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Technical References
This section has been provided to show you some possible applications for some of Hi-Lite's more popular shoring systems, which are used by the high-rise construction industry worldwide. Some handy, how-to examples have also been included in this section to provide you with some practical loading bearing calculations, tower load and leg height calculations and other examples to show you how to make the best use of our products.
Over 30 years of design experience and testing have gone into the development of these products, including hour 12 Kip Aluminum Shoring system, which is now used in many countries.
Please click on the links below for sample calculations, descriptions and diagrams of our products in use.
EXAMPLE APPLICATION OF STEEL SHORE
Example shows shores used in awkward places where tower frames are unsuitable. See Figure 42, below.
Click on images to enlarge
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| Fig. 42 | Fig. 42a | Fig. 42b |
Note: All post shores must be erected plumb and braced if subjected to lateral loads. As there are many Manufacturers of Post Shores consult specific load charts for kind, make and size and loads.
Example Single Post Shores can be used to support strings and share the load with frames. See Figures 43 and 44.
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| Fig. 43 | Fig. 43a | Fig. 43b |
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| Fig. 44 | Fig. 44a | Fig. 44b |
Example: Single Post Shores are also used for extra support inside frame towers. See Figure 45, below
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| Fig. 45 | Fig. 45a | Fig. 45c |
EXAMPLE OF COMPUTING TOWER LEG LOAD AND HEIGHT OF LEG (FOR FLAT SLAB)
- W = Width of Slab Area
- L = Length of Slab Area
- F.H. (Floor Height) = Top of Slab to Top of Slab
EXAMPLE ONLY
| F.H. | 15' 0" | |
| 1. Thickness of Slab | 9" | |
| 2. Plywood Thickness | 3/4" | |
| 3. Joist Depth | 6 1/2" | |
| 4. Stringer Depth | 6 1/2" | |
| 5. Jack Fully Closed | 3 1/4" | |
| 6. Clearance for Stripping | 3" | |
| 7. Base Plate | 2 1/2" | |
| 8.Sill or Bottom Beam (Use Beam for eg.) | 6-1/2" | |
| Total Deduction | 3' 2" | 3' 2" |
| Leg Length Required | 11' 10" | |
| Height of Frames | 1 - 4' | |
| Plus 1 - 6' Frame | 10' 0" | |
| Height of Extension Tube | 1' 2" | |
| Jack Extension | 8" | |
| 11' 10" |
Example: Height of Leg - 10' (1 - 4' and 1 - 6' High Frame)
Maximum Leg Capacity -- 11,600 lbs.
Example above -- Height of Frame and Extensions -- 11'10"
1. Frame requirements preferred 1 - 4' and 1 - 6' plus 30" extension tube extended 14" on bottom and Screwjacks on top. Capacity as per Table #4 = 11,600 lbs. (Table 4, and not Table 5, is used because extension tube is only replacing Jack as extension is only 14")
2. Frame requirements alternate 1 - 6' frame plus 48" extension tubes on bottom, plus 48" Extension Tubes plus Screwjacks on top. Capacity as per Table 5 = 4500 lbs.
EXAMPLE ALTERNATE
Showing the use of one 6' frame and extension tubes instead of one 4' frame and one 6' frame. Also how to calculate load capacity.
Click on image to enlarge
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| Fig. 46 |
NOTE: 321/4" = Lower Extension Tube Extension
14" = Jack Replacement (if Jack were used) Height of Extension Tube, for Load Calculating Purposes = 18".
Use Table number 5, Section B at 20" extension, as top extension tube governs because there is no Jack at bottom and therefore 14" can be deducted from extension of 32 1/4" making bottom extension for capacity purposes only 18" long, which is shorter than 20" at top, and as extension tubes are used at the top and more than 14" (testing length) at the bottom, you must use Table number 5 Section B which gives a capacity of 5000lbs. per leg.
A big reduction from using a 2 frame high tower (interbraced) with a capacity of 11,600 lbs.)
EXAMPLE TO DETERMINE WEIGHT OF CONCRETE SLAB PER SQUARE FOOT (FLAT SLAB)
- T = Thickness of slab in inches
- L.L. = "Live Load" (Placing of concrete, men & equipment) Use 40 lbs. per square foot (lb./ft.2)
- Wt. FM = Weight of forms Use 10 lbs. per square foot (lbs./ft.2)
- L.L. & Wt. FM. = Use 50 lbs. per square foot (lb./ft.2)
- Wt. Concrete = Weight of Concrete Use 150 lbs. per cubic foot (lb./ft.2)
- T/12 x Wt. Concrete + Wt. FM. = Weight per square foot of concrete slab
EXAMPLE 9" SLAB WEIGHTS:
- 9/12 x 150 lbs. = 112.5 lbs. per square foot (lb./ft.2)
- Plus 50 lbs. L.L. & Wt. FM. = Total Weight of 9" slab
- 112.5 + 50 = 162.5 lbs. per square foot' for 9" slab= 162.5 lbs./ft.2
EXAMPLE TO DETERMINE LOAD ON EACH LEG FOR FLAT SLAB
- W = Width of Slab area supported
- L = Length of Slab area supported
- W x L x Weight of Slab = Load per leg
- 5' 0" x 8' 0" x 162.5 lb/ft2 = Load per leg
- 40 sq.ft. x 162.5 lb/ft2 = 6500 lbs. Compare to leg capacity eg.
Capacity of leg in example = 11,600 lbs. (considerably more) which suggests frames can be spaced further apart. Now see stringer and joist capacity if under loaded as per beam charts. Frames can and should be spaced further apart.
NOTE: The object is to get the load per leg close to the capacity of the leg as allowable. The ideal layout will maximize full leg capacity and full beam capacity, by following respective charts. Usually there are a number of layout designs to consider. Strive for the most economical way to make the Hi-Lite Shoring System perform to the best of its ability.
EXAMPLE TO DETERMINE WEIGHT OF A CONCRETE BEAM PER LINEAR FOOT USING 9" SLAB
- D = Depth of beam in inches
- W = Width of beam in inches
- L.L. = "Live Load" Placement of Concrete, Hen and Equipment Use 40 lbs. per square foot
- lb/ft2 = Pounds per square foot
- lbs/ft3 = Pounds per cubic foot
- Wt. = Weight of formwork. Use 101 lbs. per square foot (lb/ft2)
- L.L. & Wt. FM. = Use 50 lbs. per square foot (lb/ft2)
- Wt. Conc. = Weight of Concrete. Use 150 lbs. per cubic foot (lb/ft3)
D/12 x Wt. Conc. + L.L. + Wt. FM. x W/12 = Weight of Concrete Beam per Lineal Foot
36 x 150 lbs/ft3 + 50 lb./sq.ft. x 18 = Weight of Concrete Beam per Lineal Foot
450 lbs. + 50 lbs. x 1.5 = Weight of Concrete Beam per Lineal Foot
750 lbs. = Weight of Concrete Beam per Lineal Foot.
EXAMPLE OF COMPUTING TOWER LEG LOAD FOR SLAB AND BEAM
- L = Length of Beam or Slab
- W = Width of Beam or Slab
EXAMPLE OF LAYOUT ONLY
EXAMPLE TO DETERMINE LOAD PER LEG
L x Weight of Conc. Beam per Lin. Ft./2 = Load/Leg for Conc. Beam
8 x lbs. = Load per Leg for Conc. Beam only
EXAMPLE TO DETERMINE SLAB LOAD PER LEG
W x L x Weight of Slab = Load per leg for Conc. Slab 4'9" = 3.25
3.25 x 8 x 162.5 lbs/ft2 = Load per Leg for Conc. Slab only
4225 lbs. = Load per Leg for Conc. Slab only
TOTAL
Beam Load Per Leg + Slab Load Per Leg =Total Load Per Leg lbs. + 4225 lbs. - Total Load lbs. = Total Load Per Leg for above example
NOTE: Compare with leg and beam capacity. See load tables and beam charts. Increase or decrease leg spacing accordingly, try for maximum capacity.
EXAMPLE TO DETERMINE STRINGER LOAD PER LINEAR FOOT (REFER TO BEAM CHART FOR LOAD CAPACITY PER LINEAR FOOT OVER SPAN)
L = Length of Concrete by 1' Wide
Load Per Foot Run on Stringer = L x 1' x Wt. per Foot of Slab
L x 1'0" x Wt. Conc. = Weight per Linear Foot on Stringer
8'0" x 1'0" x 162.5 lbs. Weight per Linear Foot on Stringer
1300 lbs. = Weight per Linear Foot on Stringer
(REFER TO BEAM CHART FOR LOAD CAPACITY PER LINEAR FOOT OVER SPAN)
Page says you can span over approx. 7.' with 2 spans. If you use 71/2" Beam Chart, Page you can span 8' on 2 spans and this will increase leg load which will have to be rechecked.
NOTE: Design for longest stringer span possible.
EXAMPLE SHOWS:
7' span is okay for 61/2" stringer beam with 9" slab 'using L/270 deflecting. Use deflection requirements required by builder, normally either L/360 or L/270. See Beam Charts Page 46-47 for 61/2" beam and Page 53-54 for 71/2" beam capacities, note different strengths.
NOTE: Layout measurements used in examples are for easy figuring only. They have no bearing on capacity of system.
EXAMPLE TO DETERMINE JOIST LOAD PER LINEAR FOOT USING 9" SLAB AS AN EXAMPLE ONLY
L = Length of Concrete by 1'
Wide Load per Foot Run of Joist = L x 1' x Wt. per Foot of Slab
L x 1'0" x Wt. Conc. = Weight per Linear Foot of Joist
1.6' x 1'0" x 162.5 lbs. = Weight per Linear Foot of Joist
260 lbs. = Weight per Linear Foot of Joist using 9" for Slab thickness
Refer to Beam Chart for load capacity per foot of span on 9" slab and Plywood Charts for spacing.
Plywood Chart on page 77 shows joist spacing must be under 24" without using 3/4" plywood so next module is 19.2".
Beam Charts pp 46, 47, 48 shows span could be 10' (if increased leg load is still within leg load limits.
Note: Design for longest joist span using permissible deflection requirements required by builder either L/360, L/270 or other. See Beam Charts Page pp46 - 48 for 61/2" beam and pp 53 - 55 for 71/2" beam, note different load capacities. When determining final layout of beam recheck leg loads.
NOTE: Layout measurements used in examples are for easy figuring only. They have no bearing on capacity of system.
LOAD CAPACITY - GENERAL - BASED ON TEST RESULTS (see Table 4 and 5)
These basic load ratings are for installations where:
- The shoring system is founded on an unyielding support, i.e. concrete slab, on grade or properly reshored or a sound, stiff soil mudsill system.
- The formwork or other load being supported provides restraint against translation of the tower tops, and does not introduce lateral forces at the top of the upper jack plates.
- The towers are installed to tolerances required by CSA S269.1 1975, as quoted below.
NOTE: For towers having to resist lateral loads, see Table 3, Page 40
VARIATION FROM PLUMB
TOLERANCES AS PER CANADIAN STANDARD ASSOCIATION S269.l 1975
Vertical load-carrying members shall be erected and maintained plumb within the following limits:
- Plumb lines through any two points on the centre line of the vertical members and less than 10 feet apart vertically shall not be separated by more than 1/2 inch.
- Plumb lines through any two points on the centre line of the vertical members shall not be separated by more than a ratio of 3/4 inch in 20 feet nor exceed 11/2 inches in the length of the vertical member over 40 feet.
NOTE: Configurations with interframe crossbracing are of higher basic capacity than those without; e.g., a single tier high tower has only one set of crossbraces, allowing the frame legs to buckle in the same direction where a 2 frame high tower "INTERBRACED" has three sets of bracing restricts this action. For clarification of inter-frame crossbracing, see Page 5, Figure 3. Also see Load Charts on Page 41.
RATINGS WITH LATERAL LOADS IMPOSED AND NO RESTRAINT
It is good shoring practice, and strongly recommended by Hi-Lite that Lateral stability/strength be provided for by the falsework deck structure, with loads being taken to elements of the existing permanent structure.
A second alternative is to provide additional bracing by means of a tube and clamp system, taking lateral loads to the permanent structure; or to mudsills or other suitable resisting elements. Where these approaches are not practical, the Super Hi-Lite System may be used to resist lateral loads, with an accompanying derating of the vertical capacity.
The calculated capacities in Table 3are based on a 2.5 factor of safety on both the vertical and lateral loads combined to comply with the existing 1975 CSA Canadian Standards Association Code S269.1.
TABLE 3 - LOAD CAPACITIES DEVELOPED BY STRUCTURAL ANALYSIS
|
Basic Frame |
With Extension Legs** |
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| Capacity* lb/leg | 8" ext. | 14" ext. | |
| Vertical @ S.F. - 2.5 | 6,800 | 5,000 | 4,000 |
| Lateral @ S.F. - 2.5 | 136 | 100 | 80 |
| Vertical @ S.F. - 2.5 | 8,700 | 6,000 | 4,400 |
| Lateral @ S.F. - 1.0 | 174 | 120 | 88 |
| NOTE: Where lateral loads to be resisted are less than 2%,the vertical capacity may be adjusted pro-rata. * With 12" screwjack extended top and bottom. ** At either or both ends, plus 12" screwjack extension each end. NOTE: In general, the longer extensions may be eliminated by appropriate combinations of standard frame heights. NOTE: Where lateral loads are imposed, the designer must also consider: a) Stability of the incomplete and completed structure against overturning. b) Additional vertical loads induced in resisting lateral loads. c) Drift (lateral deflection) under lateral loads, which may affect forming tolerances. |
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TABLE 4 - TOWER CAPACITIES WITH JACKS ONLY OR EQUIVALENT
For 1 to 3 frame (up to 20') high towers, with 12" maximum screwjack extension top and bottom or with jacks extended 12" at one end and extension tubes at the other, extended not more than 141/2" using 5 and 6 foot high frames.
NOTE: For towers using only 4' high frames up to four frames high, loads in this table can be increased by 15%.
| Height of Tower | Super Hi-Lite Frames C/W Interframe Crossbraces without Interframe Crossbracing | Super Hi-Lite Frames |
| Allowable Load per Leg | ||
| One tier | 9,500 lb. (4320 kg.) | 9,500 lb. (4320 kg.) |
| Two tier | 11,600 lb. (5200 kg.) | 9,200 lb. (4180 kg.) |
| Three tier | 12,000 lb. (5443 kg.) | 8,800 lb. (4000 kg.) |
TABLE 5 - TOWER CAPACITIES WITH JACKS AND EXTENSION TUBES AS INDICATED
For 2 and 3 frame high towers using 4' and 6' high frames completely interbraced with extension tubes and jacks therein at one end extended 12" and with jacks extended 2" or extension tubes extended 141/2" in the other end replacing the jacks. (See maximum extension column.)
NOTE: One tier of 5' high frames can also be used in a tower and still interbraced if used as the bottom frame. If towers are not completely interbraced, reduce all capacities by 25%. For towers only one frame high with extension tubes and jacks as indicated below reduce all load capacities by 15% (as one frame cannot be interbraced). For towers using only 4' high frames. 2, 3, and 4 frames high completely inter- braced capacities can be increased by 15%.
| Length Extension Tubes Extended Max. complete with Jacks in Tubes Extended 12" at One End Jacks Only or Extension Tubes Extended 14 1/2 " at the other end | Max Extension | Safe Working Load for Each Leg Using 30" Extension Tubes Plus Jacks Extended 12" | |||
| A | Extension Tubes Extensions at One End Only | 8"+24" of 2 - jacks = 14"+24" of 2 - jacks = 20"+24" of 2 - jacks = 26"+24" of 2 - jacks = 32"+24" of 2 - jacks = |
32" 38" 44" 50" 56" |
10,500 lb (4760kg.) 9,500 lb. (4300kg.) 7,500 lb. (3400kg.) |
10,500 lb. (4760 kg) 9,700 lb. (4400 kg) 8,500 lb. (3860 kg) 8,000 lb. (3630 kg) 7,500 lb. (3400 kg) |
| 'The following "B" Section is for towers with extension tubes and jacks at both ends of a tower or if no jacks are used at one end, the extension tubes can be extended ( 14" more replacing the jacks, providing they are long enough. | |||||
| B | Extension Tubes Extensions at Both Ends | 8"+8"+24" of 2 - jacks = 14"+14"+24" of 2 - jacks = 20"+20"+24" of 2 - jacks = 26"+26"+24" of 2 -jacks = |
40" 48" 64" 76" |
9,500 lb. (4310kg.) 7,000 lb. (3175kg.) 5,000 lb.(2270kg.) |
10,000 lb. (4535 kg.) 7,500 lb. (3400 kg) 5,700 lb.(2585kg.) 4,500 lb. (2040kg.)* |
| *Not recommendable without auxiliary bracing | |||||
NOTE:
30" Extension tubes must not be extended more than 20 1/2"
48" Extension tubes must not be extended more than 32 1/2"
Safety Factor - 2.5 based on ultimate test results
SADDLE BEAM LOAD DIAGRAM
TOTAL LOAD ON FRAME LEGS
- A = P1 + 1/2 WL
- B = P2 + 1/2 WL
The 3 conditions listed below must be satisfied:
- Neither of the leg loads must exceed the load ratings for the frame as called out in Tower Capacities (page 41).
- Neither P1 or P2 must exceed the ratings for the extension tubes as called out in Table 5 (page 41).
- The aluminum beam used in conjunction with saddle beams must not be overstressed -- the maximum distributed load for varying lengths of saddle beam is as given in Table 6 below, for Hi-Lite 61/2" beam.
TABLE 6 - SADDLE BEAM LOADING CHART FOR HI-LITE 6 -1/2" BEAM
| Length of Saddle | Maximum Allowable Distributed Load - lbs/ft kg/m Beam 'L' | |||
| Beam L | A = 6" 150mm | A =12" 300mm | A = 18" 450mm | A = 24" 600mm |
| Feet mm | lbs/ft kg/m | lbs/ft kg/m | lbs/ft kg/m | lbs/ft kg/m |
| 4'0" 1219 | 3,300 4917 | 4,400 6556 | 6,630 9878 | -- -- |
| 5'0" 1524 | 2,000 2980 | 2,500 3725 | 3,300 4910 | 5,800 8630 |
| 6'0" 1828 | 1,475 2198 | 1,650 2459 | 1,900 2831 | 2,600 3868 |
| 7'0" 2134 | 1,050 1565 | 1,150 1714 | 1,300 1937 | 1,600 2380 |
| The limiting factor governing load figures in above table is flexural stress in all cases. Deflection is limited to L/270 of span. | ||||
