Metal building foundation Rev 2.1 (www.theengineeringcommunity.org).xls

	B	D	F	G	H	I	J	K	N	Q	R	S	T	U	V	W	X	Z	AA	AB	AC	AD	AE	AF	AI	AJ	AK	AL	AM	AN	AO	AP	AQ	AU	AV	AW	AX	AY	AZ	BA	BB	BC	BD	BE	BF	BG	BH
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2																	CLIENT								Rev 2.1						Company Name	Company Name here							Pull down menu's
3				Company Name here																											Address	Company Address here							metric	0,25	YES!	0
4				Company Address here																					THIS IS AN ESTIMATING TOOL						Address								english	0,5	NO!!	3	3
5																	PROJECT								THIS IS AN ESTIMATING TOOL						Tele No.									1		4	4
6				Tele No.																					IT IS NOT MEANT TO REPLACE ENGINEERING JUDGMENT						Fax No.											5	5
7				Fax No.																					IT IS NOT MEANT TO REPLACE ENGINEERING JUDGMENT						Client											6	6
8																																										7	7
9	JOB NO.		SUBJECT													DATE		BY				CHECKED									Project											8	8
10			Metal Building foundation design													23/09/08		PR							INPUT FIELDS ARE IN GREEN AND RED!						Job No.								to BS	to ACI		9	9
11																																										10	10
12																			Allowable Safe Bearing												Subject	Metal Building foundation design								0,25		11	11
13																			(this takes account of						Input Units		english				Design by	PR							0,2	0,5		14	12
14																			foundation wt).												Checked by								0,4	1		18
15																				USE 3,42 ksf					0,11	kcf	Assumed Soil Density
16				Typical Portal Frame Bay Loads																USE 3,42 ksf																			Bar sizes and Crs
17																									3,5	ksf	Allowable Safe bearing from Geotech report.												0		0
18				(as provided by the Metal Fabricator, Dated 9-3-08)																re-draw frame																			6	75	3	3
19				Frame at 147/0/0 used here.																to suit design					3,42	ksf	Design Bearing Capacity allowing for Concrete/Soil Densities												8	100	4	4
20																																							10	125	5	5
21																									3	ft	min depth to frost line												12	150	6	6
22																																							16	175	7	7
23																											Now input loads												20	200	8	8
24																																							25	225	9	9
25																				№							and highlight the max												32	250	10	10
26									loads in kips																														40	275	11	11
27																																							50	300	14	12
28																				indicates loads					Max Loads																18
29
30						16,9			horizontal						19,2					used					19,8	kips	in plane Ha load
31
32					19,8				base shears					14,3
33																				Additional
34
35						uplift force								uplift force						User Inputted
36
37					21,8											18,7				Vertical load					0,2	kips	column uplift		0,2
38																				DL	24
39				38,3											37,7					DL	24				90,3	kips	column load
40																				LL	28
41						reaction force							reaction force							LL	28
42
43			Qu:- Do you want the additional Vertical DL to act against the uplift?																	YES!					0,150	kcf	concrete weight
44
45				F.O.S on uplift and Overturning								1,50													1,50	f.o.s
46
47				Design assumes self wt of Pad found & user inputed load resists Uplift!
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49				Min Base Area, based on Bearing								26,404				ft²					Start with					remember if you said YES! Top steel maybe required to
50
51				ie a square base of length								5,2				ft					6			ft	1	activate the load, or the edge beam adequatly tied to the pier!
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53				Min Base Volume, Based on Uplift								2				ft³
54				Min thickness of base on start value								0,056				ft				ok!						this compares the min thk for uplift
55				Assumed max base thk'ness								2				ft										with the assumed max inputted value.
56				Min Area, base on a 2ft base thk'ness								1				ft²					TRY
57				ie a square base of length								1				ft					6			ft
58				Pressure below base based on Axial only								2,508				ksf										remember if you say NO!! The bases need to be tied together
59
60			Qu:- Do you want the bases to resisit the column base shear moment?																	NO!!					0	to resisit the base spreading forces!!!!
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62				Proposed Depth to underside of Pad								6,000				ft			below frost line, ok!						3	min depth due to frost
63				Ht above grade for column base								0,667				ft
64
65				Horiz force at column base								N/A				kips			founds tied @ slab RL							remember to back check Max bearing pressure, if you change the pier size!!
66
67	D/6 =	1		Stem/Peir moment induced by max ecc								7,525				kips-ft			ecc = 1 inch						0	1 if outside middle ⅓rd
68	e =	0,08		concrete peir/stem wt								4,38				kips									0	0 if OK! For uplift
69				Max Base Pressure								2,839				ksf				OK!					1	1 if OK!
70				Min Base Pressure								2,421				ksf
71				F.O.S on over turning								37,74								OK!					1	1 if OK!
72																									2	needs to be 2 for valid design
73	ADOPT			6			ft	by	6	ft	by			2		ft	thk	SHT.				OF
74																			1				4
75																	CLIENT									NOW GOTO THE APPROPRIATE DESIGN PAGES
76				Company Name here																						NOW GOTO THE APPROPRIATE DESIGN PAGES
77				Company Address here
78																	PROJECT
79				Tele No.
80				Fax No.
81
82	JOB NO.		SUBJECT													DATE		BY				CHECKED												Design to BS8110		For Metric Units UK Design
83			Metal Building foundation design													23/09/08		PR
84																																		M/bd² =	0,00	Sectional Areas per metre width for various bar spacings (mm²/m)
85				REINFORCEMENT DESIGN FOR METRIC UNITS																					Plinth/ Pedestal Reinforcement									K=	0,00013
86				REINFORCEMENT DESIGN FOR METRIC UNITS																														z max = 0.95d	1833,5
87																									F.O.S for Design		1,5							if K<=K', z =	1929,7	Bar size
88				Plinth/Pedestal																Design Area					Max Axial Load		137,3	kN					Note!	if K>K', z =	1499,4	(mm)
89																				Assume Sq					Max B/Moment		11,287	kNm					Know your limits!!!	z max allowable	1833,5		75	100	125	150	175	200	225	250	275	300
90											Base to be tied!														Max base shear		0	kN						z for design =	1833,5
91																									Cover to Reinforcement		50	mm						if Tens Steel only		0	0	0	0	0	0	0	0	0	0	0
92																									Effective design depth		382,0	mm	NOTE : IN MOST CASES Min % Steel will govern !!!!					As=	23,3	6	377	283	226	189	162	142	126	113	103	94,3	1
93							Col + Plinth Wt			4,300			m												Concrete Strength		35	N/mm²	The Codes determine min % as 0.4%			Min %		if Comp steel req'd		8	671	503	402	335	287	252	224	201	183	168	2
94											450			mm											Re-bar Strength		420	N/mm²	however for large plinths this can be reduced!			0,4		As=	6613,6
95																									Vert Re-bar Req'd		405	mm²/face						As'=	-27381,5	10	1050	785	628	523	449	393	349	314	285	262	3
96											max 300mm into base														Shear steel Req'd		min	mm²	0							12	1510	1130	905	754	646	566	503	452	411	377	4
97																																		Min Areas of steel		16	2680	2010	1610	1340	1150	1010	894	804	731	670	5
98																	Plan View								Plinth/ Pedestal Reinforcement Being Used for metric Only									ten steel area to use	23
99				Factor of Safety for design						1,5															Vertical Bars	20	N/A	with	2	№ each face				% of Concrete area	0,001%	20	4190	3140	2510	2090	1800	1570	1400	1260	1140	1050	6
100																													382	approx mm Crs for the Square						25	6550	4910	3930	3270	2810	2450	2180	1960	1790	1640	7