HomeMy WebLinkAboutSTRUCTURAL CALCS - 95-00005 - Oasis Country Market - CanopyStructural Calculations
for
24 FT x 54 FT FUEL ISLAND CANOPY
OASIS COUNTRY MARKET
555 North, 2 East
Rexburg, Idaho
IL
PRO��
.& qcs
r4a
6 9 0 0
✓ -ter u � � QQ� h
4erF
OF
FES E
E�
J. Reese Leavitt, P.E. /S.E.
LEAVITT ASSOCIATES ENGINEERS
Longbranch Station, Suite 114
16 Twelfth Avenue South
DESIGN CRITERIA.
CODE
LOCATION
WIND LOAD
SEISMIC ZONE
SNOW LOAD
LIVE LOAD
DEAD LOAD
Nampa, Idaho 83651
(208) 463-7670
cow 1994 Uniform Building
--
Boiser Idaho
t--80 MPH, Exposure C
— ,- 45 PSF
✓i 5 PSF
Roof — 12 PSF
Facia — 5 PSF
LIST OF CALCULATIONS
Code
LAN & ELEVATION .1., 1
a_
CONNECTIONS DETAILS 2
WIND LOAD .wso*w* ** 000*000006 1.
SEISMIC LOAD . 4 s * * * . *,woo
SNOW LOAD ..
EXTERIOR PURLIN i#
6 9 0 a a 6
INTERIOR PURLIN . *'a & 0 10 *
FRAMEa son 60000 a 0 a 0 0 0 0 a 0 V 0 0 a a a a a q 0 & 0 0 & a 12
POLE EMBEDDED IN EARTH. *40*966 0*0 *Dow .0 a .0 a 0 6 .4 0 27
FOUNDATION DESIGN .# 0 a 0 0 0 0 0 a a 0 0 0 * & * 0 a * 0, 0 w 0 a 0 29
GRAN PRIX PANEL DESIGN D TA * * . . *0
0 0 a * 0 0 a a 6 a 30
GRAN PRIX PANEL SECTION PROPERTIES . 4 0 0 a 0 a 0 0 * 0 * 31
CANOPY DETAILS & DIMENSIONS .*ft
y4,
LEAVITT ASSOCIATES ENGINEERS PROJECT.* 24' x52'' FUEL ISLAND CANOPY
LONGBRANCH STATION, SITE 114 OASIS COUNTRY MARKET
16 TWELFTH AVENUE SOUTH 565 NORTH, 2 EAST
N Al IDAHO 83651 REXBURG, IDAHO
(208) 463-7570 DESKIIER 6. J Reese Leavitt, P o E a IS v E DKE'a 03 -07 -95
----------- oft — —MM ----------------------------------------------------------------------------------------
ROOF PL ELEVATION DRWG 1
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cpa'j
3/3 2
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]BUILDING INSPECTOR
Iti
I
LEAVITT ASSOCIATES ENGINEERS
LONGBRAHCH STATION, SDITE 114
16 TWELFTH AVENGE SOUTH
NMIPA, MikHO 83651
(208) 463-7670
541
PROJECT: 24' x FUEL ISLAND
OASIS COUNTRY MARKET
565 NORTH, 2 EAST
DESIGNER:J.
REXBURG, IDAHO
Reese Leavitt, P.,E,'S,E,
DATE#* 03-07-95
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DEVILS
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LEAVITT ASSOCIATES ENGINEERS
LONGBWCH STATION SUITE 114
16 TWELFTH AVENUE BOOTH
NAMPA, IDAHO 83651
(208) 463-7b70
47IND LOAD CALCULATION
p = Ce x Cq x qs x I
ce =
ts PRIMARY FRAMES
(METHOD 1)
Cq
(METHOD 2)
Cq =
2• ELEMENT'S AND COMP.
(WALL ELEMENTS)
Cq =
ROOF ELEMENTS)
(-NCLOSED AND UN-
ENCLOSED STRUCTURES)
ROOF ELEMENTS1
( PEN STRUCTURES)
3. ELE MEN TS AND COMP,
(AREAS OF
DISCONTINOITIES)
Cq =
4. CHIMNEYS, TMS
AND SOLID TOWERS
Cq =
6. TOWER ACCESSORIES
(LADDERS, CONDUIT)
5. SIGNS, FLAGPOLES,
LIGHTPOLES MINOR
STRUCTURES
I=
C? I
PROJECT: 29' X gV FUEL ISLAND CANOPY
OASIS COUNTRY MARKET
565 NORTH, 2 EAST
REXBURG, IDAHO
DESIGNER: J. Reese Leavitt, P -6 E I /s 16 E
DATE: 03-07-95
WIND 80 MPH EXPOS 'DR E C 199IIV, FART II, 5CT. 2311 PAGE 1
1.06
0 - 15
HEIG9T ABOVE
GROUND
1.13
- 20
HEIGHT ABOVE
GROUND
1.19
- 25
HEIGHT ABOVE
GROUND
1.23
- 30
HEIGHT ABOVE
GROUND
1.31
- 40
HEIGHT ABOVE
GROUND
1.43
- 60
HEIGHT ABOVE
GROUND
1.53
- 80
HEIGHT ABOVE
GROUND
1.61
-100
HEIGHT ABOVE
GROUND
1.67
-120
HEIGHT ABOVE
GROUND
1.79
-160
HEIGHT ABOVE
GROUND
0.18
IN47ARD
WINDWARD WALL
0.5
-OUTWARD
LEEWARD WALL
0.7
OUTWARD
LEEWARD ROOF OR PLAT ROOF
0.67
OUTWARD
WINDWARD ROOF
- SLOPE' < 2:12
0,09
OUTWARD
WINDWARD ROOF
-SLOPE 2:12 TO < 9:12
0. 3
INWARD
WINDWARB ROOF
-SLOPE 2:.12 TO < 9:12
0.4
INWARD
WINDWARD ROOF
- SLOPE 9:12 TO 12:12
4.7
INWARD
WINDWARD ROOF
- SLOPE > 12:12
1.3
HORIZ,
STRUCTURES 40
FEET OR LESS IN HEIGHT
1.4
HORIZ.
STRUCTURES OVER 40 FEET IN HEIGHT
0.7
UPWARD
HORIZONTAL PROJECTED AREAS
1.2
INWARD
ALL STRUCTURES
1,2
OUTWARD
ENCLOSED AND UNENCLOSED STROCTORES
1.6
OUTWARD
OPEN STRUCTURES
1.3
IN/OUT
PARAPETS
1.3
OUTWM@
SLOPE < 712
1.3
IN/OUT
SLOPE'7:12"
TO
12:12
1.7
1.6
0.8
1.7
1.5
1.2
2.3
2.6
1.56
2.8
1.4
1.1
0.8
440
3.5
3.2
loo
0,08
1.3
OUTWARD
OUTWARD
INWARD
IN/OUT
OUTWARD
INWARD
UPWARD
OUTWARD
OUTWARD
UPWARD
SLOPE < 2:12
SLOPE 2:12 TO 7:12
SLOPE 2;12 TO 70#12
SLOPE > 79012 TO 12:12
EQ. (16-1), P. 154
TABLE 23-G, P. 181
TABLE 23-H, P. 182
WALL CORNERS
WALL CORNERS
ROOF EAVES, BARES OR RIDGES WITHOUT QVERHANGS: SLOPE < 2:12
ROOF EAVES, RAKES OR RIDGES WITHOUT OVERHANGS: SLOPE 2,012 TO 70012
OVERWGS AN SATROOF EAVES, RAKES ORRIDGES OVERHANGS��oPOES:>70.12 SLOPEO<12t12
ANY SQUARE OR RECTAHGOLAR
DIRECTION HEXAGONAL OR OCTAGONAL
ROUND OR ELLIPTICAL
1,4 m
DIRECTT411
16. 4
it 0
SQUARE AND RECTANGULAR - NORHALAL E'ORLTIPLY CYLINDRICALR OR BY 2/3
TRIANGULAR RDBERS
CYLINDRICAL, MEMBERS < 2 INCH DIAMETER
CYLINDRIU1> 2 INCH DIAFiETER
FLAT OR ANGULAR MEMBERS
APPflOVEO..� � �u
DA TABLE 23-F, P. 181
� � - TABLE 23-L, P. 186
BUILDING INSPECTOR
LEAVITT ASSOCIATES ENGINEERS
LONGBRANCH.KkTION SUITE 114
16 TWELFTH AVENGE SOUTH
NAMPA, IDAHO 83651
(208) 453-7670
WIND LOAD CALCULATION
WIND SPEED
DESIGN WIND PRESSURE: (POUNDS PER SQUARE FOOT)
STRUCTURE OR PART THEREOF
0
METHOD i
(NORMAL FORCE METHOD)
kINDWARD
WALL
17.2
18.8
LEEWARD
WALL
21.9
23.5
LEEWARD ROOF OR
FLAT
ROOF
WINDWARD
ROOF -
SLOPE
< 2:12
WINDWARD
ROOF -
SLOPE
2:12 TO < 4:12
WINDWARD
ROOF -
SLOPE
2:12 TO < 9:12
WINDWARD
ROOF -
SLOPE
9:12 TO <12:12
WINDWARD
ROOF -
SLOPE
> 12:12
METHOD 2 (PROJECTED AREA METHOD)
HDRI20NTAL ON VERTICAL PROJECTED AREA
STRUCTURES 40 FEET OR LESS IN HEIGHT
STRUCTURES OVER 40 FEET IN HEIGHT
ON HORIZONTAL PROJECTED AREA
PROJECT; 24' K b'l' FDEL ISLAtiD CANOPY
OASIS COUNTRY MARKET
565 NORTH, 2 EAST
REXBURGf IDAHO
DESIGNER: J. Reese Leavitt, P.E./S.E. DATE:
EXPOSURE C 1991 UBC, PART II, SECT. 2311
DIRECTION
fl3-07-95
PAGE 2
AEIGBT ABOVE AVERAGE LEVEL OF ADJOINING GROUND (FT)
5
-LU -25 -30 -40 -60 -80 -lOQ -120 -160
13.9
14.8
15.6
16.1
17.2
18.8
20.1
21.1
21.9
23.5
8.7
9.3
9.8
10.1
10.7
11.1
12.5
13.2
13.7
14.7
12.2
13.0
13.7
19.1
15.0
16.4
17.6
18.5
19.2
20.5
12.2
13.0
13.7
14.1
15.0
16.4
17.6
18.5
19.2
20.5
15.6
16.7
17.6
18.2
19.3
21.1
22.6
23.8
24.6
26,4
5.2
5.6
5.9
6.1
6.4
7.0
7.5
7.9
8.2
g,g
7.0
7.4
7.8
8,1
8.6
9.4
10.0
10.6
11.0
11.7
12m.2
13.0
13.7
14.1
15.0
16.4
17.6
18.5
19.2
20.5
HOR2.
ANY 22.6 24.1 25.4 26.2 27.9 30.5 32.6 34.3 35.638.2
DIRECTION 24.3 25.9 27.3 28.2 30.1 32.8 35.1 37.0 38.3 41.1
UPWARD 12.2 13.0 13.7 14.1 13.0 16.4 17.6 18.5 19d.2 20.5
2. ELEMENTS AND COMPONENTS NOT IN AREAS OF DISCONTINUITIES
WALL ELEMENTS
ALL STRUCTURES
ENCLOSED AND UNENCLOSED STRUCTURES
OPEN STRUCTURES
PARAPET WALLS
INWARD
20.9
22.2
23.4
24.2
25.8
28.1
30.1
31.7
32.9
35.2
OUTWkRD
20.9
22.2
23.4
24.2
25.8
28.1
30.1
31.7
32.9
35.2
OUTWARD
27.8
29.7
31.2
32.3
34.4
37.5
40.1
42.2
43.8
47.0
IN(OUT
22.6
24.1
25.4
26.2
27.9
30.5
32.6
34.3
35.6
38.2
ROOF ELEMENTS - ENCLOSED & UNENCLOSED STRUCTURES
SLOPE <7:12-- -- - OUTWARD
SWYI;
I:12 TO
12:12
ROOF
ELEMENTS
- OPEN ST
SLOPE
<2:12
35.6
SLOPE
2:12 TO
7@012
SLOPE
2:12 TO
7:12
SLOPE
>7:12 TD
12;12
RUCTURES
IN/OUT
OUTWARD
OUTWARD
INWARD
OUTWARD
22.6
24.1
25.4
26.2
27.9
30.5
32.6
34.3
35.6
38.2
22.6
24.1
25.4
26.2
27.9
3Q.5
32.6
34.3
35.6
38.2
29.6
31.-5
33.2
34o3.36v5
39.9
42.7
49.9
46,6.09
27.8
29.7
31.2
32.3
34.4
37.5
40.1
42.2
43.8
47.0
13.9
14.8
15.6
16.1
17.2
18.8
20.1
21.1
21.9
23.5
29.6
31.5
33.2
34.3
36.5
39.9
42.7
94.9
46.6
99.9
3. ELEMENTS AND COMPONENTS IN AREAS AT DISCONTINUITIES
WALL CORNERS OUTWARD 26.1 27.8 29.3- 30.3 32.2 35.2 37.6 39.6 91.1 49.0
WALL CORNERS INWARD 20.9 22.2 23.4 24.2 25.8 28.1 30.1 31.7 32.9 35.2
ROOF EAVES, RAKES OR RIDGES W/0 OVEREANGS
SLOPE <2:12 UPWARD 40.0 42.6 44.9 46.4 49.4 53.9 577 60.7 63.0 67.5
SLOPE 20012 TO 7:12 OUTWARD 45.2 48.2 50.7 52.4 55.9 61.0 654o2 68.7 71.2 76.3
SLOPE >7:12 TO 12:12 OUTWARD 27.8 29.7 31.2 32.3 34.4 37.5 40.1 42.2 43.8 47.0
OVERHANGS ROOF EAVES, RAKES AND CANOPIES
SLOPE <2:12 UPWARD 48.7 51.9 54.6 56.5 60.2 65.7 70.3 73.9 76.7 82.2
4. CHItINEYS TALARS AND SOLID TOWERS
S6UARE OR RECTANGULAR ANY 24.3 25.9 27.3 28*2-.1 32.8 35.1 37.0 38.3 41.1
HEXAGONAL OR OCTAGONAL DIRECTION 19.1 20.4 21-65 22,2 23.6 25.8 27.6 29.0 30.1 32.3
ROUND OR ELLIPTICAL 13.9 14.8 15.6 16.1 17.2 18.8 20.1 21.1 21,9 23.5
5. OPEN -FRAME TOWERS
SQUARE AND RECTANGULAR Ay 69.5 74.1 78.1 80.7 85.9 93.8
DIAGONAL DIRECTION 62.6 66.7 70.3 72,6 77,3 84,4 90.3 95.1 98.6
NORMAL
TRIANGULAR 55.6 59.3 62.5 69.6 68.7 75.0 80.3 84.5 87.6 93.9
6. TOWER ACESSORIES (LADDERS, OONDUIT LIGHTS ETC.)
CYLINDRICAL HEMBER< 2 INCADIAMETER ANY 17.4 18.5 19.5 20.2 21.5 23.5 25.1 26.4 27.4 29.4
CYLINDRICAL RMERS > 2 INCH DIAMETER DIRECTION 13.9 17.8 15.6 16.1 17.2 18,,8 20il2l-,-l2lo9 23.5
FLAT OR ANGULAR MEMBERS 22.6 24.1 25. 4 26.2 27,o9 30.5 32.6 34.3 35@6.
3-8--r2
7. SIGNS, FLAGPOLES, LIGHTPOLES, MINOR STRUCTURES ANY DIR. 24.3 25.9 27.3 28.2 30.1 32.8 35.1 37.0 38.3 41.1
LONGBRANCH STATION{ SUITE 114
LEAVITT ASSOCIATES ENGINEERS�q'
PROJECT,* 5-Z' FUEL ISLAND C�YOPY
16 TWELFTH AVENUE SOUTH OASIS COUNT Y' fil
NAMPk, IDkHO 83651 565 NORTH ' 2 EAST
(208) 463-7670 REXBURG, IDAHO
DESIGNERGJ, Reese Leavitt,P,sE,./S.,E,iiiipi#�mw ii'� ii'i ,
'iO3-07
SEISMIC
_
LOAD CALCULATIOR
1991 UBC, PART III, SECT, 2330 PAGE
� �'������ ������������ �� i•��� � ���i�_������� �i��� !li��i i•'if i'�i�'i � ii��i �'!�'ii�iiili !N�ii i��ii ����ii��f ��!li���'
SEISMIC ZONE -PI
STRUCTURE HEIGHT: H
DEAD LOAD: W
�zm.
1.25S
c=
T"(2/3)
S=
; e 3 FIGORE N0. 23-2 SEISMIC ZONE MAP OF
15.00 FEET THE UNITED STATES, P. 194
17.77 KIPSFOR$TTESR�SEE APPENDIXEAS OUTSIDE OF
CELkPTER HE UNITED
2
[(24IX52')xl2PSF+2x(241+521)x3s67'x5PSFj
6.00 ORDIAARY HOHENT-RESISTING
FRAME (OMRF)
1.50
STRUCTURE PERIOD - METHOD A
T = Ct(ff)A (3/4)
ct =
T=
c =1
C/Rw =
0.035
4.52
Ct = 0. 035
Ct = 0.030
Ct = O.OZ4
C > 2.75 MAX
C/Rw > .075 MIN
EQ. (34-i) DESIGN BASE SHEAR - STATIC
FORCE PROCEDURE, P. 162
TABLE 23-I SEISMIC ZONE FACTOR, P. 184
TABLE 23-L OCCUPANCY REQURMNTS, P. 186
TABLE 23-0 STRUCTURAL SYSTEMS, P. 188
EQ. (34-2), P. 162
TABLE 23-J SITE COEFFICIENTS, P. 184
SECT. 2334o(b)2oAs
EQ. (34-3), P. 162
FOR STEEL HOMENT-RESISTING FRMfES
REINFORCED CONCRETE MOMENT -RESISTING
FRAMES & ECCENTRICALLY BRACED FRAMES
FOR ALL OTHER BUILDINGS
EQ. (39-3), P, 162
EQ. (34-2), P. 162
SECT. 2334.(b)1.
V = 1.63 KIPS BASE SHEAR EQ. (34-1), P. 162
£t = OvO7TV = 0.000 1#63e -*1o,5 EQ. (34-7), P. 169
.zsv = 0.4.1 = 2.yySk
Ft = 0.00 EQ. (34-7), P, 169
iiw�i�i•�Fi i=i i �!--i'if �yi iiia! i i�Eiiii�i i'i'i�ii ice! i�l�iii�#ii�ii�iil�i iit�f# iE lli i#moi
Alii �i'�ilii'�lii1L� elf �i�i'i'��iiiii�ii•�"�
LATERAL FORCE ON ELEMENTS OF STRUCTURES AND NONSTRUCTURAL SECT. 2336
COMPONENTS EIS BY STRUCTURES
Fp = ZICpWp EQ. (36-1)
ELEMENTc W. p
Z I TABL 23P P F P
ROOF 0.30
4-ow20 0'7� 12NAME OF ELENENT 1.000 0060.0
NAGE OF ELEMENT 0.20 11-00 0 0 0.00
2,070
9�#ice ii! asmi ii i. i,*Fiid"iiidfth.E it � ME,f 4=imp liiift. . *qp 4.if�llFli�
T!liMe soii�'w �i�M*ift, iiasft-
iii:i—+srl�iiRUN I=ifi i.f f=i%�,wo�i#Filii"ii
LI IES ENGINEERS 114 L�j
LONGBRANCHSUITE
CT: 24' x FUEL ISLM CANOPY
16 TWELFTH AVENUE' k-UTH OASIS COUNTRY' HOT
NM -PA IDAHO 83651 565 NORTH,. 2 EAST
(208)1463-7670
DESIGNER*J. F.� DATEOoO
}yj _.
i.�•i ii ��i i �•�f i�,i i! E#'#i,� i'�i i'i��i �F�Ei'i �.i ii i'i �il� ����a! i i�iii
air#�-���i•'i��iliriiiiii�ia�4���ifi•i���i1F��i•i�� _�i#�ii1�.#aa?i��ii
SNOW LOAD CALCULATION
991 UBCi ,S'PE'ND. CWTER 23, DIV,. I PAGE
�F iiFEf i'•i iFE��i��i'i!i!!1�i•i!'i iti ii'i�ii•�iii�i���•i it
* iiii !•�i'i� �'i ai ii•i may`�,g �� �i lam !lii iF4
$7E—'9 --iii----------oli------if-------
LOCIA REXBURG, IDAHO
BASIC GROUND SNOW LOAD: pq = 45.00 PSF FIG. A -5-A GROUND SNOW LOAD WESTERN US, P. 864
FIG. A -5-B GROUND SNOW LOAD CENTRAL US, P. 865
FIG. A -5-C GROUND SNOW LOAD EASTERN US, P. 866
BUFLDING OPFICIAG
ROOF SNOW LOADS: SEC. 2343, P. 858
Pf = Ce*I*Pg EQo
6STMENTBFORRS�IAFPENAOW�LOQ DITION
ce = 0. 70 TABLE A -23-S SNOW EXPOSURE COEFF., P. 863
I = 10,00 TABLE A -23-T VALUES FOR OCCUPANCY IMPORTANCE
FACTOR, P. 863
Pf =;
ROOF SLOPE: a =
ROOF SURFACE CONDITION:
(a-30)
Csiii mal iii•
40
(a-45)
CS = 1 i<m a` fw � r
25
31. 50 PSF EQ. (43-1A), P. 858 (20 PSF 14ININU1d)
0.00 DEGREES
1.00( 0 - UNOBSTRUCTED SLIPPERY
EQ. (43-2A), P. 858 Pf MAY BE MULTIPLIED BY
Cs FOR UNOBSTRUCTED SLIPPERY SURFACES W/ a)30
FOR ROOF SNOW LOADS IN EXCESS OF 20 PSF
1.000 CsQ
(43-2B),
FORALL858
SURFACE CONDIBTIONS� TIPLIW/ aE45BY
FOR ROOF SNOW LOADS IH EXCESS OF 20 PSF
Pf —20 aabZ
=��ii
Hifi � ff�mwi.m
) 7:Pf
CS 1400
Pf 1
RS _ 'mmww' ' --- = 0.29 PSF/DEG
40 2
CS = 1 -(Rs(a-20)/Pf =
cs =
ADJUSTED ROOF SNOW LOAD:
Pf = CS*Pf =
MALANCED SNOW LADS, GABLE �0�'S:
SINGLE-Gt18L,E ROOFS:
.5Pf =
1.OPf =
1.25Pf =
FiULTIPLE-GABLE ROOFS:
W/ PARALLEL RIDGE LINES
.5Pf =
3.OPf =
W/ NONPARALLEL RIDG
Cv =
Cv*Pfi
1.18
31. 50 PSF
EQ. (43-2E), P. 859
Cs W( a>20
Pf MAY BE14ULTIPLIED BY
WHERE GROUND SNOW LOAD IS GREATER THAN 100 PSF
SECT. 2305(d), P. 150
IN WHICH
2DIV�I, TO
(a) -(d }
SEC. 23441 P, 859
SEC., 2344.(a), P. 859
15. 75 PSF1/2:12 <ROOF SLOPE <3:12
31.50 PSF 1/2:12 <ROOF SLOPE <3:12
39.37 PSF 3:12 < ROOF SCOPE
SBS. 2344.(b}f P. 859
15.75 PSF @SLOPES
RIDGfi29
>
LIN*
ELOAD V
94.50 PSF @ VALLEY
E LINES -
1.60
50.40 PSF
ON ONE SLOPE)
ON OPPOSITE SLOPE)
ON ONE SLOPE ONLY)
ARIES UNIFORMLY -TO VALLEY
SLOPES > 3:12 & P 70 PSF
FIG. A-13 VALLEY COE?'>
FICIENT, Cv P 870
DISTRIBUTEkSSHOWN SH�IN �'TG. �-14*j P. 871.
& FlG. A-151 P. 872
�q
LEAVITT ASSOCIATES ENGINEERSSTATION SUITE 114 LONGBM,ICH
CANOPY
16 TWELFTH AVENUE kUTH
NAMPA, IDAHO 83651 565 NORTH, 2 EAST
(208) 463-7670 DESIGNER,
. REXBURG, IDAHO
Reese Leavitt, P.E./S.E. DATE#603-07-95
��'i'� � i'Eii��i�!•!f i'i �� ##�##'�;#i# i'i'ii i � i
SNOW LOAD
CALCULATION�Mimw**W�
1991 UBC,APPENDt CHAPTER23, DIV* PACE 5
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SPECIAL SAVE REQUIREMENTS,
SEC. 2346, P. 860
1.OPf = 31. 50 PSF UNIFORHItY DISTRIBUTED TO SAVE OVERHANG
SEE FIG. 1-12 OVERHANG LOADS
DRIFT LOADS ON LOWER ROOFS, DECKS AND ROOF PROJECTIONS: SEC. 2347, P. 860
DRIFT LOADS FOR LOWER ROOFS:
Wb = 50.00 FEET
hr = 1.25 FEET
hd = 0443[(Wb),0\1/3j*[(pg+lo) 0A
1/4]-la5
hd = 2. 81 FEET
D = Ool3Pq + 14.0 = 19.85 PCF
SEC. 2347.(b), P, 860
HORIZONTAL DIMENSION OF UPPER ROOF
50 FEET < Wb < 500 FEET
DIFFERENCE IN HEIGHT BETWEEN UPPER AND LOWER
ROOF OR DECK
EQ. (97-1), P, 860 OR FIG. A-11, P. 869
RAX104 HEIGHT OF DRIFT SURCHARGE
EQ.
(47-2),
P. 861 DENSITY OF SNOW
(<
OR =
35
PCF)
hb = Pf/D = 1.59 FEET $EIGHT QF BALANCED SNOW LOAD ON LOWER ROOF OR
DECK
Wd = 4*hd = 11.26 FEET WIDTH OF DRIFT, BASE OF TRIANGULAR DRIFT LOAD
OR Wd = 4(hr-whb) _ -1.35 FEET
Wd = -1.35 FEET
SMAUER VALUE
IF 47d EXCEEDS THE WIDTH OF THE LOWER ROOF, THE
DRIFT SHALL BE TRUNCATED AT THE FAR EDGE F
THE ROOF, HOT REDUCED TO ZERO.
(hr-hb) b -Oo2l < 0*2 DON'T NEED TO BE CONSIDERED x+* CONSIDERED Pt LOADS
ONEED ONLY BE
D*hr =
Pin = D (hd + hb) =
24.81 PSF
87.36 PSF
Pm = D*br
ROOF'OF AN ADJACENT LOWER STRUCTURE,
EQ. (47-4 P. 861 MA%IMUH SNOW INTENSITY
(< OR = Dinr )
SEC. 2347*(c), P. 8b1
S = 0.00 FEET HORIZONTAL SEPARATION BETWEEN ADJACENT
(20-S) STRUCTURES (SEE FIG. A-7, P. 867)
hd ------ = 2.8i
20
Pm = D(hd + }b) = 87,36 PSF EQ. (47-9) P. 861 MA%IAUH SNOW INTENSITY
Pit = D*hr (< O� = D �r)
SLIDING SNOW: SEC. 2347.(D), P. 861
1.4hd = 3.94 UPPER ROOF SLOPE > 2:12
Pm = D(hd + hb) = 109.70 PSF EQ. (47-4) p. 861 MAXIMUH SNOW INTENSITY
Pm = D*hr (< OR = D*�ir)
LEAVITT ASSOCIA3'ES ENGINEERS
Longbranch Station, Suite 114
16 - 12th Avenue South
Nampa, Idaho 83651
74
Title :24' X 5.--�/' FUEL ISLAND CANOPY
S cope :OASIS COUNTRY MARKET
Number*565 NORTH, 2 EAST
miscRRXRTTPr-r T T)A Wn
,
(los) a63-7670 ___Dsngr REESE LEAVITT Date 0,8 -Mar -95
NOW
______Mi7LTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page
MMUr -----------------------------------------------------
DESCRIPTION » W8 x 15 EXTERIOR PURLIN
» L = 45 PSF, Droof = 12 PSF, Dfascia = 5 PSF
------------------------------Span 1 -l --Span 2 -1 --Span 3 -1 --Span 4 -f --Span 5�1--Span 64M�--Span 7�1�-Span 8-�
ALL SPANS SIMPLE SUPPORT ? N y/n
SH11 LENGTH ft 7,5 19.5 19.5 7.5 7-a5 19.5 19s.5 7.5
END FIXITY..... Lft 1 1 1 1 1 1
Fix,Pinjree = 21110 Rt 1 1 1 1 1 1
AISC SECTION ----------» W8X13 W8X15 W8x15 W8X15 W8x15 W8X15 WSx15 W8x15
CALCULATED VALUES MID --------�---------�---------�---------I---------
Fb - Allowable psi 21,600 16,025 16,025 21,600 21,500 15,595 18,619 21,600
fb - Actual psi 13,26b 11,F806 11,806 1,109 3, 411 12,095 11,109 11,109
fV - Actual psil 1,530 I,786 1,786 1,415 396 1,865 542 11415
Moment @ Left ft -k -11.0 -11.6 -11.0 -3.4 -7.1 -11.0
Right ft -k -11.0 -11.6 -11.0 -3 .4 -7.1 -11.0
Max. Mom. @ Mid -Span ft -k 5.8 5.8 11.9
X-Dilst ft 9.62 9.088 9s23
Shears: Left k 3.48 3.,,55 2.81 3.32 0.68 2.81
Right k 2.,8-1 3.55 3.48 0.911 0.79 3.71 1.08 0.11
Reactions: Left: Dead k 1.7 I:7 I.7 1.7 1.7 1.7
Live k 4-P6 5.A A.6 2.4 2,7 Z,2
Total k 6.3 7.1 6. 3 4. 1 4,94 3.9
Righte.Dead k 1.7 1. 7 1.7 1.7 1.7 1.7
Live k 4-o6 5.4 4-m-6 2v4 2,7 Z. 2
Total k 6.3 74,1 6.3 4,1 4.4 3.9
Max, Defl. @ Mid Span in -0.219 -0.175 -0.175 -0.177 0.553 -0.533 0.324 -0,815
X -Dist ft 9.620 9:5880 7.500 9.490 10.400 7m,500
---- BEAM DESIGN DATA ------------------------�---------1---------.---------I------------------I---------I
UNBRACED LENGTH ft 7.5 10 10 7,,5 7.o5 10 10 7-P5
Fy ksl' 36 36 36 36 36 36 36 36
SECTION AREA in A 2 3.84 4.44 4.44 4.44 4.49 4,644 4.44 4.44
BEAM DEPTH in 7.99 8011, 8.611 8.11 8.11 8.11 8.611 8.11
BEAM WIDTH in 4s.000 4.015 4.015 4-s015 4.015 4.015 4,s015 4_s015
FLANGE/WALL THICUESS in 0.255 0.315 0.315 0.315 0.315 0.315 0.315 0.315
WEB THICtMESS in D.230 0.245 0.245 0.2A5 0-v245 0.245 0.9245 0.245
I -XX
iW14 39.599998 48 48 48 48 48 48 48
I-yy in^4 2.7300000 3.9100000 3. 4100000'3 4100000 3.14100000 3,64100000 3.4100000 3.4100000
rT, X6,Bar, y, LL Spacing 1.9010 1.030 1.030 1.030 1.030 14,030 1.030 lo -030
------ APPLIED LOADS USE LL THIS SPAN? YIN Y Y y y y Y Y Y
UNIFORM& & DL k1f 0.0903 0-n0903 0.0903 0.0903 0,,0903 0.0903 0.0903 0-o0903
LL k1f 0.27 0.27 0.27 0.27 0. 27 0.27
PARTIAL....,.. DL k1f_
LL k1f
X -Left ftl
X -Right ft
TRAP.... DL @ Left k/ft
DL @ Right k/ft
LL @ Left kift
LL @ Right k/ft
X -Left ft
X-Rigit ft'
LEAVITT ASSOCIATES ENGINEERS
Longbranch Station,, Suite 114
16 - 12th Avenue South
Nampa, Idaho 83651
(208) 463-7670
klvNf 0 41 M 1P$*#* L
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X -Dist, ft.:
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MOMENT*.,,... DL ft -k
LL ft -k
X -Dist* ft
------ QUERY VALUES -------
Location ft
Shear ki
Moment ft -k
Deflection in
54'
Title :2 4 X D CANOPY
Scope :OASIS COUNTRY MARKET
Number*565 NORTH, 2 EAST
Misc :REXBURG, IDAHO
Dsncji- REESE LEAVITT Date:08—Mar-95
MULTI—SPAN STEEL BEAM DESIGN
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LEAVITT ASSOCIATES ENGINEERS Title :24' X5,21 FUEL ISLAND CANOPY
Longbranch Stat9 4f
ion, Suite 114 Scope : OASIS COUNTRY MARKET
16 - 12th Avenue South Number:565 NORTH, 2 EAST
Nampa, Idaho 83651 misc :REXBLiRG, IDAHO
(208) 46 3-7670 Dsngr :REESE LEAVITT Date:08mwMar-95
MULTI -SPAN STEEL BEAM DESIGN & ANALYSIS Page q'
------ -----
-----------------------------------------
DESCRIPTION » W8 x 15 INTERIOR PURLIN
» L = 45 PSF, Droof = 12 PSF, Dfascia, = 5 PSF
Span 1 - I --Span 2 -1 --Span 3- 1 --Span 4-1 --Span 5- 1 --Span 6 - --Span 7 - --Span a-
y/n
ALL SPANS SIMPLE SUPPORT ? N
SPAN LENGTH ft 7.5 14.5 19.5 7.5 7.,5 19.5 19.5 7.5
END FIXITY..... Lft 1 1 1 1 1 1
Fi x I Pin , Free = 2,1,0 Rt 1 1 1 1 1 1
AISC SECTION ----------» W8x13 W8x15 W8x15 W8x15 W&15 W8z15 W8X15 W8%15
--- CALCULATED VALUES-----I----------11---------1---------1---------1------------------1---------1---------
Fb - Allowable psis 21,600 15,983 15,983 21,b00 21,600 15,595 18,896 21,600
fb - Actual psi 12,643 11,186 11,186 10, 587 2,889 11,784 10,587 10 , 5 8 7
f V - Actual psi 1,456 1,693 11693 1,346 327 1773 455 1,346
Moment @ Left ft -k -10.4 -11.0 -10.4 ,
-2.8 -6.5 -10.4
"
Right ftsmk- -10.4 -11.0 -10.4 -2.$ -6.5 -10.4
Max. Mom. @ Mid -Span ft -k 5.5 5.o5 11-16
X -Dist ft 9.*62 94.88 9*23
Shears,: Left k 3.30 3.36 2.68 3.15 0,50 2.68
Right k 2.68 3.36 3.30 0.611. 0.65 3.52 0.90 0.11
Reactions: Left: Dead k 1.4 i:3 1,4 1. 4 1.3 1.,4
Live k 4,.6 5-r4 4.6 2.4 2,,7 2.2
Total k 6.0 6.7 6.0 3.8 4.0 3.6
Right2ead k 1.4 1.3 1.4 1.4 1.3 1.4
Live k 4.6 5.4 4.6 z,q 2.a7 29,2
Tota -1 k 6-P-0 6.7 6.0 3.8 4.0 3.6
Max. Deft. @ Hid Span in -0,211 -0.166 -0.166 -0.171 0.559 -0.523 0.333 -0.808
X -Dist ft 9.o620 9.880 7-e500 9o490. 10.400 7.500
---- BEAR DESIGN DATA ---------------1---------I---------I---------1---------I---------I---------�---------�
UNBRACED LENGTH ft 7,5 10 10 7.5 7.5 10 10 7.5
Fyi
ksi 36 36 36 36 36 36 36 36SECTION AREA n^2 3.84 4.49 4.44 4.4A 4.44 9.94 4.44 4,P44
BEAM DEPTH in 7,P99 8.11 8.11 8.11 80,11 8.11 8.11 8.11
BEAM WIDTH in' 4.000 4,,015 4.015 4.015 4-o015 4.6015 4.015 4.015
FLANGE/WALL THICKNESS in 0.,255 0.315 0.315 0.b315 0.315 0.315 0.315 0.315
WEB THICKNESS in 0.230 0.245 0.295 0,,245 0.245 0-a245 0.245 0-e245
I -XX in114 39.599998 48 48 48 48 48 48 48
I-yy in,I 2.7300000 3.4100000 3.4100000 '3.4100000 3.4100000 3.04100000 3.4100000 3.A100000
rT, X:Bar, y, LL Spacing 1.010 1.030 1.030 1,P030 1,6030 1.030 1-o030 1.6030
------ APPLIED LOADS ----------------1---------1---------I---------1---------1-------1---------1---------�
USE LL THIS SPAN? YIN, Y y y p Y Y Y Y
UNIFORM....... DL k1f 0.072 0.072 0.072 0.072 0.072 0.072 0.072 0,,072
LL k1f 0.27 0.27 0.27 0.27 0.27 0-r27
PARTIAL....... DL k1f
LL k1f
X -Left ft
X -Right ft
TRAP.... DL @ Left k/ft'
DL @ Right k/ft
LL @ Left k/ft.
LL @ Right k/ft
X -Left ft
X -Right ftl
LEAVITT ASSOCIATES ENGINEERS
Longbranch Station, Suite 114
16 — 12th. Avenue South
Nampa, Idaho 83651
(208) 463-7670
C� q I
Title :24' X 52' FUEL ISLAND CANOPY
Scope :OASIS COUNTRY MARKET
Number:565 NORTH, 2 EAST
Misc :REXBURG, IDAHO
usngr :REESE LEAVITT Dade :08wmwma-r-qrz
MULTI—SPAN STEEL BEAM DESIGN
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Two -Dimensional static
Version 1. 11 Copyright (C) 1988 is
189 ENERCALC�W
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Pro3ect Title
Prosect
Client
Scope
This 2-fro
5 Nodes
4 Beams
24' X 52' FUEL ISLAND CA
OASIS MARKET
ERR>565 NORTH, 2 EAST
REXBURG IDAHO
consists of
6 Nodal Loads
4 Seam Point Loads
Date 08 -Mar -95
Time 01:17:57 PM
6 Lead Combinations 2 Beam Distributed Loads
3 Member Properties
soms am* REEN SEEM � ONED WOOD ft� MMO GOOD Raw smon, 40M SEEM AlmW �41=1
FASTFRAME is a 2-D finite element programs providing structural
analysis & design solutions. FastFrame transforms LOTUS 1-2-3 into
a full featured structural analysis, design, and graphics system.
Full DISC code checking & selection froma 2,'l00 member database,
structure plotting,- and member analysis & graphics is provided.
FastFrame modeles rigid frames, braced frames. trusses, and any type
of two-dimensional structure. Nodes and Beams are used to define
the frame's geometry and member connectiQns. Nodes and Beams also
have "restraint" and "release" codes which set how the X,
(rotation) degrees of freedom are used . AlsoI It S 11 or IT" n node
restraints specify spring supports and forced displacements,
Loads are applied to the frame by using the Node Load, Beam Point
Load, and beam Distributed Load areas.. You can apply virtually any
types of load., moment, or thermal gradient to the frame. Also,
"direction" codes can madi,fy the alignment of a load.
Each, member has 3 "'property" list
and other values, including RISC
"Tag" members (i.e. a W21x55 can
either assign the tag or actual
which specifies the area, inertia,
chick values. FastFrame let's you
be taIgged "BM1 f1 ) , You can then
section label (W21x55) to a member.
Load Factors and Load Combisnation,s are used to combine types of
loads as required by building codes. The "factor" Capability enables
FastFrame to assign a single multiplier to each load i n a case -or-
each combination at run-time. Gravity loads from frame membe.L. � pan
also be automatically generated,
output is supplied for node displacements, reac�ivns, beam end shear,
axial & moment wads, a�cl AIS unity checks. Full color structure
&
detailed plots for AISG 5tre55 checks are also provided .
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a -b
b -d
C -d
d -e
Default
1
2
3
4
TS10X10X1/4 1 8.000
TS10X10X1/4 2 8.0 0 0
W14x30 3 9.000
W14X30 4 9.000
BEAM STRESS CHECK DATA
Unbraced Lengths
Y -Y (axis) X -x
dkom ( ft ) � � RUM* MMM6
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75
BEAM POINT LOAD DATA
1
1
0
1
1
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1
1
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LABEL (K/Ft Deg F) (ft) (f t) -2 3 4 5
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9
Factors Y -Load
c r -i
Des Ption '7 Increase 2 3 4 5 Xgrav 1 rav Fla
Ci 9
IAV
2 +N
3 :+W
4: D+S+W/2
5,00 D+S/2+W
6: D+EQ
7
900
10
12:
13 0
0
1
1
1
1
1
1
1
1
1
1
1
1
11
1
0.5
1
1
1
0.5
1
M=qb i � i i iii rte” � i i � MEW i 4ftow -� i i m1` f 4P i �Mm "PW � �w i
1
1
1.33
1.
33
1.33
1.
33
1
1
1
1
1
1
11
1
0.5
1
1
1
0.5
1
M=qb i � i i iii rte” � i i � MEW i 4ftow -� i i m1` f 4P i �Mm "PW � �w i
� all", i' " i I MI 4ii �w
UMME MEMO MMI �
MEMP 'EMM IMM � � � it � � � � � � i� �� iii !1�! •i �� � � � � i � � fi � �! �t �i i � 'i `�
NODAL DISPLACEMENTS AND
SPRING/SUPPORT
LABEL 1-judu
����f �i� �l���il�i•'�������1��l�. li��iiii�
i(in rad)
Comb x y Rotation
Reactions
Y
(k # k-
MINit # mom ftw
E
a
a
a
a
C
C
C
C
C
C
1
i
3
4
5
6
1
2
3
4
5
6
1
2
3
4
5
6
1
2
3
4
5
6
00000
o.
ooo
06000
374
00000
3 4
010000
2 0 9
0:6
000
00000
0.v444
oo
0.209
374
0.104
3 4
0.
2 0 9
0.0109
350
00000
1.776
oo
0.669
374
0.3
3 4
0.669
0 0
0-s350
350
00000
1.776
oo
0.668
374
0.334
000
0.665
0 0
0.
350
010000
1.776
oo
0.668
374
0.334
000
0.668
0 0
01.350
397
-o.000
-o.000
oo
-o.000
374
-o.
000
-o.000
0 0
-o.000
397
-0.006
-0.004
oo
-0.002
374
-0.006
0027
-0.004
0 0
-0.002
397
-0*277
1.892
0.462
-1E-28
-4E-13
-2E-13
-1E-13
-2E-13
-1E-13
-3E-18
-0.0092
-0.0039
-0.0019
-0.0039
-0.0020
0.00356
-0.0171
-0.0039
0.005
0.00095
oo
0.
374
-0.
0027
0.194
0 0
-0.0014
397
-0.012 -7E-I8
-0.008 -0.0184
-0.004
-0.012
oo
-0.008
oo
-0
. 004
-o.z77
-2.271
oo
-4.665
oo
-0.559
0 0
-0.753
0 0
-0.
397
-0.0052
-0.0026
oo
-0.0052
oo
-0.0027
0 0
-0.0035
-0.0220
oo
-0.0065
oo
-0.0061
0 0
-0.0076
0 0
-0.0040
0 0
-o.00
-o.00
oo
-1.24
oo
-0.62
0 0
-1.24
0 0
-0.65
0 0
0000
0000
oo
OM00
oo
0 *
0 0
0000
0 0
0 *
0 0
0000
0000
oo
0.000
oo
0000
0 0
0000
0 0
0000
oo
o.00
0000
oo
0000
oo
0000
0 0
0180110
0 0
01200
oo
0*00
0*00
oo
o.
oo
0000
0 0
0600
0 0
o.
oo
18.02
12-o16
oo
6.02
0 0
17.88
0 0
11.88
0 0
6.30
0 00
0000
o.
oo
0600
0 0
0000
0 0
0000
0 0
0 a
00
0000
0000
16
0000
0 0
0.0
0 0
0900
0 0
0000
0 00
o.00
o.00
16
0000
oo
0.0
0 0
0.00
0 0
0.0
0 00
0.00
0.00
16
0.00
oo
0.0
0
0.00
00
0.0
0
0000
35.
16
19.84
oo
9.92
191.84
00
10.40
0.600
o.00
o.00
oo
0600
0000
00
o.00
04,00
o.00
o.00
oo
0000
0000
00
0000
04600
0600
o.
oo
0000
0000
00
OM00
0.00
0.00
0.00
0.00
0.
00
0.00
-------------------------BEAM END FORCES
-Icj
------------------------------------------
BEAM LoadI Node End ....... ...... J Node End.
LABEL Comb. ..Axial Shear Moment Axial Shear Moment
(K) (K) (K -f t) 1"MIL44"Opp dww-- (K) (K) ---Ww (K -f t)--
1 1 18.020 0.000 0.000 -18.020 -0.000 -0.000
1 2 12. 160 0.0000 35-s160 -12.160 -0.000 -35.160
1 3 6.022 1.240 19.840 -6.300 -1.240 -9.920
1 4 17-9881 0-e620 9 . 920 -18.020 -0.620 -4.960
1 5 1I.882 1.240 19c840 -12.160 -1. 240 -9.920
1 6 6-e300 0.650 10.400 -6.300 -0.650 -5.200
2
2
2
2
2
2
3
3
3
3
3
3
4
0
1
2
3
4
5
6
1
2
3
4
5
6
1
2
3
4
5
6
18.020
000
12.160
6.300
000
18.020
620
12-o160
4 0
6.300
5 0
-o.000
000
00000
1.240
000
0.
620
1.240
4 0
0.6650
5 0
-0.000-
00000
0,8000
000
0.0000
o.
000
o.
000
00000
000
00000
1.240
920
0.620
960
1.2
4 0
0.6
5 0
-1.750
000
-1.750
-4.680
920
-3.215
960
-1.750
920
9.010
000
90010,
3.150
920
9.010
960
6.080
920
3.9150
0.
000
35s,160
9.
920
4.
960
9.
920
5.200
00000
00000
o.
ooa
00000
110
-o.000
55.110
55-6110
19.950
55.
110
37.o530
19-6950
-18.020
-0.000
-0.000
-12.160
-0.000
-35.160
-6.300
. 240
-1.240
0.000
-18.020
620
-0.620
0 10
0.000
-12.160
-1.240
0.000
-6.300
-0.650
0.000
0.000
9.010
-55.110
0.000
3.150
-19.950
-1
. 240
3.150
-19.950
-0.
620
9.
0 10
-55.110
-1.240
6.080
-37.530
-0.650
3.150
-19.950
0.000
-4.680
-0.000
0.000
-4.680
-0.000
0.000
-1.750
0.000
-0 .
000
-4.680
-0.000
O.000
-3.215
-0.000
0.000
-1.750
-0.000
AISC UNITY CHECK RESULTS
.102 ello)
BEAM � Load I Overall I 'I' Center Points=Me =me .w fit
Y
LABEL Comb. Maximum Node 1/4 1/2 3/4 Node
-------------------------------------------------------
1 i 1 0.083 0.083 0.083 0.083 0.083 0.083
1 � 2 0.551 On -551 0.551 0. 551 0.551 0.551
1 3 0.231 0.231 0.205 0.6179 0.153 p,7,27
1 4 0.167 0.167 0.154 0. 14 1 0.128 0.116
1 5 0.251 0.251 0.225 0,6199 0.173 0.9147
1 6 0.132 0. 13 2 0.118 0.108 0.0098 0.083
2 1 0.083 0.083 0.0 8 3 0.083 0.083 0.083
2 2 0.55i 0.551 0.551 0.551 0.551 0.5 5 1
2 3 0.127 0.127 0.106 0.9080 0.051 0.0 2 2
2 4 0. 116 0.16 0. 10 6 0.092 0.077 0.063
2 5 0.147 0.147 0.121 0.0100 0.071 0.042
2 6 0 . 083 0.0083 0.067 0.052 0.037 0.022
3 1 0.662 0. 0 0 0 0. 126 0.253 0.418 0,662
3 2 0.240 0.9000 0.047 0.095 0.154 0.240
3 3 0.186 0.006 0.041 0.077 0.122 0.186
3 4 0.501 0.003 0.098 0.193 0.317 0.501
3 5 0.345 0.006 0.071 0.136 0.9221 0.3 4 5
3 6 0.183 0. 0 0 3 0.039 0.074 0.119 0.183
4 1 0.662 0,6662 0.418 0.253 0.126 0.000
4 2 0.662 0-m-662 0.418 0. 2 5 3 0*126 0. 0 0 0
4 3 Ow180 0. 18 0 0.9116 0.071 0.036 00-000
4 4 0.498 0.498 0.315 .0.190 0.095 0.000
4 5 0.339 0.339 0.215 0.131 0.065 0.0000
4 6 0. 18 0 0.180 0.116 0.071 0.036 0.000
e
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r
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m
LEAVITTASSOCIATES ENGINEERS PROJECT,* 24' X 52' FUEL IS -LAND CBOPY
LONGBRANCH STATION, SUITE 114
16 TWELFTH AVENUE SOUTE OASIS COUNTRY Ll
NAMPA IDAHO 8365' 565 NORTH/ 2 EAST
(208)'463-7670 1REXBURG, IDAHO
DESIGNER:J, Reese Leavitt, #,*. DATE* 03-07-95
�����������������•����������Eiai�n�s��rr����ii��i�����rw���Y��h'PilE����������all����#1.i��!l6��#i���iii�:���—��'EifY
EMBEDDED POLE FOUNDATION PAGE
° 'l iFii ii f iii imwqm mw��dmri WEqw� m ��� +di �i i �i mm's mm M ftft��
LOW. PASSIVE.
PRESSURE(PCF)
on
f
a
c
P-
C
cc
!ice
w
0
z
J�J
i
f
b I
MAX LL_ ALLOW* PASSIVE AL
PRESSURE. AT BASE
ACTUAL PRESSURE
DISTRIBUTION
APPLIED
POINT LOAD
R U O SURFACE
RESTRAINT
NO SURFACE
FIE TRT
- iy I
°y
'OLE 113T /
DIAMETER
M-1— r' I 1 i r Ir—I x
LEAVITT ASSOCIATES ENGINEERS PROJECT: 24' X 52' FUEL ISLAND CANOPY
LONGBRANCH STATION, SUITE 114 OASIS COUNTRY IVMET
16 TWELFTH AVENUE SOUTH
NAMPA, IDAHO 83651
�208) 463-7670 DESIGNEks.J. Reese ' IP * * o DATE*, 03-07-9
FhBEDDED POLE FOUNDATION PME 2�3
iA&4mrimw�COIN
i�i$$$�,iii
C3y Z
T
Zino
y
i
1, 1000
1,500,
goo
800-
70o-
900-
WO
o900-
800
500-
600-
400
5
m
i's 34500
00
X50
-6-
I Poo
1.6 AV �
0i IN stress 51
1utlea i rired L
To uA oxwt known volues by straight frogs
requifed dept h of
embeds d post
C
Diagr= of dimonsions
Wd lowkvg ONWti
Solution tor coefficient
hien#
of post Stability
P bID
9 2.370+.4
2
Lo. r,
� 3D +2.64;
maximmaximWn Sim in wst
P(H+0. D
f 51 Embednrwnt of poles, based on n F motion at ground -surface. ( une Outer AAdwrtising Association of Anwrica, Inc., New Por*, N.
lu
Cr
CL
db
E
CU
ta
'z
lHLn
+�
1
4¢50
i's 34500
00
X50
-6-
I Poo
1.6 AV �
0i IN stress 51
1utlea i rired L
To uA oxwt known volues by straight frogs
requifed dept h of
embeds d post
C
Diagr= of dimonsions
Wd lowkvg ONWti
Solution tor coefficient
hien#
of post Stability
P bID
9 2.370+.4
2
Lo. r,
� 3D +2.64;
maximmaximWn Sim in wst
P(H+0. D
f 51 Embednrwnt of poles, based on n F motion at ground -surface. ( une Outer AAdwrtising Association of Anwrica, Inc., New Por*, N.
db
E
CU
ta
'z
lHLn
+�
i's 34500
00
X50
-6-
I Poo
1.6 AV �
0i IN stress 51
1utlea i rired L
To uA oxwt known volues by straight frogs
requifed dept h of
embeds d post
C
Diagr= of dimonsions
Wd lowkvg ONWti
Solution tor coefficient
hien#
of post Stability
P bID
9 2.370+.4
2
Lo. r,
� 3D +2.64;
maximmaximWn Sim in wst
P(H+0. D
f 51 Embednrwnt of poles, based on n F motion at ground -surface. ( une Outer AAdwrtising Association of Anwrica, Inc., New Por*, N.
LEAVITT ASSOCIATES ENGINEERS
Longbranch Station, Suite 114
16 - 12th Avenue South
Nampa, IdaY10 83651
"MEW I
Title : 24 X 52' FUEL ISLAND CANOPY
Scope : OASIS COUNTRY MARKET
Numbero.565 NORTH, 2 EAST
Misc :REXBURG. IDAHO
(208) 463- F
Dsnil. :REESE LEAVITT
=M MEW
DESIGN OF EMBEDDED POLE FOOTINGS Paqe
i �* � i i �� �� i �� i i '�� i �! 1� �� � i i � i i i � i iM i i �I. i i i � i i •� �� i � •�� �i � � i i' i �! *� i �� i i � ! ! ! � i � i
DESCRIPTION
ALLOW PASSIVE psf
MAX PASSIVE psf
LOAD DURATION FACTOR
POINT LOAD
LOAD Ht.
DIST. LOAD
START HT.
END HT.
WIDTH/DIAMETER
CIRCULAR ?
RESTRAINED ?
------ SUMMARY
lbs
ft
#/f t
ft
ft
y/n
Moments L Surface:
Point Load f t-#
Uniform Load f t Ah -W #
... Total Moment f t.#
Total Lateral Load #
--- NON -RESTRAINED ----
Min. Reqld Embedment
A(1+(1+4*36h /A)^.5)/2
A=2.34P/(S 1 b) ft
Press @
Actual
Allows
1/3 Embed. :
psf
ble psf
----- RESTRAINED ------
Min. Req I d Embedment
(4. 25 P h/S3 b) ^.5 ft
Pressure @ Bottom
Actual psf
Allowable psi
Surface Restraint
Force lbs
601'X6011X51-01f DEEP FOUNDATION, SOIL BGR*=1.517PSF
L=29.16 KIPS, D=8.77 KIPS, Mot=87w48 FT -K (SNOW)
L5U
1,500
1. 33
5.468
16.900
Qq,
250 250
1,500 11500
1. 33 1-s33
1,723 815
16 16-083
17
15. 0 0
1. 33
60 60
N N N N
1.933
87,480
87, 480
51468
29, 004
1,957
3 0, 9 6 1
1,984
13,716
13 , 716
815
MOW "Im � � RESULTS
� i � �� i � i• ! � i i � �i �� �F i�Wr �! i
5.41
3. 83
2.92
i, a 0 11273 971
11800 1,273 971
23,252 1018.83 51986
FEED ,L. ASHTON
I -
c'anauItirtg engirsaera
and ASSOCIATES, INC.
structural enginaerirtg
$67 W, FOOTHILL eLVG. + CLAREMUNTs C/i6 01711 is 47141 4114•4602
0
SUBJECTA /smw/ �/x �'�4 •�I �' L 9 Jfle NlQ"b=m=%7
PQR=� /P=ml* 7=mw OA IWA4/
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SHEET MATM�-
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MATERI= FINISHES 3 �
Alcan Building Products �li BRAN PRIX B12 — 72" Wt
oe
P.o" soR°id � ar°dTo m"E.0 eo" "i."U a °Iq,, " .026" 81UIl1}qum alloy 30Q5 -H280 cr ec&
A'�^N'•or.036"aluminum allcy$%004 sHWIIIIIIIIII'T eq I
or 24 gauge hot dipped galvan"Ized stf
G•90, ASTM AaA6,, Grade C, 40 KS1 yip
point, with baked,�Dn smooth aCrYlic fin.
on both sides; 22 gaugo" -hot dipped g
vant d steel available In Polar White or
IN
GRAN
Bects i
PRIX PANEL
on properties
SECT:ON
MODULUS
FOR
SNOW LOAD.
SEC T ION
MODULUS
FOR
UP LIFT .
12" Nominal
PRIX PANEL
Steel
§RMAY61
MA
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Y T74Q
Neutral Axis
X sot*= .. 760
3F. -AT by: DALE �S SERVICE, INC.
irp
11
3"18PM ; H06SON ELEVATOR, INC -
17004639040-144lv7# 1/ 2
Overl�
o0AWlill
p --
Road. Boise. Idaho 83705' (208) 344"i8finow
Fax (208) 344-,8649-
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