23B-073 PORCH REBUILD 2023 REVISED PLAN q O G oy-r\-\ MAW s r, t%L-o(.e c.E , KA O k o 62
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Supporting plate
Standard :CSA G40.21 -Steel 1700,Setlakwe Street
l CANADA
www.technometal postcom
6"
[152mm]
CONFIDENTIAL
Existingsoil min.
THE INFORMATIONS CONTAINED
j IN THIS DRAWING IS THE SOLE
` PROPERTY OF TECHNO PIEUX INC.
ANY REPRODUCTION IN PART OR
Steel shaft AS A WHOLE WITHOUT THE WRITTEN
Model P2: 2.375"x 0.154"[60.3mm x 3.9mm] PERMISSION ISOf EC HIgOr METAL POST INC.
Standard:ASTM A500 grade C-Circular steel section
(see note#6) REVISIONS
2 DATE DESCRIPTION REV.
Exclusive polyethylene sleeve 21roe/201s Revised Load capacity. ,
(if required)
Client:
Under depth frost - rig
penetration.
Actual pile length to be
• determined by field Client adress:
conditions and desired
loading capacity.
(see note#5)
3/8" [9.5mm]thick factory-welded helix
Standard : CSA G40.21 -Steel
(see note#6)
Project:
17CCrjes , WI* 4644 &C,91t t kin j Or �vb't,1 Drawing.
Load Capacity Techno Metal Post
Iim` Model P2
Maximum compressive bearing Lateral bearing Factored bending
(Above ground light
capacity1.3 capacity2,4 resistance structure)
l , SLS ULS SLS ULS
(Ibs) (kN) (Ibs) (kN) (tbs) (kN) (Ibs.ft) (kN.m) Approved by:
9,600 42.7 13,440 59.8 450 2.0 1,785 2.4
NOTES:
6"to 24" i The maximum tensile load capacity can m obtained,couuwrettvaly,by Meng the values ribs
[152 to 610mm] bearing capacity N compression shown in the Selection table.
Helix diameter varies 2Weeny t p�on the density et'°°(M'egtlble consult technical depedment of
wen 1er,
according to soil
conditions and desired 3 when the pile is latmesy unsupported(soil soy loose/soil.liquefiable sons,water and.v),the
structural strength of the pile must be emceed by the technical department of Tecnno Metal Post.
loading capacity. Date: Scale:
s Thu ekes distend capacity am average values and can be modified.more or less.dapendnp On
31/Oct./201 1
the characteristics of the existing sea. N/A
5
It wgoled,piles may be field welded with exlenwovo to schema greeter Imdng oapecities in poor Drawing no: Page number
soil conations.
r e Helical pile and supporbrg plate awe gelvaruoad incompliance with stanched ASTM A1231A123M•13 P2-G-R 1-A SHEET 1 OF 1
with minimum 530g r m2
CS Beam2021.5.0.8 Abel-Waisman 8- 1-23
1on13eamEngirte 2018.9.0.1 90 South Main sit. 11:1 1 am
Materials Database 1587
Florence Ma 1 of 1
Member Data
Description: Member Type:Beam Application:Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing: 0.00
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PLF Deflection Criteria: U360 live,U240 total
Dead Load: 10 PLF Deck Connection:Nailed Member Weight: 14.4 PLF
Filename:Beam1
Other Loads
Type Trb. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PSF) Tap 0 0.00" 15 O.W 5 0.00" 35 10 Snow
15 0 0
0/
15 0 0
Bearings and Reactions
Input Mn Gravity Gravity
Location Type Material Length Beguiled Reaction Upift
1 a0.000" Wall SPF#3/S1ud2xor4x End-Grain(650psi) 5.500" 1.500' 1703# —
2 15 0.00a' Wall SPF# 'Stud2xor4x End-Grain(650psi) 5.503" 1.500" 1703# —
Maximum Load Case Reactions
Used fa apptyiig pout bads(a the bads)to nrrwg mmrban
Snow Dead
1 1245# 458#
2 1245# 458#
Design spans
14'2.750"
Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS
NOTE:Connection schedule for member requies special design consideration,consuk a professional engineer.
Design assumes continuous lateral bracing along the top chord.
Design assumes maximum unbraced length of 0.00'along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 6059.'# 25040.1r 24% 7.5 Total Load D+S
Shear 1514.# 10898.# 13% 0.4' Total Load D+S
Max.Reaction 1703.# 18769.# 9% 15 Total Load D+S
TL Deflection 02943" 0.7115' L/580 7.5 Total Load D+S
LL Deflection 02152' 0.4743" L/793 7.5 Total Load S
Control:LL Deflection
DOLs:Ltve=100%Snovr=115%Root=125%Wind=160%
Design assumes a repetitive member use increase in bending stress 4%
Al product names are trademarks ci thei respective omers
Copyright(C)2018 by Sirpson Strong-Te Company he ALL 11GI41S RESERVED.
••Pascrg s defned as when the member,fborpst,ream or gide t stxnnn on this drawng meets applicable design atere for Loads Loafing Condtions,end Spans 1sted on the sheet.The
design must be reviewed bya quaffed designer or design professorial as requied for approvaL The design assumes product reala on amordig to the rrmnufadurer s spedfbatiars