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383 Rio Lindo Ave, Chico, CA 95926
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P. (530) 592-4407 www,summitchico.com
Structural Calculations Foor
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Client:
i Tim Duntsch, .North Valley Building Systems, Inc.
1 Proie.ct:
Lundberg Mechanical Platform
Address:
PERMIT #B (�—��
UTTE COUNTY DEVELOPMENT
` 5370 Church Street, Richvale, CA, REVIEWED FOR
COD Ct MPLIANCE
QaOFESS, DAT Z S BY
ED10y
940
C 8+ BUTTE
COUNTY
EXP.
FEB 10 .2016
CIVIL �P
OFCpIIFa�� DEVELOPMENT
' SERVICES
Nbte.Summit .Structural Design (SSD) is not responsibIle for on-site inspection to
assure compliance with: the standards, sizes., materials, or workmanship specified herein.
SSD, is not responsible for any structural ,.element .or system not, specific:ally-WeId :in this;
set of spe�cifi0ations/calculations unless authorized in writing by•SSD. Workmanship shall
be of the highest quality.and in all. cases shall follow accepted construction practice the
latest edition of'the California. -Building Code, and local building department standards.
F4I�
ral
STRUCTURAL NOTES
: Lund
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY.
THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST,
BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN
AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE:
ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
C) 1 -.HE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED
.OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD
OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC„ CONSTRUCTION
WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES -SHALL INCLUDE FORMING, SHORING,
BRACING, SCAFFOLDING, ETC.
D) IF2A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS,
THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE
DESIGN. DOCUMENTS.
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO
THE REVIEW OF THE ENGINEER.
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) 15 THE RESPONSIBILITY OF
THE. CONTRACTOR OR OWNER.
G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE
FOLLOWING TYPES OF CONSTRUCTION:
WELDING OF STRUCTURAL OR REINFORCING STEEL
HIGH STRENGTH BOLTING
EPDXY ANCHORS
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE -STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL
BE IC130 QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT.
2. SITE WORK /'FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1;500 PSF PLUS 20% FOR EACH FOOT OF DEPTH BELOW 12" PER ORIGINAL
BUILDING SOILS REPORT BY STREAMLINE ENGINEERING.
B) BUILDING SITE. IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A
GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHTTO THE ATTENTION OF
THE ENGINEER.
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR.STEPPED FOOTINGS. ANY OTHER
CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE.CONSTRUCTION OF THE
FOUNDATIONS.
D) AUL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL. FOOTINGS, AND GRADE BEAMS
SHALL. BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE.
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
.F) AUL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY -FROM ALL FOUNDATIONS A MINIMUM OF 10
FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BESCALED FROM PLAN OR.DETAIL DRAWINGS,
H) FILL MATERIAL. SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE
COMPACTED A MINIMUM OF 90%.
4. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED FOR 2,500 PSI).
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE.AS
DE!1'ERMINED BY ASTM C-227, 289; AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALI(ALI REACTIVE
MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E)
F)
G)
W
K)
L)
PROJECT:
CONCRETE EXPOSED TO FREEZING OR -THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF
ACI 318.
SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING
AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY
ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB
WITH #3 AT 1.5" E;W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF.SLAB WITH SAME SIJB-SLAB
BUILDUP AT' ALL OTHER AREAS,
SAWCUTTOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED,
SAW .CUT AT INTERVALS NOT TO EXCEED T-0" WHERE SLAB IS UN -REINFORCED.
REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST -AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH'SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1'/:"
#6 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %"
REINFO.RCEMIENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND
LAPTOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O.
#S AND LARGI:R.REBAR.SHALL NOT BE RE-BENT.
ALL REINFORCING STEEL AND.ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATE:LY SECURED IN
POSITION BEFORE AND DURING CONCRETE PLACEMENT.
S. METAL
A)
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7. STEEL
7.1 STRL
A.)
B.)
C.)
D.)
E.)
%MING
METAL FRAMING SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF
AMERICAN IRON AND STEEL INSTITUTES "SPECIFICATION FOR THE DESIGN OF COLD-FORMED'STEEL STRUCTURAL
vlBERS'."
kLVANIZED STEEL SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM A446 GRADE D FY=50 KSI) FOR 12, 14 AND
GAGE, AND ASTM A446 GRADE A (FY=33KSI) FOR 18 GAGE AND LIGHTER.
ETAL FRAMING SHALL BE OF THE TYPE, SI7_E AND GAGE AS SHOWN ON THE PLANS AND SHALT. NOT BE PUNCHED
ILESS.SPECIFICALLY NOTED ON PLAN.
(:ESSORIES: PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO TRACKS, CLIPS, BRIDGING, BLOCKING,
IFFENERS, FASTENERS, ANCHORS, RESILIENT CHANNELS AND OTHER ITEMS REQUIRED FOR. A -COMPLETE AND
OPER INSTALLATION,
NNECTIONS:,ALL FASTENING OF COMPONENTS SHALL BE WITH SELF -DRILLING SCREWS OR WELDING AS SHOWN
I THE STRUi.TURAL DRAWINGS. ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH ZINC -RICH PAINT.
-_LDING ELECTRODES: SHALL BE E60XX FOR 18 GAGE AND LIGHTER AND E70XX FOR 16 GAGE AND. HEAVIER.
BRICATION:
PICAL DETAILS: FOR METAL FRAMING DETAILS, SEE SHEET 83..
ELDING: ALL. WELDING TO BE PERFORMED BY CERTIFIED LIGHT GAGE WELDERS, CERTIFIED FOR ALL APPROPRIATE
LECTION, PER THE LATEST EDITION OF AWS D1.2.
iTALLATION:
LIVERY: ALL METAL FRAMING ELEMENTS SHALL BE DELIVERED TO.THE JOB SITE FREE OF DISTORTIONS OR DAMAGE:
ANY KIND.
ACING: TEMPORARY BRACING SHALL BE DESIGNED AND PROVIDED BY THE'CONTRACTOR AS REQUIRED UNTIL
ECTION IS COMPLETED.
CTURAL STEEL.
STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992.
STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A7500 GRADE B.
ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED,
QUALIFIED WELDERS.
ELECTRODES SHALL BE E60 XX FOR. METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED
OTHERWISE. WELDING SHALL CONFORM TO AWSD1.1.
UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET -WELDS. WELD SIZE: SHALL BE PER AISC
SPECIFICATIONS FOR *THE THICKER PART OF THE JOINT.
ALL STEEL SHALL BE SHOP PAINTED, UNLESS. ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED
FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.
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Summit Structural Design PROJECT: Lundberg Wch Platform
F.) BOLTS -AND LAG S(REWS: BOLTS AND LAG SCREWSSHALL.BE ASTM A-307 U,N.0, AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST.
9. DESIGN LOADS
A) ALI. DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV UkO.
B) UVE LOAD: 60 PSF
C). SEISMIC ZONE: D
EQUIPMENT'
nENT BY
MECHANICAL. EQUIPMENT c9
1.1
AND ATTACHMENT BY 1I
OTHERS, 1600# MAX ; r i is .'
OPERATING. WEIGHT r/..
METAL DECK r
PER" NOTE 4— j n
. I
\� �r n
WSi10
s
2 1/6" THICK CHECKER PLATE AND ATTACHMENT BY
g OTHERS,' OVER METAL DECK. PROVIDE SLIP
(52 S3
TYP \STEEL -ACCESS
RESISTANT COATING BY OTHERS AS REOUIR17TYP AT
GUARDRAIL LADDER
POSTS AND ATTACHMENT BY
NOTES: OTHERS
1.) CONTRACTOR SHALL VERIFY MECHANICAL
EOUIPMENT`CAYOUT WITH BEAMLAYOUT PRIOR TO
ORDERING, MATERIALS. CONTACT SUMMIT
' STRUCTURAL DESIGN WITH ANY DISCREPANCIES.
}
2.) MECHANICAL EQUIPMENT MUST BE .SUPPORTED
ONLY ON WIDE FLANGE BEAMS. METAL DECK NOT
DESIGNED TO SUPPORT MECHANICAL EQUIPMENT.
3.) CORROSION PROTECTION BY OTHERS.
4'.) 22. OA. VERCO PLB-36 DECK: WITH (4) 1/2" DIA.
PUDDLEWELDS PER SUPPORT AND BUTTON PUNCH
SIDE LAPS AT 24" D.C.
Y
PLATFORM FRAMING PLAN
s
p.
-- 25'-0"
I
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........... ........_:...........)..>._.._......................
I' 1
1 N4,
I "�•R _ I
I I \ (E) SPREAD I I
I I (E) 6" SOG WITH FTG, TYP- I
#4 AT 18" O. C. .E. W.\ I
(E) .THRUSTI I I
TIF. G. TYP— I T Tm --OUTLINE OF I I
' 1 I PLATFORM I }
I I 52 EDGE
I I (N).3'-0" SO. X ABOVE. TYP I I
I I _ 4* -0"' THICK- HG I I
I I PER I/S2, TYP I I
(E) WALL. TYP\ I IrA
(a) PICS I I —
I, I StI 7
1STEEL ACCESS
LADDER AND. -
I. I ATTACHMENT BY OTHERS
NOTES:
I.) CONTRACTOR SHALL VERIFY MECHANICAL
EQUIPMENT LAYOUT. WITH BEAM LAYOUT PRIOR TO
ORDERING MATERIALS. CONTACT -SUMMIT
STRUCTURAL DESIGN'WITH ANY. DISCREPANCIES.
2.) MECHANICAL. EQUIPMENT' MUST BE SUPPORTED
ONLY ON W,IDE,FLANGE BEAMS. METAL DECK NOT
DESIGNED TO SUPPORT MECHANICAL EQUIPMENT,
3.). CORROSION PROTECTION BY. OTHERS.
FOUNDATION PLAN
b\
Summit: Structural Design
Project: Lundberg Mech. Platform
E gineer: RI<B
Designlof Gravity Loads
Gravity Loads:
Platform Dead Load Mech. Equipment 28.0 .psf
• Decking 6.2 psf
Net Framing 45.0 psf
Misc. 4.0_ psf
Total (horiz) a 83.2 psf
Oafform.,Liue Load, Live.-Load 60.0 psf
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Summit Structu ra I .Design
Project: Lundberg Mech. Platform
Erigineer: RKB
Design Of:. S.eisMIC Mass and Seismic Load: Development
Area, (ftZ:) Weight (1bs)'
'Roof 180 .14976
i
Height (ft) Length. (ft) Weight (Ibs)
'Walls(ext) , 0
Walls(int) _I _ 0
Tata! 14976
Roof Area;(ft7) Ultimate Working Stress
1801 3974 2838
J
Roof
Trib Line Shear'(Ibsj Shear (lbs)
Wall Lirje_ Area (ft') Working Stress rho. Total_
Total Corpb, 180 2838 1.00 2838
• !si vi vey �::.UeSlgn.MapS_.JUrI1fT18ry K2pOrt,F w •
r J` Y: F f•
D:es�ugn Maps. Sumir�ary Report fi1.
,. , s
User-Sp."ec�fied In' ut
Building
... C
Cb e., Reference; 2012, Iternaodi""'fiinal B ll
r
which utilizes:USGS hazard data;6vailable in 200'8.)'j
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SitetoorcJinates 39.5°N;'1.2- 75°W
�R 1 `
Site Soil CJassifieatiion Sife Class D'- "Stiff"Soll"
Risk Category I/II/III,
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USGS Providi d:Output,
Ss
0'.605, g SM5�=1.0 79.:6 g Sns = 0 5'31.g' r �'
,..
` . G•
S1 -
0.271 9 Srti = 0 503.9 Sol' -= 0 3:35.9{
.- - -
For Informago;ii on"how the:SS and S-1 values "above have been; calculated from probabilistic (nsk-targeted) a'nd
v ,
deterministi¢.:ground:motions in the di'recti on of'rnaxirn_. aiorizotal-response,-please return to the:application and.
select';tlie "2009:NEfARP' building code -reference document:
• 1'
N4CE",i aesjonse'Spectrum: Design Response Spectrurru' "
_ t oEa. �.• h ,
0.1.2 �r
o as:T.+
0.42--
4.,
U;40
,I, . •. h 0 r-.-1- 1-- ={-=-
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a�•j Pe idd'r T (sec}: r' • r :r�er101j. T ('>ec) .� d4 :' -
Y
r
•
��1llhou9ii th€s`infonnation IS a prodtaet of the U.S Grological 5.urvey we pl Ovide no warranty; expressed or (nulled a§ to the'
accuracy ofEtbe;data-cor tame d`-therei.n..'fhls:tool ,s not;aautistitute foraechr ical subkho' ledge,;,
ject ma ,er '
�-
>^ . sT .0
- z
hripJ/etipl-earthquake cr.usgs,gov/designrnaps/us/summary php?template,=.minimal&lat�tude=39 5&longJtude=-'121 ,75Rsllel lass=3&nskcategory-0&edilion=ib... , 1/1
Level a
Story,Ht. (ft)
hi (ft)
wi (kips)
Summit Structural Design
Cvx
Project: Lundberg
Mech. Platform
ROOF
Engineer: ;R'KB
13
15.0
Design of: Seismic Load Development (ASCE 7-10)
1.:00
3:97
Seis.mic.D.esign Category
D
Ss
0.605 Mapped 0.2 see spectral response Occupancy
2
51
0.271 Mapped. l sec,spectral response I
I
Site Class D
.In accordance with Ch 20. TL
16
0
0.
0
Sms
0.79.6 Site Coef, T 11.4-1
_
4
Smi
0.503 Site Coef; T 11.4-2
0
SDS
0:531. Design Spectral.Response_(0.2 Sec)
0.00
SDI _
0.335 Design Spectral Response. 1.0 Sec
4th _
System Caritilever Columns
•0
0
w..:
0.00
R
2 Omega. 2 Cd 2 Ht Limit'
35
Cs
0.27 12:8-2 Max. Cs 0.77 Min Cs 0.02 (.01 outside
of SJ)
Ct
0.028 x 0:8
_
0.0
Ta>
0:22 Cu 1.4 MUT 0.31 No limit for drift
0
Use.T
0.22 Alt Ss 0.605. Ss may be 1.5 if 5 stories and regular .
0
V=
0.265 *W Height to Roof (hn) _. 13 ft
_
4
V=
4.0 k Vert Dist>Exp. (k) 1
0
Level a
Story,Ht. (ft)
hi (ft)
wi (kips)
(wi*hi) (kip -ft)
Cvx
Veq (kips)
;i VE.Q (lcipsl NDiaph..(kips)
ROOF
13
13
15.0
195
1.:00
3:97
4
30th _~
0
0
`0
0
0.00
0.0
_ _ _3
4
6th _
0
0
0.
0
0:00
_
0.0
_
4
5th _
0
0
0
0
0.00
0.0
_. _
4
4th _
0
•0
0
0
0.00
_
0.0
_
4
3rd _
0
0
0
0
0.00
_
0.0
4
2nd _
0
0
0
0
0.00
0.0
_
4
lst
0
0
0
0
0.00
0.0
_ _
4
Summit Structural Design
Project: 'Lundberg Mech. Platform
'Engineer: RKB
Design of: Foundations
Allowable Soil Bearing: 15. 00 psf
Concrete C:ompressive,Strength: 2500 psi
Summit Structural Design
Project: Lundberg Mech. Platform
Engineer::RKB
Design f : Post Foundations, Constrained
Constrained
-Embed Depth, d= 4.Q ft.
b= 4.2 ft. Diameter of rourid post or diagonal dimension of square post:
h 12:0 ft. Height of applied load.
I'= 710 lbs. Applied load,
,S3= 532 psf Allow. lateral bearing *pressure based on embed depth.
�aLvwv-, L(rAc4 a Koof
��� • - 19
-; Anchor Designer -T"'
matt •+rl A
Software:
,f !o Version 2'3.5365:..6
Company Date:
2/117016
Engineer Page
1/5
Project
--
–
t
_—
.Add re"ss:
–
Phone:
–
E-mail: ---
.w
• S
1 1—Pr-066t infQtriation: y
Customer.company. ;, ProjectJtlescr{ption: `
£ustomer'contact name: i ", _� Location; ,
Customer,e mail:, Fastening description.`.
Comment: f: a "
2; input Data 11. AnchorPararn'kers
t
General;_ Base Material `
Design method ACI 31 08" Concrete; Normal=weight
- ; b Units imperial units •, '- Concrete;thickness, h (inch); 36:00
State :Cracked
_Anchor Information CompressiVestFength, f� (psi); 2500
Anchor lype'Cast in -P, .lace
i Ww 1:0
4 Material::AB Rernforceifient condition 13?tension; B shear t
Dramete�.(rnch) Oc875 ' Supplemental, reinforcement: Not applicable
Effective Embedment depth, hOnch)`. 18.000 Do not.evaluate concrete breakout:intension: Nl):'
Anchor category - – Oo not: concrete bre
Do
r Anchor dtictlldy Yes'_, t Ignore 6do requirement: No '
. hmf.(inch)- 2025 4 .,
Build-up{grout 'ad'
t
:Sm6 (inch),'5.25
a
Base Plate ,
Length gx Width x'Thickness (inch): '12 OO x 12:0 0 5cA,''00 '
# ,Load and GeometryYield stress>36000 psi
` Load factor source: AC'I 318" Sectiorr 9.2 +
'Load combination:-notset Profile type/srie:'HSS6XhX1/4
Seismic,design: Yes �* " -
Ancliors:subjected,tosustained-tension` Notapplicable
Strength'reductron;factor for brittle failure 08:'1:0
Apply entire vhear load atfront row:^No
-:Anchors only resisting w{ndand/orrseismic.loads:: Yes Z .,
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x Input d ata and results musrtie checked ror,agreement wdh'the existing circumstances thd'standards and guidelines must'be checl e:d ror.plauslbillty '
imps¢i%StfGnr) l le •Gcnl an}iii c, 5956 W. Las Posltas Boulevard ;Pleasanton, CA 995138' Bhonet;925:5F0.9000 Fax: 925.f347-:3871 :ONw.strongtie:com
Company:Dabs2/1/2016AnchoDeSigneCT"
Engineer RagE:� 2L5
SoftWare . Project.
Version 2:3.5365.6 Address:
Phone: --
a
-
.. E-mail•
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Recommended 'Anchor +
Anchor Nahno- PABPre:Assembled AnchocBolt PAB7 (7/8"0)
i,
' ���1�$iA�Yt6#kJiitiflii ' a St�:i���'�` +� .cls _. •'# i . « ;. �. � .
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r p., g:" P Y
r ,+iuf# �n >!i4.in , 11e C:nl �i {ty Inc. :5956 W. Las Positas Boulevard "Pleasanton; CA,94588 `Phone: 925.560:9000:;Fax: 825tb47:3871 wiMa strongtie.corrl
EMIMIZ]Anchor DesignetTIVI
RT
Software "U'��li:pi.Version 2..3.53,65..6
Company:
Engineer:
Date.
gE.
12/1/2016
F3/5
Project:
Anchor Tension load,
'Shear load x,
o
-Address:
Shear load combined,
Nua (lb)
Phone:
VUBY (lb)
E-mail:
27 5.0
0;0
... . ........
3, Resulting Anichor Forces
� ....... . . r ... .......
Anchor Tension load,
'Shear load x,
o
Shear load y,
Shear load combined,
Nua (lb)
V... (Ib)
VUBY (lb)
.1 7561.1
61.1
27 5.0
0;0
275.0
2 7561.1
:
275.0
0.0
275.0
3. 0.0
275.0
0.0
275.0
4. 010
.275..0
o. -b
275.0
Sutn 16122.2
1100.0
0.0
9"100.0
Maximum, toncrete-compression strain (%o): 0.25
Maximum i.oncretecompres§ion stress (psi): 1069
Resultant tensi6n, force .(Ib): 15122
Resultant 6-ornOression force (lb): 21-122
Eccentricity of resu ' Itant,tension forces iry-x=axis, e.'NX Qnch): 0.00
Eccentricitq of resultant.tension forces in y-axis, e'Ny.(inch): O;OjD
Eccentkitj( of, resultant theat forces in x-axis, e:yx.(ihch):'O.QO
EccOntricitj! oUresultant shear forces in y -anis, e vy (inch): 6.00
4. Steel S.rength of Anchor in Tension(Sec. D.5.1)
Ns. (lb)
ON.,. (lb)
26795 0.75 20096
5. Concrete Breakout.Stre-hq h of Anchorin Tension (Sec.. D.5.2)
Nb 116A*-vh,PI (Eq. D-8),
F� (psi) ha, (in) Nb (Ibj
1.00 T500 - 15.000 72986
<Figure 3>
0.7500,o =0.750do V-ed,,vy"CNWcpmN6,(Sec. b.3.33, 0.4.1 &. Eq. Dm5)
.ANa (W) Ano (W) Ylaa;N V'O 0. N Y1C.N tWcp�z.Af Nb (lb) 0 0.75f5dIANGb9 (lb)
1296.00- 1.000. 0.88.0 1.00 1.000 72986 030
21581
6. Pullout Strength of -Anchor in Tension (Ser. D.5,31
0.750d^I= 0.75OdOY-,,pNp = 035'OdOy�AAblpf�.(Sec. D,3.13.3, DAA, Eq. D-14 & 0-15)
`A'.p A6ry (int) ra.(psi) 0 0.750doNp. (lb).
70 ----4.46 250.0 0.70 46843
Input 'dat6 and results must be check
ed,(6r agreement Avith the existing circumstancesthe, standards' and gUidelihes-must be checked for plausibility.
Skwipson SlrOng-T-Iie Compai)y int_ .5956 W. Las Pdsitas Boulevard Pleasanton, CA 94588 Phone: -925.560.0000 Fax: 925.847.3871 www.strongfie.coiii
1�
4s
Anchor Designer TM
rrii`)tItr,gt. Software
ael . .
rl�
e 4 '( Version 2.3.536x6
8. Steel'Strengt ,of Anchor in Shear (Sec. D.6.1)
Vsa (Ib) Ovml 0 og..rov.. ON
16080 1.0 0.65 10452,
Company: Date
_
2/1/2016
Engineer: - Pace-
4/5
Project:
_-
Address:
_
Phone:
Design'Strength, ONn (lb)
E-mail:
Status
9. Concrete Breakout Strength of Anchorin Shear (Sec D 6 2)
Shear perpendicular to edge in x•direction:
Vex (Eq. D-24)
/e.(iri) do (in) re (psi) ca, (in) Vbx (Ib)
7.00 0.88 1.00 .2500 22.50 52962
R.75 d�Vcb'� 0.750dy5_(Avc/Avco).`I'dc,vYud;vY'c,v'I'r,,vVbx (Sec. D.3.3.3; DA.1 & Eq. D-22)
AV. (W) _ Avco,(inz) 'Pe ev 'I'adv ''I'cy '1'b.v V& (lb)
- - - 2278.13
0,820 1.000
Shear parallel to edge irrxcdirection:
Vby = 7(le / do)° fia tl�f'gcoi' S (.Eq.. D44)
la. (in) de (in) h T. (psi) col (in) Vby (Ib)
7.00. 0.88 1.00 2500 13:50 24644
0
0.70
0.7544Vicer,r (II))
12160
0.750dOVebyJr=0.750dO(2)(Avc/Avco)Weo,vY%dv'A�.v'/i,,vVby(Sec. D.4.1, D.6.2.1(c) & Eq. D-22)
Ave (in') Avoo (inz) 11'6 V V'od,v Y'e,v VP, y Vny (Ib) (6 0.751dd V�oDx (Ib)
729:00;820.13 1.000 1.000 1.000 1..000 24614 0;7022974 --
1'0. Concnete_Pryout Strength of Anchor in Shear (Sec D 6 31
0.750do .V.,v = 0:75.OdOk,;pNcn9 = 0.75.OgOkep(ANo/ANoo)'Pue,N .V'od,N 9 c,N �Pcp,NNb (Eq. D-31)
kip Am (in?) ANco.(inz) Vee,, Y'ed.N Ys,N 9'cp,Ar Nb (Ib) 0 0.750,,OVepg (lb).
2.0 1296.00 729.00 1.000 1.000 1.000 1.000 31.1,530.70 58152
11. Results
Interactiotsrf Tensile. and Shear Forces (Sec D.71
Tension Factored Load, N.o (lb)
Design'Strength, ONn (lb)
Ratio:
Status
Steel '7561
20096
0.38
Pass
Concrete breakout 15.122
21.581
0.70
Pass (Governs)
Pullout 7561
46843
0.16
Pass
Shear _ Factored Load; VLo (lb)
Design.Strength, eV„ (Ib)
Ratio
Status
Steel 275
10.452
0.03
Pass
T Concrete breakout x+ 1100
12160
0.09
Pass (Governs)
II Concrete breakout,y- :550
22974
0.02
Pass (Governs)
Pryout 1100
58152
0.02
Pass
Interaction.check NeWOM V,,.IOVn
_D7.
Combined Ratio
Permissible
Status
T__ 0.70 0.00
Sec.
70.1 %
1.0
Pass --
PAB7 (1/8'11) with hef = 18.000' inch meets the selected
design criteria.
Base Pla (`Thickness
Required Mase plate thickness: 0.839 inch
Input d ata and results must be checked for agreement.with the existing circumstances the standards and guidelines must be checkE:d for plausibility.
SGnpson Stptin9- ;e e;oni;,an} Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax:.925.847.3871 W". strong tie'. corn
y
Summit Structural Design
ProjectAundbergNech. Platform
Engineer: RICB
Desierroi:: Cantilever Column
Steel Code Check for Structural Tubing
®
Per ANSI/AIS-C360
Properties
Loads
Member Length, L =
13. ftz
Axial Load„Poi =
3.75 kips
K =
2.1
Axial Load, PLL =
1.62 kips
Yield Stress, Fy=
46:0 ksi
Seismic Wind
Modulus of Elasticity, E =
29000 ksi
Shea�,.Vx =
0.71. 0.00 kips
Height, h =
6:00 in.
VY =
0.00 0.00 kips
Width, w =
6.00 in.
Wall thickness,;t =
0.23 in
Note:
Radius of'Gyration, rx =
2:34 In
See lateral design for Seismic
an'd Wind
Radius of Gyration, ry =
2.34 .In
load development.
Area, A =
5.17 in2
Section Modulus, Sx =
9.44.In3
Section Modulus, Sy =
9.44, in3
Moment of Inertia, ix .=
28.31 in4.
Section OX
Moment of Inertia,, ly.
28.31 Ino
2x =
11.2 163.
,
7-y=
11.2ln4
Co mpres Oon
Section ok for Compression
Critical load Combination, P =
4.97 kips < 15%of-Allowable - Section ok=for Cantilever Column
W,
1:670
4.714(E/Fy)^(1/2) =
118.261
x-axisy_axis
KI/r.=
140,02, 140.02
Fe =
14:598 ksl 14.598 ksi
Fcr =
12:948763 ksi '12.948763 ksi
'
Pn =
66.973213 kips, '66,973213 kips
Allowaole-Compressive Strength Pn/Wc=
40.1037.204 kips, 40.1037204 kips
_P
Bendin
section ok for.8ending
Wy
1.670
x-axis v axis
Seisinic Bending'Moment, M =
• 110:77 k -in 0.01 k=in
Wind Sending'Moment, M.=
0.00 k -In 0.01 k -in
Compact, Compact
Nominal Flexural Strength, Mn
515.20 k -in 515.20 k=in
Allowable Flexural Strength; Mn/Wp
308.50 k -in 308:50 k=in
Shear
Section ok for Shear
W„
1.670
kv
5
x-axis •axis
Q=
8:17In3 8.171n3
CV =
1 1
Aw =
2:34 int 2.34 in2
Design Shear Stress, fv = VQ/It.
0.53 ksi 0.00 ksf
Nominal Shear Strength, Vn =
64.50 kips 64.50 kips
J%llowm3ble Shear Strength, Vn/W, =
38:62 kips 38.62 kips
Combined'. Bend,& Comp.
Section ok for Combined Eqns.
Pr/Pc
0.12'
Eqn H1 -1b
0.421
Deflection '
Section ok fo'r Deflection
Calculated Deflection, D,MAX =
1.738. In.
Allowable Deflection, DALLOW =
3.900 in
Summit Structural Design
Project:Lundberg Mech, Platform
Engineer: RKB
Design Of: Rectangular Steel Post (RISC -13th Ed:) ASD
Post:
p `710 lbs. Max ASD Load
h= 156 in., Height of Load Above Base Plate
F,j/= 46 ksi -Yield Strength of Steel
Mmax= 110760 in. -lb. Max MMT in Post
4 4.b2 in? Plastic Section M.odulus'Required Zreq'd=(1.67'Mmax)/Fy.
Post Filet INeld Size:
HSS Side cl= 6 in. Outside Dim. of HSS Depth Parallel to Bending
HSS:Side yr 6 in: Outside Dim.of HSS Width Perpendicular to Bending
Area of Weld= "24 1n.2 Assumed 1"Wide Weld A=2d+2w
S of Weld 48.00 in.. Assumed 1" Wide Weld S=dw-A3
Shear. Load F'/A= 29.5833 psi
Tens.,Lciad HI/S= 2307.5 psi
Tot! WeldLoadlu, 2307.69 psi Square Root of the Sum of the.Squares (Elastic Vector Method)
electroce Fexx= 70 ksi
Omega= 2
a reld= 0.2500 in. Greater of Required, Weld Size a a=(6mega*Tot. Weld Load)/(0.6"Fexx`0,707)
and Minimum Fillet Weld Size
Minimum Fillet Weld Size
Material ThG;kiiess of Thicker Part.Joined in. Min Size a. in.
To'114" Inclusive 1/8
Over 1/4 to 1/2 .
3/16
Over 1/2" to 3/4"
1/4
_
Over 314"
5/16
Project: Mebh. Unit Support Beam
Andy Johnson; P.E., SUMMIT STRUCTURAL DESIGN February, 02, 20.16
Z.\Summit Sf.ructural .Design\ Projects\ 2016116-.106 NUBS Lundberg Mech Platform\
Design Group Results
Design* GrOup: QG1 per AlSC ASD (2010)
Designed A: W12x14, Material: 1Stee11ASTM A992 Grade 50
.Strong Deflection Check
Member !' REssult
Name i Ca
Offset
:ft
Demand dy
in
Capacity dy
in
Code
Ref.
8mX001; D+L
6.000
-0.168
0.600
IBC '1604 3:1
i
Stroh Fle''lure Check.
Member ; FtEsult
Name ! .Case
Offset
ft
Demand Mz
K -ft
Capacity Mz,
K -ft
Code Unity
Ref. ChecH
BmX0,01; DAI
6.000
19.005
43.41;3
F2-1 0.440
Strop Shear Check
Member i' Result
i Case
Offset
ft
Demand Vy Capacity Vy
K K
CodeName
Ref.
BmX001 D+L
0.000
:4.335
42.754
G2-1
r
Page 1
' VisualAna/ysis 12.00.0013 (w.ww.iesweb:com)
unity Details
Check
0:28 OK
Details
C Lb = 0.000 ft
Cb = 1.000
Unity Details
Check
0.10 OK
Project: Main Beam
Andy :Ipl nson, P.E., SUMMIT STRUCTURAL DESIGN February 02, 20.16
Z;�Summit Si.ructural.Design\_Projects\_ 20.1.6\:16-1:06 NUBS Lundberg Mech Platform)
Design Group'Results
Design GrcjUl).: D:G1 per RISC ASD (.2010)
Designed.;;: W12x14, Material: \Steel\ASTM A992 Grade, 50
Stron .Flewire Check
Member I REsult; Offset Demand Mz Capacity Mz 'Code Unity Details
Name ; Case ft K -ft K -ft Ref: Check
BhIx001_ 1 D+L 7:500 34..336 37.246 1 F2-2 0.92 OK Ll? = 5.000 ft,
Cb = 1.052
ig Shear Check
ber Result Offset Demand Vy Capacity Vy Code Unity • Details
Case ft K K Ref. Check _
101 i D+L 15:000 6.656. 42.754 G2=1 0.:16.OK
I_�-- --
Page 1.
VisualAnalysis 12.00.0013 (www.iesweb.com)
Type PLBTM..,:3161HIS1312-•36 io
1'/�" (38 mm) Deep Roof Deck
Primer Painted or Galvanized
ALLOWABLE UNIFORM LOADS (psf, N/m2
_.___...--.- ---------- --- ._________._.....-
---
._....------------
----
PAN (ft -in., mm)
..._._._..-_-._.__._.-.____...__.__._.__.___._._
4'.0" 5'-0"
5'-6"
V-0"
6'-6"
7'.0"
7'-6"
8'.0"
8'-6"
.........
9'-0"
......__...._._._...._
-
9'-6"
_._._..._.__._._.__..__...-..._____.... ...
10'-0" 10'-6" 11'-0" 11'-6" 12'-0"
SPAN GAGE 1,220 1,57.0
1,680
1,830
1,980
2,130
2,290
2,440
2,590
2,740
2,900
3,050
3,200
3,350
3,500
3,660 r
STRESS 178 114
523
94
79
67
58
51
44 39 35 31
28
C
2 2 ._..._. _ ._m...........8, -5, 458
_......
4, 501
3, 783
3.208
2, 777
2, 442
2,107
1, 867 1, 676
. ......
1, 484
1, 341
_............
U240 t+t 92
69
53
42
34
27
22
19
16
13
11
U
4,405
3,304
2,538
2,011
1,628
1,293
1,053
910
766
622
527
STRESS 223 143
10,677 6,847
118
99
85
73
64
56
49 44
40
36
3:2
30
27
25
W
20 - --- ... _ _.. _ ................._.._.....
5,650
_--....._......
4,740
4,070
_....__.....__.._..----._......._._.............__......
3,495
3,064
2,681
2,346
----._.._..._--_--.
2,107
1,915
1,724
1,532
1,436
1,293
1,197
J
L/240 222 113
85
66
52
41
34
28
23
19
__.......__......
17
14
__.._. _....._.._.._
12
_....._._
11
._.
9
8
10,629 5,410
4,070
3,160
2,490
1,963
1,628
1,341
1,101
910
814
670
575
527
431
383
Z
STRESS 300 196
14,364 9,385
162
136
116
100
87
76
68
60
54
49
4 4
40
37
34
p
7,757
6,512
5,554
4,788
4,166
3,639
3,256
2,873
2,586
.2,346
2,107
1,915
1,772
1,62.8
L/240 ♦+o 159
119
92
72
58
47
39
32
27
23
20
17
15
13
11
7,613
5,698
4,405
3,447
2,777
2,250
1,867
1,532
1,293
1,101
958
814
718
622
527
300 250
STRESS 14 364 11, 97 0
207
174
148
127
111
98
86
77
69
62
57
52
47
43
.. . _ ___.....__
1 _..._. ._. 9,911 ... ...
8, .. 331
7,086
6,081
....._..__.______._.......__.._____.___._.-_......__._.._____....._...._..__.__.._
5,315
4,692
4,118
3,687
3,304
2,969
2,729
2,490
2,250
2,059
L/240 _ 198
149
115
90
72
59
48
40
34
29
25
2'1
..
19
_
16
14
-R ,480
W.9
7,134
5,506
4,309
3,447
2,825
2,298
1,915
1,628
1,389
1,197
1,005
910
766
670
STRESS 188 120
9,001
99-
84
71
61
54
47
42
37-
33
30
--��
5,746
4,740
4,022
3,399
2,921
2,586
2,250
2,011
1,772
1,580
1,436
0240 ++t ttt
Ott
+t 4 .
+tt
++4
ttt
t+t
t+t
+t+
32
28
1,532
1,341
STRESS 236 151
11,300
125
105
89
77
67
59
52
47^42
38
34
31 M_
29
_ 26
W
7,230 5,985
21D_.....__--_._._.___----.--__-_..___._.___....._.__....__.._._._-
5,027
...............__._.__._._._.__.-.-._____.__._.._..___..____._._._._._........---.-.--._._._..._..._.._.....__..-.--_--
4,261
3,687
3,208
2,825
2,490
2,250
2,011
1,819
1,6.28
1,484
1,389
1,245
J
.--...._..._.._-.-
..-._._...
-.
m
U240 t+t +++
+tt
++♦
tt+
t+t
+++
+++
++t
47
40
34
29
26
22
20
,
2,250
1,915
1,628
1,3.39
1,245
1,053
9513
_
_..
_
300 204
STRESS 14,364 9,768
168
141
121
104
91
80
7063.._.__..56._.._.
51
4642
39
35
Q
8,044 6,751
_ ..............__..........._.._ __ .. _...__._......_...._...._..__..........._._......._,.._......__
1
5,794
4,980 .__
4,357
..................
3,830
3,352
_....._.........................
3,016
2,681 __...-._...........
2,442
2,202
2,011
1,867
1,676
U240 tt+ +++
t+t
tt+
t+t
t++
t++
t++
t+t
+tt
56
48
41
36
31
28
2,681
2,298
1,963
1,724
1,484
1,341
STRESS 300 254
14,364 12,162
210
10,055
176
8,427
150
129
113
99
88
78
70
63
57
52
48
44
1 b ____...._---- .....-.------------ ----- __...._--- _._
7,182
6,177
5,410
4,740
4,213
3,735
3,352
3,016
2,729
2,490
2,298
2,107
U240 +tt t+t
tt+
t+t
+t+
t++
t+t
t+t
+tt
t++
70
60
51
45
39
34
3,352
2,873
2,442
2,155
1,867
1,628
STRESS 235 150
11,252
124
105
89
77
67
59
52
46
42
38
w� w
7,182
2:2 -----_._.....__.______-__.__.__.___
5,937
5,027
._._..___.._____
4,261
3,687
-.__
3,208
.._.._..._
2,825
.._._....___._._...----...___.._...__..._...__........----
2,490
2,202
2,011
1,819
_--
L/240 tt+ +tt
+t+
100
79
63
51
42
35
30
:25
22
4,788
3,783
3,016
Z442
2,011
1,676
1,436
1,197
1,053
STRESS 95 188
14,125 9,001
156
131
112
96
84
74
65
58
52
47
43
39
36
33
W
24� _
7,469
6,272
5,363
_.__.._.._.,__.....______...__.._
4,597
4,022
3,543
....__..._....__......_.._._..._....___......__._..___..__..__...._.....
3,112
2,777
2,490
2,250
2,059
1,867
1,724
1,580
-i
L/240 ttt +tt
+t+
124
97
78
63
52
44
37
31
27
23
20
18
15
0.
---
5,937
4,644
3,735
3,016
2,490
2,107
1,772
1,484
1,293
1,101
958
662
718
STRESS 300 255
14, 3641 12, 209
210
10,055
177
151
130
113
99
88
79
71
64
58
53
48
44
8, 475
7,230
6,224
5,410
4,740
4,213
3,783
3,399
3,064
2,777
2, 538
2,298
2,107
U240 tt+ +t+
++t
173
136
109
89
73
61
51
44
_..--- -----
37
._----- _._
32
28
25
22
8,283
6,512
5,219
4,261
3,495
2,921
2,442
2,107
1,772
1,532
1,341
1,197
1,053
STRESS 300 300
14,364 14,364
262
12,545
220
10,534
188
162
141
124
110
98
138
79
72
65
60
55
16" ............
---- ._.____.-.--_
9,001
--- ------._......_.._
7,757
...............
6,751
...__.._.._.__...__.._.........__._...
5,937
5,267
4,692
4,213
3,783
3,457
3,112
.2,873
2,633
L/240 t+t t+t
++t
216
10,342
170
136
111
91
76
__.__.._..._.._...........__..._._.__.__
64
54
47
40
..............
35
31
27
8,140
6,512
5,315
4,357
3,639
3,064
2,586
2,250
1,915
1,676
1,484
1,293
Catalog VRI
VERCO MANUFACTURING
CO.
27
1`
Summit Structural
Design
Project: Lundberg Mech. Platform,
Engineer: RKB
Desi n otCircular Steel GuardrailSteel Guardrail Post(AISC-13th Ed..) ASD
Ed".) ASD
Guardrail Post:
P= 200 lbs: Max ASD Load
h= 42 in. Height of Load Above Base Plate
Fy= 35 ksi; Yield. Strength of Steel
Mmax= 8.400 in. -Ib. Max MMT in Guardrail Post
Zre 'cr 0.40 in, Plastic Section Modulus Required
Zreq'd=(T.6VMmax)/Fy-
Guardrail F'ost'FllletWeld Size:
HSS Diameter-= 1.9 in.. Outside Diameter of HSS
_
Area of Weld= 2.83 In.' Assumed 1`' Wide Weld
A=piY-pi'(r-1)2
S of Weld" ;2.84 in.' Assumed l" Wide Weld
'S=pi'rz
4hearLoad.P/A= 10.7 psi
Tens. Load M/S= 2962.7 psi
Tot. Weld load= 2963.5 psi Square Root of the Sum of the Squares (Elastic Vector Method)
Electrode I:exx= 70 ksi
j
Omega= 2
a.re 'c1= 0.1996. in. Greater of Required' Weld Size a
a=(omega`ToL Weld Load)!(0.6'Fexx"0'.707)
and Minimum Fillet :Weld Size
Minimum Fillet Weld Size
Material Thickness`of Thicker Part Joined in: Min Size.a in.
_ To 114" Inclusive 178
Over 1/4" to 1/2" 3/16
Over 1/2" td 3/4" 1/4
Over 3/4" 5/iis
1`