Arch-Bridge spreadsheet_theengineeringcommunity.org.xlsx

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O
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2					PROJECT :								PAGE :
3					CLIENT :								DESIGN BY :
4					JOB NO. :				DATE :				REVIEW BY :
5	Arch Bridge Analysis using Finite Element Method
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7	DESIGN CRITERIA
8	The concrete post-tensioned structural design is actually sections design, no matter box girder, circular column, or other sections.
9	There are three kind of forces on each section:
10	1. External loads, w only without PT, section forces. The External loads can be ASD level for serviceability design, or SD level for ultimate strength design.
11	2. Primary equivalent loads, PT section forces. The tendon is mentally removed and replaced with all of the loads it exerts on the structure.
12	3. Secondary section forces from all reactions of primary PT , on free-body structure.
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14	INPUT DATA
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29	DIMENSION		LL =	5	ft, (1.52 m)		Section	D (in)	A (in2)	Ix (in4, in plane)		D (cm)	A (cm2)	Ix (cm4, in plane)
30			L =	130	ft, (39.62 m)		1	76	3507,84	2791662		193	22631	116197740
31			LR =	5	ft, (1.52 m)		2	113	4307,04	7488499		287	27787	311694862
32			H =	40	ft, (12.19 m)		3	200	6186,24	31119420		508	39911	1295288064
33							4	107	4177,44	6540969		272	26951	272255676
34	TOP DECK LOAD						5	84	3680,64	3584948		213	23746	149216781
35		w =	42,1008	kips/ft, (614.0 kN/m)			6	100	10800	9000000		254	69677	374608283
36			(including bridge weight and impact factor.)				7	80	8640	4608000		203	55742	191799441
37							8	60	6480	1944000		152	41806	80915389
38	TENDON FORCE AFTER ALLOWANCE LOSSES						MODULUS OF ELASTICITY
39		PT =	8769,6	kips, (39007.2 kN)			E =	4030,508653	ksi, (27789 MPa)
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41	ANALYSIS & DESIGN SUMMARY
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43		Design Section Forces (Conservative Values)
44		Section	External Load, w, Only									External load reactions
45		Section	P (kips, axial)		M (ft-kips)		V (kips, in plane)		Dx (in)	Dy (in)		RV =	662,69		kips
46		1	-21,96		0,00		-267,09		0,039	0		RH =	2025,85		kips
47		2	98,97		5024,89		511,92		0,032	-0,091		RN =	2284,37		kips
48		3	2208,63		-8426,23		-528,31		0,030	-0,096
49		4	2042,47		399,48		-222,21		0,023	-0,158
50		5	2042,47		4016,67		0,00		0,000	-0,199		Primary reactions
51		6	3052,45		3136,35		-70,17		0,034	-0,097		RV =	-280,48		kips
52		7	3052,45		1568,18		-70,17		0,040	-0,074		RH =	178,11		kips
53		8	3052,45		0,00		-70,17		0	0		RN =	280,48		kips
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56		Section	Primary equivalent loads, PT						Secondary section forces from primary reactions
57		Section	P (kips, axial)		M (ft-kips)		V (kips, in plane)		P (kips, axial)		M (ft-kips)		V (kips, in plane)
58		1	8763,09		0,00		-439,09		22,98		0,00		279,54
59		2	8663,40		8260,81		-1389,25		53,24		-5258,99		275,38
60		3	8703,67		31880,12		2075,49		173,25		-13429,48		41,31
61		4	8932,19		-2792,25		526,77		177,80		-14119,65		10,49
62		5	8932,19		-11367,14		0,00		177,80		-14290,34		0,00
63		6	326,72		2698,22		-60,37		326,72		2698,22		-60,37
64		7	326,72		1349,11		-60,37		326,72		1349,11		-60,37
65		8	326,72		0,00		-60,37		326,72		0,00		-60,37
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70						LICENSE NUMBER: Package License Including New Software Based on ASCE 41-17, ASCE 7-16, AISC 360/341/358-16
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72						www.Engineering-International.com
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