 8�A U(`1 CTI �.T -� O rJ�� 'd`���1 a� v►.1 L`�
'MUsi
M'CUJ
C A!12' 5
�38�3�
Mivv��� q
o �
U
0
.,
'
*******************************
*
* Truss — T Structures jnc . *
* * -------����� �---------
* 2100 N. Pacific Highway *
* *
* Woodburn, Oregon 97071 *
* *
* Phone 503-981-95B1 *
* *
*******************************
6H&D
File Name : J3074ESD �� ���7C/ '= ��-�'�' y^ ,4
��
� y \
�� � `
Frame Title � 60C-14-25 30/25 1/12 \ ` � ^^
` ^^
Prepared by DW 11/29/88
Execution Options : Analysis Only
Number of Analysis Cycles = 1
Reports Generated :
1. Member Design Data
2. Forces Moments and Stresses
J. Displacement-. and Reactions
Building Configuration :
Building width = 30.00 ft.
Day Spacing = 30.00 ft.
Span Width(s) (ft.) = 30.00
Column Base Elevations (ft.) = 0.00 0.00 -
Left Eave Height 14.00 ft.
Left Column Slope ` 0.00/12
Left Rafter Slope ~ 1.00/12
Right Rafter Slope = 1.00/12
Right Column Slope 0.00/12
Right Eave Height .16.50 ft.
Left Girt Depth 10.00 in.
Purlin Depth = \O.00 in.
Right Girt Depth = 10.00 in.
Structural Steel �
Flange Plate Yield Strength = 42.00 ksi
Web Plate Yield Strength = 42.00 ksi
Modulus of Elasticity = 29000 ksi
Copf, of Linear Exspaosinn = 0.0000065
u
60C-14-25 30/25 1/12 J3074ESD 2
Load Cases
Load Case No. 1 Dead Load = 2.00 psf + Frame Weight
Load Case No. 2 : Live Load = 25.00 psf
Load Case No. 3 : Wind Left = 11.50 psf
cq = 0.00 for Member no. I
cq = 1.20 for Member no. 2
cq = 1.20 for Member no. 3
cq = 0.00 for Member no. 4
Load Case no. 4 : 4 FT. CANTILEVER (DL+LL)
Load Joint no. 3 : -3.45 kips Vertical
Load Joint no. 3 : -11.85 k-ft Moment
Load Case no. 5 : 4 FT. CANTILEVER (DL+WIND)
Load Joint no. 3 : 1.18 kips Vertical
Load Joint no. 3 : 4.02 k-ft Moment
Load Combinations :
Load Combination no. 1 : DL + LL
+ Load Case no. 1 X 1.00
+ Load Case no. 2 X 1.00
+ Load Case no. 4 X 1.00
Load Combination no. 2 : DL + WLL t
+ Load Case no. 1 X 1.00
+ Load Case no. 3 X 1.00
+ Load Case no. 5 X 1.00
Load Combination no. 3 : DL + 1/2 LL + WLL#
+ Load Case no. 1 X 1.00
+ Load Case no. 2 X 0.50
+ Load Case no. 3 X 1.00
+ Load Case no. 4 X 0.50
+ Load Case no. 5 X 1.00
Load Combination no. 4 : DL + LL + 112 WLLt
+ Load Case no. 1 X 1.00
+ Load Case no. 2 X 1.00
+ Load Case no. 3 X 0.50
+ Load Case no. 4 X, 1.00
+ Load Case no. 5 X 0.50
2 5
J.;O,4ESD
Member Data .
----------------------------------------------------------------------------------------------------------------------------
----- initial End ------(---- Terminal End ------( Sec. Left Fig Right . key Sec. Depth Bracing
R:g: Fig.
Sec. ,it. it. Caor. E it. it. Coor. E Lth. Thick Width Thick Width Thick lni. Trm, Left Right
no, no. type hor. ver. C no, type hor, ver. C (ft) (in) (in) (in) (in) (in) end end a.c. C.C.
hvr (ft) (ft) hvr (ft) (ft) (in) (in) (ft) (ft)
----------------------------------------------------------------------------------------------------------------------------
1 1 001 1.54 0.00 F 2 111 1.34 12.47 F 12.47 0.3600 6.49 0.7800 6.4? 0.2300 1122 1122 12.47 12.47
4 4 111 1.82 12.89 F 5 111 14.90 1195 - 13.13 0.5600 175 0.5600 175 0.2400 1117 10.':7 100 5.00
5 5 111 1430 1199 F 6 A 1 28.11 1108 F 13.26 0.3600 5.75 0.3600 5.75 0.2400 10.17 10.17 5.00 5100
8 8 111 28.66 14.66 r' 9 001 28.66 0.00 F 14.66 0.5B00 6.49 0.3800 6.49 0.2300 1122 1122 14.66 14.66
1.00 1.75 C 1.01 1.75 C 1.02 1.75 C 1.03 1.75 C 1.04 1.75 C 8.00 1.75 C 8.01 1.75
C 9.02 1.75 C 8.03 1.75 C 8.04 1.75
r -25 30125 t 1^ 307
Maximum Combined Stress Ratios
--------------------------------------------------------------------------------------------------------------------
Member Forces Member Stresses Allowable Stresses 111nity Check Mar..
Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb
No. Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress
No. (kip) (kip) (k-it) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Left Right Ratio
--------------------------------------------------------------------------------------------------------------------
1.04 1 2.73 -16.36 -34.07 1.04 -2.16 12.38 -12.38 14.11 25.20 25.20 -0.15 0.49 -0.49 -0.64
4.00 1 -11.12 -3.68 -41.94 -4.90 -1 57 2i.96 -21.96 21.56 2120 2120 1.03 187 -017 -0.90
5.04 1 10.69 -1.86 -36.11 4.71 -0.29 19.91 -16.91 21.56 25.20 25.20 -0.01 0.75 -0.75 -0.76
8.00 1 -2.73 712.03 -40.06 -1.04 -1.59 14.56 -14.56 11.05 25.20 24.09 -0.14 0.58 -0.60 -0.75
--------------------------------------------------------------------------------------------------------------------
6KA405 30i25 1i12 J3074ESD 5
Maximum Negative Displacements and Reactions
-----------------------------------------------------------------------------------------------------------
Displacement Reaction
Joint Horizontal Load 'Vertical Load Rotational Load Horizontal Load Vertical Load Rotational LGad
No. (in) CRm. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-it) Com.
----------------------------------------------------------------------------------------------------------
1 0.0000 0 0.0000 0 -0.00,10 3 -2.73 1 -16.68 1 0.00 0
2 -0.3553 3 -0.0113 1 -0.0027 2
5 -0.3599 3 -0.0168 1 -0.0027 2
4 -0.3632 2 -0.0346 1 -0.0029 2
6 ..�16 i -".-(•� 36 ^ 0433 1 -0.0056 1
v
7 -0.3623 2 -0.0177 1 -0.0049 1
8 -0.3636 0.0098 1 -0.0045 1
9 0.0!100 0 0.000.: 0 -0.0032 2 -1.32 2 -12.41 1 0.00 0
-----------------------------------------------------------------------------------------------------------
lr
` �
I
60C-14-25 30f25 1/12 d3074ESD 6
Ma imam POSitiVE Displacements anReactions
-----------------------------------------------------------------------------------------------------------
Displacement Reaction
Jaint Horizor;tal Loid Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load
No. (in) Com. (in) Com. (rad) Cop.. ();iN) Com. (liip) Com. (4:-ftl Com.
-----------------------------------------------------------------------------------------------------------
1 0.0000 0 0.0000 1^1 0.0000 0 0..0 _ V. 4 Z 0.00 0
y ,.. B6 1 0.0038 2 0.0035 1
0.0225 1 0.0078 2 0.007E 1
4 0.0276 1 0.0199 2 0.0045 1
5 0.1035 i 0.3765 2 0.0007 3
6 0.0254 1 MCI-? 2 0.004B 2
7 0.0319 1 0.0048 2 0.0004 2
B 0.0477 1 0.00,41 2 0.0003 2
0.0000 0 0.0000 0 0.0027 1 2.73 1 4.96 2 0.00 0
------------------------------------------------------------------------------------------------------------
60C-i4-25 30f25 if12 d3074ESD 7
Shear Stiffener Spacing
-----------------------------------------------------------------------------------------------------------------
Sec. No. Lth. Load Point Point Point Point 'Point Point Point Point Point Point
No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .0.6 .07 .08 .09
----------------------------------------------------------------------------------------------------------------
1 4 149.64 all none required
4 4 157.56 all none required
5 4 159.12 all none r emir ad
B 4 175.92 all none required
-----------------------------------------------------------------------------------------------------------------
.... ..
r
_ -")z (
LrC-14 i J`1i iJ 1%li �l�
! � �.� �14E5D B
Reaction 5ummar';
Com. Jt. I it. 4
Nori:. 1 -273 2.13
Vert. 1 -16.68 -1 .41
Rota. 1 0.00 r',0(1
Vert. 5.44 4.7:7
Hor iz. -l%.42 -0.11
Vert. 3 -2.13 -0.46
Rota. 3 0.00 0.00
Vert. 4 -13.1; -9.14
Rota. 4 0.00 0.00
Report Complete
M
J3074ECD 1
~
BABE PLATE : Joint 1
Column Reactions :
Maximum Vertical = 16. 68 kip
Maximum Horizontal = 2.73 kip
Maximum Uplift = 5. 44 kip *
Member plate sizes :
Left flange thickness = 0. 3800 in.
Left flange width = 6. 4900 in.
Right flange thickness = 0. 3800 in.
Right flange width = 6. 4900 in.
Web thickness = 0. 2300 in. '
Member depth = 12. 2200 in.
(2) Bolt base plate :
Use : 13 in. x 7 in. x . 5 in. plate
Use : 2 - . 75 in. diam. A-307 bolts
Y - gage = 3' 5 in.
(4) Bolt base plate :
Use : 13 in. x 7 in. x . 5 in. plate
Use : 4 - . 75 in . diam. A-307 bolts
X - gage = 5. 5 in. : Y - gage = 3. 5 in.
Note : forces that are followed by an * are the
results of a wind load combination . The
allowable stresses for these forces will
be increased by 1/3.
°
J3074ECD 2
~
BASE PLATE : Joint 9
Column Reactions :
Maximum Vertical = 12. 41 kip
Maximum Horizontal = 2. 73 kip
Maximum Uplift = 4. 96 kip *
Member plate sizes :
Left flange thickness = 0. 3800 in.
Left flange width = 6. 4900 in.
Right flange thickness = 0. 3800 in.
Right flange width = 6. 4900 in.
Web thickness = 0. 2300 in. �
Member depth = 12. 2200 in.
(2) Bolt base plate :
Use : 13 in. x 7 in. x . 375 in. plate
Use : 2 - . 75 in. diam. A-307 bolts
Y - gage = 3. 5 in.
(4) Bolt base plate :
Use : 13 in. x 7 in. x ' 375 in. plate /
Use : 4 - . 75 in. diam. A-307 bolts
X - gage = 5. 5 in. : Y - gage = 3. 5 in.
Note : forces that are followed by an * are the
results of a wind load combination. The
allowable stresses for these forces will
be increased by 1 /3.
4
^
'-\ 33074ECD 3
/
-
HAUNCH CONNECTION : Section 1 . 04
.
Applied forces :
Maximum negative moment = 34107 kip ft
Assosiated axial force = -16. 36 kip
Maximum positive moment = 3. 71 kip ft *
Assosiated axial force = 5. 76 kip *
Maximum shear = 2. 73 kip
Member plate sizes :
Left flange thickness = 0. 3800 in.
Left flange width = 6. 4900 in.
Right flange thickness = 0. 3800 in. '
Right flange width = 6. 4900 in.
Web thickness = 0. 2300 in.
Member depth = 12. 2200 in.
. .
Shear plate connection :
Use : 4 - . 75 in. diam. A-325 bolts
Reinforcing plate : . 4375 in. x 5 in.
Weld : ' 3125 in. D. F. x 4 in .
Minimum bearing plate thickness : . 1B75 in .
End plate connection :
Use : 4 - ' 75 in. diam. A-325 bolts
Flange weld : . 1875 in . D. F.
Standard end plate : . 5 in. x 6' 49 in.
Optional end plate : . 375 in. x 7. 4635 in.
Web weld : ' 25 in. D. F. x 2 in.
Note : forces that are followed by an * are the
results of a wind load combination. The
allowable stresses for these forces will
be increased by 1/3.
r
J3O74ECD 4
'
HAUNCH CONNECTION : Section 8. 00
Applied forces :
Maximum negative moment = 40. 06 kip ft
Assosiated axial force = -12. 03 kip
Maximum positive moment = 19. 42 kip ft *
Assosiated axial force = 5. 33 kip *
Maximum shear = 2. 73 kip
Member plate sizes :
Left flange thickness = 0. 3800 in.
Left flange width = 6. 4900 in.
Right flange thickness = 0. 3800 in. �
Right flange width = 6. 4900 in.
Web thickness = 0. 2300 in.
Member depth = 12. 2200 in.
Shear plate connection :
Use : 6 - . 75 in. diam' A-325 bolts
Reinforcing plate : . 5 in. x 5 in.
Weld : . 3125 in . D. F. x 5 in .
Minimum bearing plate thickness : . 1875 in.
End plate connection :
Use : 4 - . 75 in. diam' A-325 bolts
Flange weld : . 1875 in. D. F.
Standard end plate : . 5 in. x 6. 49 in.
Web weld : . 25 in . D. F. x 2 in .
Note o forces that are followed by an * are the
results of a wind load combination . The
allowable stresses for these forces will
be increased by 1/3.
�T
7oa� 3074 (Esv�
i.04
�//6
I-
--
GA,742 2 ���I 7 x/3 X 1/2 _
Q,719
r .
s
� x
Truss - T Structures Inc.
{
2100 N. Pacific Highaav
+t Woodburn. Oregon 97071
if k
} Phone 503-981-9581
File Name ; 14157ASD
Frame T it le . 34S-14-30 25/80D 1:12
Prepared by AIL 09-09-94
Execution Options : Analysis Only
Number of Analysis Cycles = 1
Reports Generated :
1. Member Design Data
2, Forces Moments and Stresses
3. Displacements and Reactions
Building Configuration :
Building width = 30.00 ft.
Bay Spacing = 30.00 ft,
Span Width(s) (ft.) = 30.00
Column Base Elevations (ft.) = 0.00 0.00
Left Eave Height = 14..00 ft.
Left Column Slope = 0,00/12
Left Rafter Slope = 1.001i2
Right Rafter Singe = 1.00/12
Right Column Slope = 0.00/12
Right Eave Height = 116.50 ft.
Left Girt Depth = 10.00 in.
Furlin Depth = 10.00 in,
Right Girt Depth = 10.00 in.
Structural Steel .
Flanaa Plate Yield Strength = 45.00 ksi
Web Plate Yield Strength = 45.00 ksi
Modulus of Ela:ticity = 29000 ksi
Coef. of Linear Exspansion = 0.0000055
� -
SDag§ 25g3 eE \29g2
Load Qes : .
Load Qe No. l : Dead Load = Iy E! lRa2Weight
bad Gad @. 2 : 'Live Load = 21 5J05!
Lod Q@ W. ] : Wind Left = 11b2B e!
Lead = %Q !2 #ar no. 1
Ra = 1.3X a@ for Member R. 2
\9 = tSy 0,2 for I'll 6e R. :
@Q = Gy br EMI En0 4
Load Qe Q. 4 : Wind R&t = 5.2 5!
2 @ _ 0.00 for Meb! o. !
R9 : RyYE2 for Member no, :
Loa = K3X 0.2 6r &#E R. :
aG = 0.00 for Member R. 4
Load Qe D. 5 : J k
Load Sec. 2. 10 922 @! b 9 22 Ef at 90J0 &G
Load Sec. no. 12 4228lb 322 Ulf at 303& a\
Load aG no. 2 : g u2 Ef R 4 22 8! at 90.00 d\.
Log Gad no. B : L ±
Dead Sec. 2. S : 9.3 E! to 9.3 £! 2 90.00 deg.
yw @G 2. 2 ; 3.3 G! to 425 GI J 90.00 @Q
Load S= R. g : 403 Bf to gJ§ g! 2 930 w/
Load Q2 2. Z : £ J:
Load @G R. 10 0.37 el to 0.37 al2 920 @a
Load &Ge, 2 : GgElQ E2u! # gad§ Lop
Loa @G 2. g ; 0,37 6! to 0.07 gI 2 e.R \.
Load Q&R2be : .
Load2#11,1— ! : & ! w
! Load Ge no. ! Ay BG
! Load Case no. 2X Gy
! Load Q5 R. ! ! \y
! Load Qe m. 61, Gg
Load Combination no, 2 ; w ¥ £L *
! Load a2 no. ! w Qy
lb2 Case 2. ay G9
! Qg Q2 2. ! X Log
! Load Qe 2. Z % iy
Log o6 R£b: s. a : J + R: LL + 4L !
V
~
r� ~�
. ,
306 14'30 'ZK80B 1/12 J4167ASD 3
-
+ Load Case no. 1 X 1.00
+ Load Case no`. 2 X 0.50
+ Load Case no. 3 X 1.00
+ Load Ca a. no. 5 X L00
+ Load Case no. 6 X V.50
. + Luad Case no. 7 X 1.00
L Combination no. 4 DL + LL + 12 ALL *
+ Load Case no. { X 1.06
+ Load Case nn. 2 X LVV
+ L�� Case no. 3 � 0.5n
+ 5 X },0V
+ Lnad Ca�e no. 8 � L00
' + Case no. 7 X 0^50
�
30S-14-30 25/808 !:12 J4lS7ASD 4
Member Doto :
---'
|--- initial End ------|---- Terminal End ---| Sec. Left FlQ. RiQht Bg. Neh Sec. Deoth Bracing
Spc. Jt. it Com. E Jt. Jt. Com. E Lth. Thick Width Thick 8idth Thick lni. Trm. Left Right
oo. no. type hor. ver. C no. tyve hnr. ver. C (ft) (in) (m} (in) (in) (in) end end o.c. O.C.
hvr (ft} (ft) hvr (�t) (ft) (b) (in) (ft) (ft)
-------- ------------
1 1 001 L34 0.00 F 2 1l1 1.34 12.47 F 12.47 0.3B00 6.49 0.3800 6.49 0.23O0 12.22 12.22 l2.47 �2.47
4 4 U1 1.82 12.89 F 5 U1 14.96 12.99 F \2.l3 O.�Q0 5.75 0.��V 5.75 V.2q4V 0.l7 0.D 5.OV 5.VV
5 5 U1 }4 90 l3 9� F 6 U1 28 11 l5 O8 F 13 26 0 360 5 75 O ��0 5 75 0 24OO 0 17 N 17 C.OO 5 00
' ' ' ' ' ' » ' ' ' ' ' ' ' '
8 8 U1 28.66 14.66 F 9 00\ 28.6G V,0V F 1�.66 O.380 6.49 0.3800 6.49 O.230V 12.22 12.22 �4.66 \4.66
� 1V 1 .0l 0. 605. 0.10 V 2 0
12 12 U1 29.D 15.17 P 13 U1 5l.00 13.50 F 2l.9V 0.5700 7.50 0.57V0 7.50 0.3�o j7.99 17.99 5.00 0.0;
�a ( 13 13 ill 51.00 13.5V F 14 U1 71.00 11.83 F 20.07 0.570 0 7.56 0.5700 7.50 6.355O 17.99 17.99 5.00 10.0O
14 14 Ul 71 0O U 83 P l5 V01 7l 00 V CN F 11 83 0 �@0 5 99 0 2G00 5 99 V 23OO 5 99 5 99 11 83 U O3
m�n��~ ' ' . . . . ' . . . . . . .
___
C 1.O0 L75 C l.01 1.75 C L02 L75 C 1.03 l.75 C 8.00 \.75 C 8.0\ 1.75 C 8.V2 1.75
C 8.03 1.75
30S-l4-30 25/80B 1:12 J4167ASD 5
Maximum Combined Stress Ratios
-----------------------------------'-------------------'------------------
Meaber Forces M�'bpr Stresses Allouable Stresoes Unity Ched Max.
Sec. Luad Shear Axial Bending Shaar Axial Bending Axial Bending Comoonents Comb
No. Com, Force Force Moment Stress St/eSS Left Right Stress Left Riaht Axial Bending Stress
(ksi) (kSi) (ksi) (ksi) (ksi) (ksi) Left Riaht Ratio
-------------------------------------------------'-------'-'---------'---------------
I.V3 1 2.42 -l6.14 -3O.16 V.92 -2.1J lO.96 -�0.96 ]4.5V 27.00 27.00 -0.15 0.41 -0.41 -0.55
4.00 � -0.80 -3.34 -38.55 -4.76 -0.52 20.19 -2O.19 18.41 27.0V 27.VV -0.0J V.75 -0.75 -O.78
5.O3 \ |0.99 -1.52 -41.V2 4.85 -O.24 21.48 -21.48 0.4� 27.O0 27.00 -0.01 0.80 -O.80
8.O- � �.42 -21.70 �5.� �.� �.\9 l2.� -l2.� U.05 �.O0 �.V9 �.� 0.� -0.62 -1.�
3.57 0.22 7.�5 L57 O.03 -3.74 3.74 27.CN 27.V0 27.00 0.0V 'O.1� 0.14 �.14
l2.04 1 0.84 -6.06 20L38 O.@ -6.00 -27.52 27.52 21.22 27.V0 27.VV -O.VV -L.V2 LV2 '�.02
13.00 1 0.84 -0.07 2V\.38 0.14 -0.0O �7.52 27.52 2L22 27.00 27.CN -0.0O -L02 1.02 -1.02
14.00 1 -V.OV -19.3O V.0V -0.O0 '4.41 0.00 0.00 14.80 07.O0 21.97 -0.36 0.00 0.00 -0.0
Sepge 3g0B 1:2 a59g6
6dm, Negative Ee522Ra and Reactions
EaGe#« Reaction
join! Horizontal Load 6\22 bad 6Gug£ Load Horizontal Load @Rich Load Rotational Load
No. b« Gs B@ @c eon; Cam, MO 2t R%l Q= R«2 ea.
1 tyM e EyG G &2&4 ] -12 1 KEw 1 %9 (11
-1 MG 2 g2B! 1 d329
J A M 2 4»2: 1 9202 2 .
4 9224 2 -0.0380 ! 92031 2
5 +.42 2 da39 1 %yy §
G -0.2 e 2 9.1E 2 ! 3 3eg 1
7 -1 M 2 3 a27 1 7 2n3 1
G -1 M 2 3 225E I 3 J/: I
9 GMy § ERR § +&tie 2 K2e 2 -312E 1 z9 §
» g 354 2 9»!3 2 -0.002 2
11 -0.503 2 12724 2 1,003 2
12 332E 2 g204: . gags .
O gage 2 &J937 1 *»G! 1
14 -1M 2 3227 . 32e7 1
E GgR 0 E;di § 0&026 2 %# a s«g 1 %y m
SDa3§ 2180B 1:2 a5227
Maximum Positive 59a2@«5 and Reactions
---------------------------- ------------------ --------
29Ge2R bEbe
2a! bd2#2 Load »RE£ Load m#aRelLoad eR:2Qlbw @RR£ Load «l21e£ Load
R. §e Cam, §@ Rt Ron: GR (kin) Gt (kin) QR Rdb Cm
---------------------------------------------------------------------------------------------------------
1 %yR § 0.090 e KQy e .� 2 {g 2 GR .
2 %Sin 1 0.002 2 E#« !
0,1524 1 Gng] 2 0.0042 1
4 «!g! 1 0.0201 2 0.0049 1
s 032 1 G#G 2 OA 6 2
e 0.1569 1 EQQ 2 0.009 2
7 0.E2 1 %ds 2 «#g 2
B Gma 1 Eyg 2 E002 2
§ GRy 9 Remy m 0.002 1 sal 1 E6 2 39 e
2 «!La 1 0,0514 1 0.0036 !
11 %pal 1 0.25 1 0.002 !
2 0.Ie6 1 0.0050 2 0.0003 2
O GQy a 0.615 2 SQS 2
14 3171E 1 0,006 2 0.002 2 •
15 • «3M 0 0.0009 0 Gy3 1 Gy 0 CO3 2 EQ e
1
30S-14-30 25180B 102 J4167ASD 8
Shear Stiffener Spacing
--------------------------------------------------
Se.-. Nei. L t h Load Paint Paint Point Point Paint Point Paint Point Paint Point
1a. Ele. €in) Cam. .00 .01 .02 .03 .04 .05 106 .07 A8 .09
-----------------------------------------------------------------------------------------------------------------
1 3 149.64 all none required
4 3 157,56 all none required
5 3 159.12 all none required
8 3 175,92 all none required
10 2 48.12 all none required
12 4 262.80 all none required
13 4 240.B4 all none required
14 3 141.96 all none required
.L
°
3VS l4-3N 25/808 1:12 J4167ASD 9
Reaction Summary
com. it. 1 it. 9 it. �5
Hmiz. 1 -2.42 2.42 0.0V
Vert. } -16.46 -32.08 -19.47
Rota. 1 0.00 0.00 0.0O
Hmiz. 2 0.39 -1.30 0.O0
Vert. 2 4.37 8.46 4.03
Rota. 2 0.00 0.O0 0,V0
Horiz. 3 -V.72 -V.|9 0.00
Vert. 3 -179 A99 -3.84
Rota. 3 0.00 0.00 0.00
Hmiz. 4 -2.13 1.67 0.100 �
Vert. 4 -13.21 -25.26 -|5.59
Rota, 4 0.00 0.00 0.00,
Report Ca NEW
4
141J7A'b 1
0 : BASE PLATE ; .joint 1
Column Reactions
Maximum Vertical = i5:45 kip
Maximum Uorizcnta = 2.42 kip
Maximii-i U.!G11ft = 4.37 kip
-Mcmper plate 5iZ_5 .
� 3Jil;:
Lest flanoetf:ic'.ness
Left f ianae width = 5-1/2"
Right flaince thickness - 3/9"
Right flange width = t-I 2' -
Weo thickness = 1/4=
!ember dEpih
(2) Halt base plate .
Use 13" x 7' x 1/2" Buse plate
Use (2) 3/4" diar. A-35 bolts
Use 4' Y - Gape
Left Flange 4ieid = 3/1e" S.F.
Right Flange Weld = 3/15" S.F.
Web Weld = 1/4" S.F.
Mote;
Forces that are followed by an * are the
results of a wind load or a seismic load
combination. The allowable stresses for
these forces will be increased by 1/3,
.4715555 2
� r�
s
n
I
J4167ACD 2
2L : HAUNCH CONNECTION . _point 2 ,
Applied forces
Maximum negative moment = 30.116 kip ft
Associated axial fora = -IS.14 Vic
Associated shear force = :.42 kip
Maximum aositiv2 moment = 4,89 k i a
Associated axial force = 4.70 kip
Associated shear force = -0.39 kio �
Maximum shear = 2,42 kip
Member elate sizes
Left flange thickness = 3/8"
Left flame width = 6-1/2"
Right flange thickness
Right flange width = 6-1/2"
Web thickness = 1/4"
Member death = 12-1/4"
Shea, plate connection
Use (4) 3/4' diam. A-325 bolts
Reinforcing plate = 3/8' x 5-3/4"
Weld = 3/16" D.F. x G'
End Dlate connection :
Use (4) 3/4" diam. A-325 bolts
Flange weld = 3/16" G.F.
Standard end plate = 1/2" x 6'
Web weld = 114' D.F. x 2';
Note:
Fords that are followed by an * are the
results of a wind load or a seismic load
combination. ,he allowable stresses for
these forces w411 be increased by 1/3.
1219OF 2
Y
°
\
'4167AID3
'
� : HAUNEH i-'0N"PP.Tl� T..Dint8 , _
Anolied forces �
Maximum negative mome t = 35.46 kip ft
Associated axia 7V -v�o
Associate� o Shear fne = -2.42 kip
Uaximum oositive woment = 19.05 kio Y� *
Associated oixial fmce = 8.84 kio
Associated shear force = 1.30
Maximum ��oor 2.42 kip
Member plate 51ze5 �
^
Left flnnoe thicknes�
Left ,oe width
Right Uange thidnes = 3/8"
Right f}angp width = G-1/2"
Wei., thickness = 1/4"
Member depth = 12-1/4"
/
Shear piatE Connpction �
Use (4) 3/4" diam. A-J25 bults
Reinforcing plate 30" x 5-3/4"
Weld = 3/16" D.F. x 7"
End olate connection �
Use (4) 3/4" diam. A-325 bolts
Flange weld = 3/16" D.F.
Standard end olate = 1/2" x 6"
Web we'd = 1/4" D.F. x 2"
Note-
Forces that are followed by an * are the
results Of a wind load nr a eeiSmic load
mmhination. The a}}owable st,esses for
thee forces will be increaed by 113.
.394208 2
J4167AC3 4
4B . BASE PLATE Joint O ,
Column Reactions .
MaxiiRum vertical = 32,08 kin
�
Ma i!mum Horizontal = i.4 ':i a
I a,xii�lum U011?t - d.,!6 Yin
;ember plate sizes .
Left flange thici,ness = 3i-8
eft flange widthh
Right flange thicir:ness = 3f8"
Right flange width - E-1/2"
Web thir�ness
Member den'
(2) Bvt base plate .
Use 413" x 7" x 1/2' Base plate
Use t1i 3/4' diam. A-3F bolts
Use 4" `f - Gage
_eft F dnQe Weld = 3/16" S.F.
Rivht Flange Weld = 31116" S.F.
Web field = 1/4' S.F.
'late:
Forces that are followed by an are the
results of a wind load or a seismic load
combination. The allowabie stresses Ifor
these forces will be increased by 1/3.
.J32:-389 i
a
CON rJ eC ST/N G7 f2i F, -
�
J5� 2 ocJ - &(, A4jGLs CaNd
3 x vs x 5//(, 4- S.
(lo) S14 A 3 z 5 /J 3oZ,rs (Sju c, 776
nNma.n.o
N
A1wif W Y�
14
m
2
�2 a _4P R .
-Y4;(� 3 7,5 IJ
�oLTS
(-E-4j JCS 7'G(r T) Z
�2 X I�PSf�
f r
�.
I
y• � �l
— `; Q
0ci
Cl C1 u ��- N c� �•_� .
W W N
w ry
Q
-00 W Y
m 2 12
w
# O
w z
0
a Q J uI�IuZp,Zi�l Q
v Z
O
Q E-
L1J m9. N Q —i o 0 o W
co
I-- LLJ
-N 9 CV O
CO
� � _t• ' f W
_ 1
top q vr-1
(1 CO —
�- C3
ri.
N N
19
'II
W
�-
r
r
Al
U Q m
0 U) W
z W Q ",M \�- - �N
x
J j w
W dA
m
L
b
U
Q
� N
N
C-1 O
(L _
iL
U ? �
W
O N o N N
z
O
p E-
J
W
Ln
cf/
Z
-0 J \i\ v) V
O
U
�' N
1 � -
I r �l
•�
1 � I
I
f
QQ - Y w Q ce W
Oil
: 9e V > � � H O O D CCc
w w w J ORO u 7
z i z C Wo' QZ < 00 M
U iJ U Q Q
JOZQ (/] QN W Ol Wa oc a -V
J J J V1 Q W Q/ _ — u. W
~ W F- � Q = - Q w
N — W , w W Y a W O
Z Z 2 w > Q Q wtn
QF- = Urwp uw
XpZwp � Q � � � a a oe
z '� z z z z Z Z � "' � QOo a Z m
0 co 0 p w w U Q Z w O
W 0O Q = > V1 W Z Q Q W J W Q 0
d I pF- QUa� � � U � z z W a f U H W r- O H
Ln Q w (n w (n w W Z } O ~ J J _
m Z wm U = � wQ = Z w w f < >
1w O w Q > o ¢ O ~ ¢_ Z m �" w mul
O w Z Z O m S
� ~ Q = Z N O w n U O w O w �v d
< Q W Z W W O X O w CY f- Ln �n W w U a H ,^ o#e
M u = Q = Q W U W F w Z � m J 2 a
z N d d a a O 2UF= J O U w m 0
N N N N N N I_ W � �_ � F'- Z < W N Z W D O < O ULIj ? O
oc Q O J a w ¢ W U
ao = p w Q w ° > z g d u o< W }ce z :� J
❑ 7_ pw Ja0
J Q >N> a Q C7 a4 z w �n w w ¢ a �n a - z w Cl w 7 oC w H > cc
~ 7 > C W U W O Z i' OC = r ce W J W T J O 1 W 7 w Q } O
Z S L — W W W O S W w d lL V O W 0
Z m W Q O J U 1 J J J d H J > a Z U W oe °V
c7 U - Q ( O � U u ¢ y w y J r ¢ O z z 0 v 4 < o W a 1 z W
O z p W U Q p U w O a o a z > J a w ¢ ¢ v c7 O \
H O m > !~ r r > > ❑ m Z Q w Z w J z a r m J w 3 w w u > x ¢ n f 3 :7 ¢ rl = v z Z o v
V u 4J u u v u clo nz z J Q `� � < � H U o 00 = w l7 Q w o m
Z V ~ D o w0C) L> DLD z ° o J w zw z a o d 3
J = d H v) > v > O U X z d w a H
Q ❑ r-1 p W
� f
C) a' w D
yLO Y z O
< ❑ W W m O U N Z
z a (JV w ❑
re) V J
V V < M ° o W Y
x
U a O i ~ w a u a w a.W Q w ..0. a < > O > W
u El
v�i v n n of ❑ < O K > z f
El "of oC OC OC OC .,',{ 0
r _ O Q a O a a < W J
m
< < ¢ O< ¢ z cK
O r.
J cr
a J J J J O .�..I J
< < a Q < 3 d W
z f f f E < O rI < W a ¢
t{ W Y O 7
w m F' ce V) O ~ w a N ri
O 2 J O W �- g < m > 1 w
CD < X _ O U w O J a Z (� r0 >I It
N ❑ Z W ? Ln cL a <
w w
r 1 O p -j a d z_ z_ x u ° O z
4-I N 4-) w O N W O a ^1 a ¢ s J O z <
Z U ' 'J a '- _ O r _ w y, 00 U U
z N o O z rd o�oc FC ~ a �' a Q ; a
w 3 Y n Z_ v
_O „j ce O � 6 44 r O w U '� a
F. O z o .4< o y =' O o 'a � O } :� a ¢ W a y > S-I <
< S-I H ce u 0 ac J S=; z Y �4 z J m x N - 3 a Y N
Z z o<c ¢ ° RS �j W M O U 'J Y Z ,n y Z L W u y
m a 0 Ul O y 3 Y O a J m W � r w w a p _ Q Y y S y n m H 0 N
oe u z - m f N w x a 3 3 z _ z z 0 �tz _ bN O
I o z J o °L o o n of n r - > _ O U w H i O F- U W
U u u 3 O 3 J Z oc w z 3 oao � v Y O v 3 C J > a H O H N w u1
4-) w J N- w = Ul M O F m Ln 44 N
z
❑ oc U7 t u<e < m O 3 < m Lr ^ ? O o 1v U m O N 0 <
z O u z u a z � x m� � O J d w O
O < u f i � ❑ > M a H J J q a Z r v, 0
U U
� Wp65w O
LL
Z Z Z � 3 ~ ~ ~ z <
�
CL
,lQ � <
U V V ¢ J O Z O t/1 < i W \ W
J J J V1 < W C _~ � W
Q w w � O 4
O (� W I- o
W 1 l J W
Z >_ O / w U
CO < pZOR < ~ � W < a }
x ,, " o < w ` o m
Q o �o 0 0 0 � < c2e °� ° < � ° t.� o
W i I a a` i Zwww � cn W r • r
Ln
> N W Z U.
Q < I W / v 1 J W
p � p � Z z W < }
U J o
< w nw � vi � � V w i Z O J w F < < u
wmwS ] � n < z z m aC w mu
V p {- a i < W J
Z Q W ZO � � q O w °° U vOi w� O " N
O Qwz3wo QXO W a N v v ? ze
w I u N �. }
z d d a — < 0m muv - - o I z m o z z w 0
W F_ W O ~ F•-' ~ Z_ K W i^ Z W J i/1 I U Y < O J Q - W O U
(() N C' < = 3 J F �[ O } ~ O d U v}/,,� an W W W u `� J FW r
Q W
N J H ~ Z D V J d 0 ~ < Y w s J O Z W < pA = z o C
❑ z < w Z G< C < _ J "' z v\ v, v O < Q
00
w J < C7 o� 1 lJ < W < < l/1 < z Ly T' •Y W 7 lL Cl. ,y F
;. .:., C4.Z,< Q c 0.:;`• `J•_ v Y' w U a ~ Z S j Z.( ti Z J OV W Q OV
?,.�•;..Z.Z .. , .c7 m UYQ J0UO � U� < Y a O < z > o z z Y O ,� ¢ < z 1 < uO > ow
O Z 3 ❑ } ZwU Z w < 0 V < Y m J w 3 0 w U > s < n g 3 :7 = U Z Z O V r J
m m Ow � z - z m < mr z c W -•
-�" ! 1,,.-. u.. u• v G- v .. < n 0° J Z r Q - _ r. .. Z 0. ? ¢ J..;s
C a 0 O = Q J O l OLU J z
M n � �J > JV � a
L6LLJ W
O C/� C. � ° u O j OF
O
w
Z J W / m � u Z
ON J J 1�l U V z M / W J Y
U M a r C z r n r 1� W
4 Jf O 4A V1 J1 VI El 41 < ccZ / O
N VI N •/f i/, J
❑ 'b < m
O J a Q Q Q Q I�
O �•1 �-I a
O Z WD C1 OC
< v1 d F- y Z<
rl1 4-1 �-�I } > J < i z z Y O J` O
41 r, c r rV W / < J1 J Z i,� V
�4 (� • i O d O Y _ w ce J
z JCL
z v Y O O 0 N Z i 4 ~ 3 Y / < s J O Z < n W `� a
O O z °` C� o ~ Ul I r u Y < < < Y z > <
Z P I W a ~ a En
o N m � J Y,�� O u O s Z Y. n y J Z 0 m ,s, 't O
m O oC � ZO y 3 0 L O � - J m Lfl W Y _ - _ � � O s < L Y O m /7 Ln
y0 2 (CS w oYC C [--{ Y m F O U1 'J G 3 l.i -_ z -,` Z Z U L n Z J -•,_r W
O b O Z ; N 7 � n O < Y _ ^ < < Y s J < ? ' S O J W 0 !n
(� V J U •J O W , •� Z Y W Z 3 J 'J, 1 J :.l S > Y J1 y U m <
oc !!I �_ i m O 3 Q m v, J U �1 v
❑ Z J N _ J _ x j O -4-1• O l� U
3 3 s z f!� J a z < m '� J z ? r
o < d v ❑ > a J J r 0 a i V
GENERAL NOTES: ZEE SECTION Size
t d a R Area Effective S JW NLJtv5el?, 94-4167
PROPERTIES D B Foot I. S.
1. MATERIALS SPECIFICATION ASTM DESIGNATION YIELD STRENGTH In. In. In. In. In. In. In.' Lb. In.' In.'FLA DEALER, WrsTAJe PIZOPERTI 5
A-36 MOD FY - 50 KSI MIN p_ 10 3.25 .105 1.021 50.00 3/16 1.890 6.431 28.546 5.046 PRO XE.�T,
STE BAR f-1 d .075 0.970 50.00 3/16 1.350 4.594 19.555 3.303
��ptA� P050 FY = 50 KSI MIN
HOT-ROLLED MIL SHAPES A-36 FY - 45 KSI MIN 9.0 2.25 .105 1.021 50.00 3/16 1.575 5.359 18.156 4.035 LOGATIOT! A�IN3TIXJ WA
CONN. PLATES A-36 FY = 45 KSI MIN .090 0.996 50.00 3/16 1.350 4.594 15.625 3.472
BRACE RUGS A-36 FY = 36 KSI MIN O 075 0.970 50.00 3/16 1.125 3.828 13.070 2.856 DE5GRIPTIOf�} 42' X 60' X 15- 1/12 SHED FRAME
COLD-FORMED LIGHT GAGE SHAPES A-446 FY - 55 KSI (GRADE D) .075 0.970 50.00 3/16 1.125 3.828 13.070 2.856
ROOF AND WALL SHEETING (R PANEL) A-446 FY - 80 KSI (GR41E E a 8.0 2.75 .105 1.021 50.00 3/16 1.575 5.359 15.331 3.802
ROOF SHEETING (STANDING SEAM) A-446 FY 50 KSI �GR�LIE D� /
.075 0.970 50.00 3/16 1.125 4.828 11.201 3.433 LOADING INFORMATION eLOO, coDE, 1991 UBG
BOLTS TYP A-325N �.B-f .075 0.970 50.00 3/16 1.125 3.828 11.049 2.433
1/Y 0 BOLTS GRADE 5 .060 0.994 50.00 3/16 0.900 3.062 8.659 1.861
LIVE LOAD 25 PSF
6.0 2.50 .060 0.994 50.00 3/16 0.720 2.450 4.020 1.235
2. PRIMARY STRUCTURAL PAINT
DEAD LOAD,2 PSF + FRAME WT.
PRIMER: RED OXIDE OR
ENAPEL• GREEIN/SUIE WIND LOAD, 50 MPH EXP. B
3. SECONDARY STRUCTURAL COATING MEGHANIGAL LOAD, NONE
FORMED FROM GALVANIZED PRODUCTS (G60)
GROLRD SNOW LOAD, NOT REQ.
4. BUILDER/CONTRACTOR RESPONSIBILITIES
Size Wgl. Effective S
'PACIFIC BUILDING SYSTEMS STANDARD PRODUCT SPECIFICATIONS APPLY. UNLESS STIPULATED CEE SECTION t d a R Area Per SEISMIC LONE, 3
OTHERWISE IN THE CONTRACT DOCUMENTS, PACIFIC BUILDING SYSTE6IS DESIGN, FABRICATION. D B Foot I. S.
QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. PROPERTIES
IN CASE OF DISCREPANCIES BETWEEN PACIFIC BUILDING SYSTEMS STRUCTURAL PLANS AND PLANS n, In. In. In. In. In. n.' Lb. n.' n.' SHEETING
FOR OTHER TRADES, THE PACIFIC BUILDING SYSTEMS PLANS SWILL GOVERN. d 10 3.25 .105 1.166 90.00 3/16 1.890 6.431 28.100 5.452
IT IS THE RESPONSIBILBY OF THE BUILDER/CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND IFI\� .075 1.093 90.00 3/16 1.350 4.594 20.OB3 3.574 ROOF, 26 GA COMMERCIAL GRADE (PLAIN)
NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED. I Y'I T 9.0 2.25 .105 1.166 90.00 3/16 1.575 5.359 17.761 3.947
APPROVAL OF PACIFIC BUILDING SYSTEMS DRAWINGS CONSTITUTES THE BUILDER/CONTRACTOR'S t D .090 1.130 90.00 3/16 1.350 4.594 15.30.9 3.401 WALLS, 26 GA COMMERCIAL GRADE (PAINTED)
800
ACCEPTANCE OF THE PACIFIC BUILDING SYSTEMS INTERPRETATION OF THE CONTRACT PURCHASE ORDER. .060 1.057 90.00 3/16 1.125 3.063 10.267 2.034
R .060 1.057 90.00 3/16 0.900 3.063 10.267 2.034
ONCE THE BUILDER/CONTRACTOR OR A/E FIRM HAS SIGNED PACIFIC BUILDING SYSTEMS APPROVAL I 8.0 2.75 .105 1.166 90.00 3/16 1.575 5.359 14.986 3.747 IN5Ul_ATION
PACKAGE. CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER/ I B I 090 1.13D 90.00 3/16 1.350 4.594 12.922 3.227
CONTRACTOR FOR MATERW.. ENGINEERING, AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE .075 1.093 90.00 3/16 1.125 3.828 10.830 2.563 ROOF' W/A,
PROJECT TO BE MOVED FROM THE FABRICATION AND/OR SHIPPING SCHEDULE. A PENALTY FEE MAY O60 1.057 90.00 3/16 0.900 3.063 8.528 1.934
BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND/OR SHIPPING SCHEDULE,
AS LONG AS PACIFIC BUILDING SYSTEMS DESIGN AND DETAILING APPROACH COMPLIES WITH THE 6.0 2.50 .060 1.057 90.00 3/16 0.720 2.450 3.904 1.209 5T3'�E4' N/A
PURCHASE ORDER.
WAL L`r N/A
THE BUILDER/CONTRACTOR OR A/E FIRM IS RESPONSIBLE FOR THE OVERALL PROJECT COORDINATION
ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED BY PACIFIC BUILDING
SYSTEMS ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER/CONTRACTOR OR A/E FIRM. UNLESS AGGE550R I E5
SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART
OF THE PURCHASE ORDER. PACIFIC BUILDING SYSTEMS ASSUMPTIONS WILL GOVERN.
THE BUILDER/CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND NOTE,
SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES.
SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS FOR THE PACIFIC BUILDING SYSTEMS 35_CCVELICE ADDITION TO EXISTING BUILDING F'l05 ifb0-'�074
BUILDING DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT PACIFIC BUILDING SYSTEMS OR ITS 17
DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CON-
STRUC71ON PROJECT. TTIESE DRAWINGS AND DESIGN DATA ARE SEALEO AS TO THE STRUCTURAL SYSTEM - l4
FURNISHED BY PACIFIC BUILDING SYSTEMS, IN COMPLIANCE WITH ALL REQUIREMENTS OF THE PURCHASE �-�- _I��I
ORDER.
THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL
BUILDING COMPONENTS IN ACCORDANCE WITH PACIFIC BUILDING SYSTEMS 'FOR CONSTRUCTION'
DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE Ii 6'
RESPONSIBILITY OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL R PANEL
5. A-325 BOLT TIGHTENING REQUIREMENTS SUPER SPAN PANEL THK. WT. 1.In'
' S.In'. I.In.' S"'
ALL HIGH-STRENGTH BOLTS ARE A325-N UNLESS SPECIFICALLY NOTED OTHERWISE. SECTION GAGE IN. PSF Positive Bending Negative Bending
STRUCTURAL BOLTS SHALL BE TIGHTENED BY TURN-OF-NUT METHOD IN ACCORDANCE WITIi THE PROPERTIES 126 Steel .0198 10.981 .0520 .0505 D423 D%93
NINTH EDITION.AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS' PER SECTION
5B. A325 BOLTS MAY BE INSTALLED WITHOUT WASHER WHEN TIGHTENED BY TURN-OF-NLTT METHOD.
IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. /
24' COVERAGE
ALL BOLTED CONNECTIONS, UNLESS NOTED, ARE DESIGNED AS BEARING-TYPE CONNECTIONS WITH BOLT4�. F,+11
THREADS NOT EXCLUDED FROM THE SHEAR PLANE.
/ � y �•'1 � 4 • ''r
/ q �17
/I 4�rF�1STfR� 4 �
STANDING SEAM AL
WEATHER SEAM' PANEL THK. vlV I,In S,In' I.In' S.In'
SECTION GAGE IN.TH PSF positive Bending Flegdtive Bending EXPIRES 8izai 4
PROPERTIES/ 26 Steel .0196 1.01 .3223 .1286 EI .0820
�a steel .AT940 tea .4016 .162 V .1956 .1083 /
120'-1I" EXISTINGWILDING 60'-0" OA. W1 LAs Pu_ P!S As �-P, -Ef,uowrJ
9(D'-O"
13' �D TH1P..D -PoiNiS
BR.P'CE:CA6La H
— O �
r w P _I
O NEW SHEETING Ip
N BY Pb5
i L 04 I �.\ lK I l W/i2)3l�- d X 2-k.7
-y Bo�TS0 Exi5T.
o �
[A�Co1JNEcTIo�-A �e7AIL
�o'I3o U
- o
EXISTING QUILDING
PD5 #88 3074
di
�. LFd:fi4
I �ojr WASI . .�
v
O c
„� 9/ j
SCALE 1/5" n 1'-0" EXPJRESa W,Q(P
iz
4:-4!,- A2- I I" STE E L
11 1, 4'-1011- - I .
15 IV
?-1:-4
a1, 4Z-
H an D
/* 12
7-
F4 W'S K 50 J 7
& Z-F4 44
r >o
t lv� 0 P4
boo
41'-11 1/?-' 6-rg 5L
4-f-d O-A, LSAW--rO ELeVA-rlQfJ <2
EA To FKA M F- SFCTIo GRID L i we - (21) geo'oT _
79
114%.5-5,r I?
@- .4
J L 3"X 5'/z;'x 55/16:�'
1/4 1 43 --T? r+11
18 x L-.0 LEA N1 3/1�6 ill LE*
WASi
A C o Fr� AS 9 T
±4
t� 4-Lr
10 ExltrF. LF
ISLE-, CAP R 1/2 CAP PL. W, AL
W/(4) A325N BOLTS
BASE PL x
-Z)
Ei-I A I (E)bA5 D E:-,A 1
_0 W1 0 A36 A.S.
ENDWALL COLUMN DETAIL �COLUM4 BASE PLATE FETAL
ANGLE SIZE & END PLATES
TYP. IN DETAILS "B" THRU "G"
4)7/3 X 4- X VARIES /
(4)7/3r# H
(1)9/16'0 H . 1/r
OR 4 YEX SCREWS / THREADED ROD
IF WALL DRD'O.DOES
NOT MATCH ROOF IOC.
RATE 3/16X 11/r x 5' PULE 3/15 X 1 1/2' X 1 1/2' 1 E
(1)9/16'p H (1)9/i6'FI H ROD Q TiPEADED 1/2* 0 X C
H
ROD EACH END 1HRfiADED ROD
1/2- f O x L 1'XTX7/� r !!• .
THREADED Rot /1 • -iTMm no /� * /. M
1 B
r r r r
1/r0 z 1 1/4' GR_5 C".) YAASES /
/
r`
Z.-T C*FROM 815E
EAVE DETAIL 0 ROOF A MID DETAIL ® ROOF B RIDGE DETAIL C EAVE DETAIL W/LEAN—TO D EAVE/DETAIL ® WALL E MID DETAIL ® WALL /I F DETAIL ®' ENDWALL G
N /
II BRACE GRIP & CABLE N USE S . HILLSIDE
II , & N 0 OTHER END
`r SEMI-SPHERICAL WASHER G7 / 1 4 1/4
RACER BRACE GRIP &CABLE'
IF
BOLT OR ROD ' � /
( ROD BRACE
II ( BRACE-EYE 1/ 3" X 6"/MIIN PL. I BOLT EQUA TO
4 3/4"0 BOLT ROD DIX
it NOTE:
11 2 1/2" 2HDSLOT REO'D 0 3" X 6" MIN PL.
4 f DBL. BRACING ONLY 3" X MIN PL.
COLUMNS
u
(,mBLE CONN. H CABLE CONN. J BRACING SLOT LOCATION K CABLE CONN. ® CORNER COL. L D CONN. ® ORNER COL. M
(4) 1/2' 0 X 1 1/4' BLOTS ! /
GRADE 5 O LAP
SIMPLE SPAN GI SIMPLE SPAN GIRT 1-1--7
SEE PLAN VIEW FOR LAP
(2) 1/2' 0 1 1/4- BOLTS (2) 1/2" 0 X 1 1/4" BOLTSGRADE 5 END GRADE 5/EACH END 1' /1"
1/4' GIRT CUP I 3/16 1 1/2 - 1 1/2
3 g' GIRT CUP --- --- / 14 !
! / .
e 1 i BRACE GRIP & CAB
e o a e l FIELD INSTALLED
N / J 12 OR LESS Clf WAS!//Y
e — 12 i PL. /
4" x x 3 8"
e e J12 a
( SEE PURUN OE BRACE 12 OR LESS FLANGE BRACE
9/ 9�
r (1) 1/2" 0 X 1/1/4' 1 3/4"
/ 112 GRADE 5 ® BEAM C1�
12 OR LESS I SEE PURUN FLANGE BRACE 3/16" PURUN CUP (4) No. 12-14 X 1' TEK �
(2) 1/2' 0 X 1 1/4" BOLTS SCREWS (O.T. GRAY) 0 PURUN
GRADE 5 O CUP BRACE BOTH SIDES EXPIRE 2O/
/ UNLESS NOTED ON �'•
i
ERECTION DWG'S
......,. .-. .....r nr..`.r n uu 1Lr nlnr e•� •unr%nn.nr/ n ram..n..•� r� .unr nn•nr .. .......- ....... .� ..........-... � _
o 0)IS
9 9 e
1 EXI5TWG OUILOING (00'-O" OA. U ¢ m
50'-0" 90'-O° 20 I I° 13" Cl)CW
z N
w ¢
ul
Al I Al Li]
m — 's, — -'s
Q O
CL
O (2)'0 AB. W/`r PROJ. I W/Z•PROJ. I m N 11II I
W/Z PROD. Cl 0
E ► 1 I I /
, I I Q •_
Y
7 o L N
° o
D
' U
W J ? o � � l � l
I I te a ° N o N w
z
i
N
O } c
EeDGE
m N A.
EXI5TING �UILDING
Pb5 #88 1074
ELt.r
SCALE Wb" - I'-O"
E>t�,Nca anu
O