HomeMy WebLinkAboutNew Push Pier Supporting Docs. TABLE 1—PUSH PIER COMPRESSION LOAD RATINGS'
Model Product Designation Average Tested Yield Average Tested Allowable Push
Capacity (Ibs) Ultimate Capacity (Ibs) Pier Capacity (Ibs)
IMG PP21617-34 Push Pier Bracket 48,900 59,900 29,340
For SI: 1 kip(1000 Ibf)=4.48 kN.
'Table provides tested bracket assembly capacities only.A licensed engineer shall verify the actual available capacity based on the size of the tube shaft,
expected corrosion loss.and the site-specific soil conditions.
'Allowable capacities are based upon the minimum of the average tested yield capacity(Py)multiplied by 0.6 and the average tested ultimate capacity(Pmax)
multiplied by 0.5.Allowable capacities shall be utilized with Allowable Strength Design(ASD)loading.
TABLE 2—APPROVED THREADED RODS AND NUTS
Lifting Rod Lifting Rod Steel Nut Nut Steel Minimum Safe Working
Load Required
3/41,-10 unc ASTM Al93 3/4-10 Heavy Hex ASTM Al93
Grade B7
(#7)'/8'-5 All ASTM A615 7/8"-16 Hex Head ASTM Al08 or A576
Thread Rebar Grade 75
15,000 Ibs.
3/4"-4.5 Coil Nut(2)Nuts ASTM A1035
1/4"4,5 Coil Rod
ASTM A1035 or required per rod end
Al045 3/41,-4.5 Heavy Coil Nut(1)Nut ASTM A1045
required per rod end
PP21617-34 or PP21617-78 On a Concrete Slab PP21617-34 or PP21617-78 On a Crawl Space
DOSTINO STMXTURE 5"UCTURe
TPIM FOOTING AS
RECUIRED rJ.V TYP
SLAB.71 TURN ED LIFTM RC D A NUTS LIF TW G ROD t Ml TS
OOv%N F OOT111G
CR4AL
SPACE +~<•'ir
PWP CAP OABEMENT ;� �. PIER CAP
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BRACNET DCOY BODY
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G4L VAI112ED STARTER R PE GALVANI ZEO STAPTER Pt PE
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NOTE 01 Cap plate,nuts and washers to be Installed
after final extension pope
FIGURE 1—PP21617-34 BRACKET ASSEMBLY(Continued)
P P21617-36—PTA 611
� 3"
1 .501
ewvW,or 3611
FMSMdTWW I H
See ICC ESR-5005 for more information regarding this push pier and bracket assembly.
FOUNDATION WALL SPAN/ BRIDGING EVALUATION
Typical configurations of foundation wall and footing assemblies have been evaluated for Mew ability to span
seructuralty between push pier. or helrcal pier. supports. In each case, a maximum span is determined and
presented, however, eveluation has been performed eanaidering a tolcranx of *12" in addition to the slated
value In order to account for field tolerance during installalion. Maximum spars for each configuration have been
determned, are from cantarline to centerline of supports, and are as follows:
Foundation WalllFootinq Configuration T Number of Minimum Maximum
Loadbearing Footing Size Span
Levels (Depth X (See Note 2) ,
Width)
Gase I -- -
Full —eight Basement consisting of 8'. 10'.or 1, 2, o• 3 8" X 16' 6.00'
12' Idasonry Wall
Case II.
Standard crawlspace (no basement) consisting 1, 2, o., 3 8" X 16' 6 DO' '
of 8', 10". or 12" Masonry wall. f.lirim_jr-
dimension of 4'-0"from top of foctirg tc ,oist
bearing elevation.
Case III:
Short crawispace(no basement) cons sting of 1 8"X 16' I 6.00'
8'. 10', cr 12' Masonry wall Minimum f
ainiension of 1'A"from top of foot'Ing to joist
bearing elevation.
2 8"X Ur 4.58'
2 10'X 160 6.00'
3 8'X 160 3.25'
3 10'X 1 T 4 00'
3 12' X 2C' 6.00'
r�u<ea.
1. AM concrete foolings assumed to be unreinforced with fc a 2,500 PSI.
2. Spans indicated are from conterline of support to ;enterline of support and may be increased by+12'to
atow for held tolerance
3. Spans have been calculated based on standard residential loading as follows 40 PSF Floor LL, 15 PSF
Floor DL, 17 PSF Roof DL, and 30 PSF Roof Snow Load. Basement grade slabs are considered as
uniformly grade supported slabs
4. Values showy, in this table are based on Structural Calculations prepared by N , James Leeuwrik, PE of
JES FounCations. dated 1-22-2018
C roundworks'
ULTIMATE DRIVING FORCE CORRELATION WITH
INSTALLATION PRESSURE
DRIVING FORCE BY PRESSURE DRIVING FORCE BY PRESSURE
FORCE FORCE FORCE FORCE
Hydraulic
Groundworks Supportworks Hydraulic Groundworks Supportworks 4 1/4 DIA Ram 3 1/2" DIA Ram 4 1/4„ DIA Ram 3 1/2" DIA Ram
Pressure (PSI) GRAY Color RED Color Pressure (PSI) GRAY Color RED Color
(14.18 in') (9.62 in2) (14.18 in') (9.62 in2)
200 2,836 1,924 5,200 73,736 50,024
400 5,672 3,848 5,400 76,572 51,948
600 8,508 5,772 5,600 79,408 53,872
800 11,344 7,696 5,800 82,244 55,796
1,000 14,180 9,620 6,000 85,080 57,720
1,200 17,016 11,544 6,200 87,916 59,644
1,400 19,852 13,468 6,400 90,752 61,568
1,600 22,688 15,392 6,600 93,588 63,492
1,800 25,524 17,316 6,800 96,424 65,416
2,000 28,360 19,240 7,000 99,260 67,340
2,200 31,196 21,164 7,200 102,096 69,264
2,400 34,032 23,088 7,400 104,932 71,188
2,600 36,868 25,012 7,600 107,768 73,112
2,800 39,704 26,936 7,800 110,604 75,036
3,000 42,540 28,860 8,000 113,440 76,960
3,200 45,376 30,784 8,200 116,276 78,884
3,400 48,212 32,708 8,400 119,112 80,808
3,600 51,048 34,632 8,600 121,948 82,732
3,800 53,884 36,556 8,800 124,784 84,656
4,000 56,720 9,000 127,620 86,580
4,200 59,556 40,404 9,200 130,456 88,504
4,400 62,392 42,328 9,400 133,292 90,428
4,563 64,700 43,894 9,600 136,128 92,352
4,600 65,228 44,252 9,800 138,964 94,276
4,800 68,064 46,176 10,000 141,800 64,700
5,000 70,900 48,100 1 - -
REDUCE ULTIMATE LOAD BY FACTOR OF SAFETY = 2 FOR ALLOWABLE LOAD
Groundworks_
j* AUTIIOR= FOUNDATION M`I"vATTf
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