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[CCMC 14122-R] CCMC Canadian code compliance evaluation

From: National Research Council Canada

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Compliance opinion

It is the opinion of the Canadian Construction Materials Centre that the evaluated products, when used as a steel pile as a unit in a foundation system in accordance with the conditions and limitations stated in this evaluation, comply with the following code:

National Building Code of Canada 2015

ID Code provision Solution type
04-02-03-08-01-e-004.2.3.8.(1)(e) CSA G40.21, "Structural Quality Steel."Acceptable
04-02-03-10-00-0-004.2.3.10.(1) Where conditions are corrosive to steel, ...Acceptable
04-02-04-01-00-0-004.2.4.1.(1) The design of foundations, excavations a ...Acceptable
09-04-01-01-01-c-019.4.1.1.(1)(c)(i) Part 9, orAcceptable

Ontario Building Code

Ruling No. 20-03-361 (14122-R) authorizing the use of this product in Ontario, subject to the terms and conditions contained in the Ruling, was made by the Minister of Municipal Affairs and Housing on 2020-11-24 (revised 2023-06-20) pursuant to s.29 of the Building Code Act, 1992 (see Ruling for terms and conditions). This Ruling is subject to periodic revisions and updates.

The above opinion(s) is/are based on the evaluation by the CCMC of technical evidence provided by the evaluation holder, and is bound by the stated conditions and limitations. For the benefit of the user, a summary of the technical information that forms the basis of this evaluation has been included.

Product information

Product names

  • M1 Helical Pile
  • M2 Helical Pile
  • M3 Helical Pile

Product description

The product is a helical (screw) pile constructed of 1 or 2 helical-shaped circular steel plates welded to a steel shaft and installed into the soil by applying a combination of torque and crowd (downward) force. The geometry of the helical plates is a perfect helicoid with a constant pitch of 76 mm (3 in.) in all 3 pile types in this report.  

The geometrical properties of the 3 helical pile types are summarized in the following table.

Table 1. Specifications of the product
Pile type Lead shaft size,
diameter × wall thickness, mm [in.]		 1st helical plate size,
diameter × thickness, mm [in.]		 2nd helical plate size,
diameter × thickness, mm [in.]		 Overall manufactured pile or
extension sizeTable footnote (1), m [ft.]
M1 60.3 × 3.91 [2 3/8 × 0.156] 203 × 9.53 [8 × 3/8] N/A 1.52 [5] to 3.05 [10]
M2 76.2 × 4.76 [3 × 3/16] 254 × 9.53 [10 × 3/8] N/A 1.52 [5] to 3.05 [10]
M3 88.9 × 5.5 [3 1/2 × 0.217] 305 × 9.53 [12 × 3/8] 356 × 9.53 [14 × 3/8] 1.52 [5] to 3.05 [10]

 

The helical plate transfers the compressive or tensile forces from the shaft to the soil as bearing pressure. The pile type is selected based on the capacity required for each installation. The installation torque is transferred by the shaft to the helical plate(s), which results in the advancement of the pile into the soil by one full pitch size (76 mm) per revolution.

The figure below shows a typical steel pile.

Figure 1. Mascore helical pile geometry and details: (a) leading pile, (b) optional extension shaft, (c) lead pile tip assembly and helical plate, and (d) optional extension coupler assembly.

  1. Holes for 19-mm (3/4-in.) bolts
  2. Pile shaft (see product description)
  3. Overall pile length as manufactured (see product description)
  4. Embedded length (variable per installation)
  5. Standout length (variable per installation)
  6. Extension shaft (see product description)
  7. Overall extension shaft length as manufactured (see product description)
  8. Embedded length of extension shaft (variable per installation)
  9. 190 mm (7.5 in.) typical
  10. Steel helical plate (see product description)
  11. Helicoid pitch, 76 mm (3 in.) typical
  12. Double fillet weld, 6 mm continuous typical
  13. Pile tip, 76 mm (3 in.) typical
  14. Coupler length, 152 mm (6 in.) typical
  15. Bolt spacing, 76 mm (3 in.) typical
  16. 38 mm (1.5 in.) typical
  17. Fillet weld, 6 mm continuous typical

The forces from the supported structure are transferred to the pile shaft (or extension) through a pile head assembly. Three types of pile head assemblies (the fixed saddle, the adjustable saddle, and the flat cap plate) are recognized by the CCMC for each of the 3 product types in this report. The figure below shows the pile head assemblies. 

Figure 2. Pile head assemblies for M1, M2, and M3 piles: (a) cap plate, (b) fixed saddle, and (c) adjustable saddle.

  1. 140 mm typical
  2. 40 mm typical
  3. Standard 8-mm long-slotted 20 mm holes (typical for M1, M2, and M3 piles)
  4. 6-mm fillet weld all around
  5. Cap shaft to receive the pile shaft or extension shaft. 73 × 3.18 mm for M1 pile, 89 × 4.8 mm for M2 pile, and 102 × 4.8 mm for M3 pile
  6. Standard hole: 14 mm diam to receive a 1/2-in. bolt for M1 and M2 piles and 22 mm to receive a 3/4-in. bolt for M3 pile
  7. Interior diam of cap shaft to match pile shaft exterior diam for M1, M2, and M3 piles
  8. 89 mm typical for M1, M2, and M3 piles
  9. 6.35-mm bent plate
  10. 102 mm typical for M1, M2, and M3 piles
  11. Variable 89 mm to 140 mm typical for M1, M2, and M3 piles
  12. 141 mm typical for M1, M2, and M3 piles
  13. 38-mm threaded rod adjustable to a maximum of 102 mm

 

Manufacturing plant

This evaluation is valid only for products produced at the following plant:

Product namesManufacturing plant
St Jacobs, ON, CA
M1 Helical PileProduct evaluated by the CCMC
M2 Helical PileProduct evaluated by the CCMC
M3 Helical PileProduct evaluated by the CCMC

Product evaluated by the CCMC Indicates that the product from this manufacturing facility has been evaluated by the CCMC

  Conditions and limitations

The CCMC’s compliance opinion is bound by this product being used in accordance with the conditions and limitations set out below.

  • The product under this evaluation is intended to be used as a foundation system to support the following types of construction:
    • Single storey residential buildings within the scope of Part 9 of NBC 2015;
    • Accessory buildings such as sheds, gazebos, sunrooms, carports, and decks/porches within the scope of Part 9 of NBC 2015.

    Other applications are beyond the scope of this evaluation, wherein a professional engineer skilled in such design and licensed to practice under the appropriate provincial or territorial legislation must determine the pile capacity and other design parameters.

  • This evaluation pertains only to the 3 types of helical piles manufactured and distributed by Mascore Inc.; namely M1, M2, and M3 piles, exclusively. Any other product(s) manufactured by Mascore Inc. or other parties is beyond the scope of this evaluation.
  • The helical pile products in this evaluation are intended to be used as a part of foundation systems supporting the following types of construction:
    • buildings within the scope of Part 9 of the NBC 2015 for which pre-engineering could be provided for helical piles as an alternative solution to the acceptable foundation systems, such as single storey (not including basement) residential houses; and
    • accessory buildings such as patios, decks, carports, storage sheds, gazebos, and sunrooms.
  • The helical pile products in this evaluation shall only be installed by installers and machinery certified by Mascore Inc. according to their up-to-date installation guide document, which is reviewed by the CCMC. Records of every single pile installed by each installer in each project must be kept by the manufacturer in a database accessible to the CCMC at any time.
  • In all cases, the advancement rate of the helical pile during the installation must not exceed 20 revolutions per minute. If the helical pile hits premature refusal (i.e. stops advancing at shallow depths) or if auguring occurs (i.e. the pile stops advancing but is rotating), the installation must be stopped and further investigation must be conducted. During all cases of pile installation, the piles must not be manipulated or tilted in order to manoeuvre around boulders or stiff pockets.
  • In all cases, a registered professional engineer skilled in such design and licensed to practice under the appropriate provincial or territorial legislation must calculate all the loads applicable to the foundation system. The engineer must also determine the number and the spacing of helical piles (considering the reduction factors due to group effects, if applicable) required to carry those loads and load combinations in accordance with the NBC 2015 and the appropriate limit states. The structural and geotechnical capacities provided in this evaluation must only be used by qualified engineers for design purposes. 
  • In cases where the piles must be designed to carry loads greater than those provided in this evaluation, case-specific geotechnical and structural design must be conducted by qualified engineers based on soil tests and other data. Such piles are beyond the scope of this evaluation. 
  • If the helical piles are installed in soils that are prone to non-uniform settlement, case-specific design for settlement must be carried out by a registered professional engineer skilled in such design and licensed to practise under the appropriate provincial or territorial legislation.
  • Any modifications of the pile's helical plates prior to or during installation are prohibited for the helical piles in this evaluation. Modified helical piles are beyond the scope of this evaluation. 
  • This evaluation only addresses helical piles that are installed vertically (i.e. plumb). Piles used in tie-back applications, underpinning, or other similar practices are beyond the scope of this evaluation. 
  • In the case of tensile or uplift forces, appropriate details regarding the connection between the pile and structure must be provided by a registered professional engineer licensed to practise under the appropriate provincial or territorial legislation in order to ensure the transfer of forces between the supported structure and helical piles. 
  • The structural capacities of the helical piles in this evaluation are given for both galvanized and bare (black) steel. These capacities are based on the reduced-thickness method for a design service life of 50 years. In cases where soil is deemed severely corrosive to steel, a case-specific corrosion protection design must be provided by a registered professional engineer skilled in such design and licensed to practise under the appropriate provincial or territorial legislation. Helical piles with corrosion design are beyond the scope of this evaluation. 
  • Each individual helical pile must be clearly identified by a label that is not buried in soil and not easily removable. The label must contain the Mascore Inc. information, the installer's information, and the phrase "CCMC 14122-R" in a clear and visible way. Any use of the CCMC mark or the evaluation number on products other than those in this evaluation is not authorized. 
  • The evaluation holder has proprietary interest in this evaluation and any use must be authorized by Mascore Inc.

  Technical information

This evaluation is based on demonstrated conformance with the following criteria:

Evaluation requirements
Criteria number Criteria name
CCMC-TG-316615.13-15ACCMC Technical Guide for Augered-Installed Steel Piles

This section summarizes the technical evidence required by the CCMC to evaluate the performance of these products and their compliance with the NBC 2015.

Basic requirements

The following basic requirements are met for these products:

  • Steel material property: The lead shaft, extensions, connectors, plates, and accessories conform to CSA G40.20‑13/G40.21‑13, "General Requirements for Rolled or Welded Structural Quality Steel/Structural Quality Steel."  
  • Corrosion protection: The design thicknesses of different components of the product are calculated based on the deduction of a sacrificial thickness of 1.5 mm for bare steel and 0.32 mm for galvanized steel over a service life of 50 years.
  • Welding: All welded parts of the products are designed by the manufacturer's engineers in accordance with CSA S16-14, "Design of Steel Structures," following the ultimate limit state method. All welders and machinery used in the fabrication of the products are certified by the Canadian Welding Bureau (CWB).

Structural (mechanical) resistance

The overall structural (mechanical) capacity of the products has been calculated considering the failure criteria of the individual parts. As stated in Sentence 4.2.7.2.(4), Design of Deep Foundations, of Division B of the NBC 2015: "The portion of a deep foundation unit permanently in contact with soil or rock shall be structurally designed as a laterally supported compression member." 

Table 2. Structural (mechanical) capacity of the products (ULS) per CSA‑S16Table footnote footnote (1)
Pile type Axial compression (Cr)Table footnote footnote (2), kN [lb.] Axial tension (Tr)Table footnote footnote (3), kN [lb.] Torsion (TOr)Table footnote footnote (4), kN/m [lb/ft.]
M1 – blackTable footnote footnote (5) 92.5 [20 791] N/A 3.82 [2 814]
M1 – galvanizedTable footnote footnote (6) 104.6 [23 514]Table footnote footnote (7) N/A 3.82 [2 814]
M2 – black 173.8 [39 059] N/A 7.47 [5 507]
M2 – galvanized 200.6 [45 095]Table footnote footnote (8) N/A 7.47 [5 507]
M3 – black 281.9 [63 371]Table footnote footnote (9) 265.9 [59 784] 11.79 [8 698]
M3 – galvanized 281.9 [63 371]Table footnote footnote (10) 336.3 [75 601] 11.79 [8 698]

 

The portion of the pile not in contact with soil is considered as a laterally unsupported column according to Sentence 4.2.7.2.(5) of the NBC 2015. The compressive resistance of the products for various unbraced lengths is presented in the following table, which should only be used by a professional engineer who is familiar with the design of steel structures and helical piles when designing a foundation system containing helical piles.

Table 3. Structural compressive capacities of the products with various unbraced lengthsTable footnote footnote (1), kN [lb.]
Unbraced length, mm M1 – black M1 – galvanized M2 – black M2 – galvanized M3 – black M3 – galvanized
600 83.7 [18 808] 129.1 [29 029] 163.6 [36 771] 228.1 [51 280] 296.7 [66 702] 375.9 [84 506]
900 57.9 [13 009] 90.4 [20 316] 127.6 [28 683] 179.3 [40 317] 246.2 [55 342] 313.7 [70 518]
1 200 39.2 [8 819] 61.7 [13 877] 94.4 [21 231] 133.6 [30 044] 192.7 [43 328] 247.0 [55 525]
1 500 27.4 [6 158] 43.3 [9 730] 69.6 [15 647] 98.9 [22 243] 147.9 [33 250] 190.4 [42 799]

 

Geotechnical resistance

The correlation between the installation torque and the geotechnical resistance (capacity) of the products in compression and tension (uplift) has been demonstrated through validation testing for each type of product type. The values in the following table must only be used by an engineer when determining the number and sizes of the piles based on the factored loads calculated for the foundation in accordance with the NBC 2015. The values in the following table could be increased by 15% for building defined as low-importance (e.g. storage sheds) according to the NBC 2015.

Table 4. Ultimate geotechnical resistance of the 3 types of product relative to the installation torque
  Ultimate geotechnical resistance in compression
ϕguKtCTable footnote (1) , kN [lb.]		 Ultimate geotechnical resistance in tension (uplift)
ϕguKtUTable footnote (2), kN [lb.]
Installation torque, kN/m [lb/ft.] M1 (Kt = 18.0 m-1) M2 (Kt = 18.0 m-1) M3 (Kt = 23 m-1) M3 (Kt = 12 m-1)
0.34 [250] 3.1 [696]  3.1 [696]     4 [899]  1.7 [ 382]
0.68 [500] 6.2 [1 393]   6.2 [1 393]      7.9 [1 775]   3.3 [741]
1.36 [1 000] 12.3 [2 765]   12.3 [2 765]   15.7 [3 529]   6.6 [1 483]  
2.04 [1 500] 18.4 [4 136]   18.4 [4 136]     23.5 [5 282]   9.8 [2 203]  
2.72 [2 000] 24.5 [5 507]   24.5 [5 507]   31.3 [7 036]   13.1 [2 944]  
3.4 [2 500] 30.6 [6 878]      30.6 [6 878]   39.1 [8 789]   16.4 [3 686]  
4.08 [3 000] N/ATable footnote (3) 36.8 [8 272]   47 [10 565]   19.6 [4 406]
4.76 [3 500]   N/A 42.9 [9 643]   54.8 [12 319]   22.9 [5 147] 
5.44 [4 000]   N/A 49 [11 015]   62.6 [14 072]   26.2 [5 889]    
6.12 [4 500]   N/A 55.1 [12 386]   70.4 [15 825]   29.4 [6 609]  
6.8 [5 000]   N/A 61.2 [13 757]   78.2 [17 579]   32.7 [7 350]
7.48 [5 500] N/A 67.4 [15 151]   86.1 [19 355]   36 [8 092]
8.16 [6 000] N/A N/ATable footnote (4)   93.9 [21 108]   39.2 [8 812]
8.84 [6 500] N/A N/ A​ 101.7 [22 862]   42.5 [9 554]
9.52 [7 000] N/A N/A​  109.5 [24 615]   45.7 [10 273]
10.2 [7 500] N/A​ N/A​  117.3 [26 369]   49 [11 015]
10.88 [8 000] N/A​ N/A​  125.2 [28 144]   52.3 [11 757]
11.56 [8 500] N/A​ N/A​  133 [29 898]     55.5 [12 476]

Administrative information

Use of Canadian Construction Materials Centre (CCMC) assessments

This assessment must be read in the context of the entire CCMC Registry of Product Assessments, any applicable building code or by-law requirements, and/or any other regulatory requirements (for example, the Canada Consumer Product Safety Act, the Canadian Environmental Protection Act, etc.).

It is the responsibility of the user to confirm that the assessment they are using is current and has not been withdrawn or superseded by a later version on the CCMC Registry of Product Assessments.

Disclaimer

The National Research Council of Canada (NRC) has evaluated only the characteristics of the specific product described herein. The information and opinions in this evaluation are directed to those who have the appropriate degree of experience to use and apply its contents (such as authorities having jurisdiction, design professionals and specifiers). This evaluation is valid when the product is used as part of permitted construction, respecting all conditions and limitations stated in the evaluation, and in accordance with applicable building codes and by-laws.

This evaluation is provided without representation, warranty or guarantee of any kind, expressed or implied, and the NRC provides no endorsement for any evaluated product. The NRC accepts no responsibility whatsoever arising in any way from any and all use of or reliance on the information contained herein or the use of any evaluated product. The NRC is not undertaking to render professional or other services on behalf of any person or entity nor to perform any duty owed by any person or entity to another person or entity.

Language

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Copyright

© His Majesty the King in Right of Canada, as represented by the National Research Council of Canada, 2023

All rights reserved. No part of this publication may be reproduced, stored in a retrieval system, or transmitted in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, without the prior written permission of the CCMC.

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Code compliance as an acceptable solution

Code Compliance via Acceptable Solutions

If a building design (e.g. material, component, assembly or system) can be shown to meet all provisions of the applicable acceptable solutions in Division B (e.g. it complies with the applicable provisions of a referenced standard), it is deemed to have satisfied the objectives and functional statements linked to those provisions and thus to have complied with that part of the Code.

National Building Code of Canada, Sentence A-1.2.1.1.(1)(a)

The CCMC has determined that compliance with this provision of the Code has been demonstrated as an Acceptable Solution. The evaluation report provides a summary of the basis of CCMC's compliance opinion.

CCMC's code compliance opinions

All CCMC evaluation reports are opinions of code compliance established in accordance with the National Building Code of Canada, Subsection 1.2.1. "Compliance with this Code," which requires compliance to be achieved by:

  • complying with the applicable acceptable solutions in Division B, or
  • using an alternative solution that will achieve at least the minimum level of performance required by Division B in the areas defined by the objective and functional statements attributed to the applicable acceptable solutions.

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Code compliance as an alternative solution

Code Compliance via Alternative Solutions

Where a design differs from the acceptable solutions in Division B, then it should be treated as an "alternative solution." A proponent of an alternative solution must demonstrate that the alternative solution addresses the same issues as the applicable acceptable solutions in Division B and their attributed objectives and functional statements. However, because the objectives and functional statements are entirely qualitative, demonstrating compliance with them in isolation is not possible. Therefore, Clause 1.2.1.1.(1)(b) identifies the principle that Division B establishes the quantitative performance targets that alternative solutions must meet. In many cases, these targets are not defined very precisely by the acceptable solutions [...] Nevertheless, Clause 1.2.1.1.(1)(b) makes it clear that an effort must be made to demonstrate that an alternative solution will perform as well as a design that would satisfy the applicable acceptable solutions in Division B—not “well enough” but “as well as.”

National Building Code of Canada, Sentence A-1.2.1.1.(1)(b)

The CCMC has determined that compliance with this provision of the Code has been demonstrated as an Alternative Solution. The evaluation report provides a summary of the basis of CCMC's compliance opinion.

CCMC's code compliance opinions

All CCMC evaluation reports are opinions of code compliance established in accordance with the National Building Code of Canada, Subsection 1.2.1. "Compliance with this Code," which requires compliance to be achieved by:

  • complying with the applicable acceptable solutions in Division B, or
  • using an alternative solution that will achieve at least the minimum level of performance required by Division B in the areas defined by the objective and functional statements attributed to the applicable acceptable solutions.

The CCMC assesses compliance with Canadian building, energy and safety codes, and is trusted by over 6,000 regulators across Canada.

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