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Home My WebLink AboutSTRUCTURAL CALCS - 94-00025 - Bowen Oil - CanopyGas Pump AdditionStructural calculations for 38 FTX52 FT FUELIS ND CANOPY ONE STOP INC. Re xjA—trg�Tdaho M J. Reese Leavitt, P.E./S.E., LEAVITT ASSOCIATES ENGINEERS Longbranch Station, Suite 114 16 Twelfth Avenue South Nampa, Idaho 83651 (2 08) 4 63-767 0 (208) 890-2044 DESIGN CRITERIA: CODE LOCATION T++TIND LOAD SEISMIC ZONE SNOW LOAD LIVE LOAD DEAD LOAD Roof Facia LIST OF CALCULATIONS - 1991 Uniform Building Code - Rexburg, Idaho - 8 0 MPH, Exposure C - 3 4 5 PSF - 2 0 PSF - 12 PSF - 5 PSF wa IpAap PLAN & ELEVATION DETAILS. , **%a* WIND LOAD * * o . e . +� SEISMIC- LOAD 0 0 0 0 a # a 6 3 SNOW LOAD SINGLE BEAM ANALYSIS CENTER 'LII .qk07 ..*#. INTERIOR. PURLIN *a * a 0 0 0 0 a 10 ��#� EX'T'ERIOR PURLIN * a 0 0 a 0 0 a 0 4, a 0 0 a 0 0 & 0 0 0 13 FRAME 0 a 9 0 * 0 a o a a 06 6 0 a 0 9 * 0 * @ & 0 w * * a a a 0 0 0 16 POLE EMBEDDED I EARTH FOUNDATION DESIGN a M a 0 0 a 0 0 0 a a a 0 0 0 0 a 0 0 a 0 0 0 a & a 0 30 GRAN PRIX PANEL DESIGN DATA. GRAN PRIX PANEL SECTION _ PROPERTIES 0 a M& a## LEAVITT ASS X IATES ENGINEERS PROJECT: 381 x 52' FUEL ISLAND CANOPY Longbranch Station Su*te 114 ONE STOP INC. 16 12th Avenue S' I Nan 1daho 8365 outh REXBURG, TDAHo (20-)- 463-7670 D SIGNER Ife J. Reese LeavittP10-03-94 m DATE: � ��r�i ��i•� ��!'E In iii iiiii�,i l +l ihilMl�f i'i'i !�!' PLAN ELEVATION DRAWING- �lii�lfi��li i�ii�i�iiii ii'�i��i••IEii'ii��lFi DRWG ioll 52' O qp1p I pw Lp 011111IRZI Ill � 33' L4 cn WI P. � � w Vj 4 Q, x zz 2Lf 6Af STEEL o � "' I �� `i CrR�4 �.1 x i x 22 x � m� PR Ix i rJ E(_ � � I L � �� Q � �lf �� co PAl � vq ► xLp z? i fn X NX, m`^ �i - Wi. y- -, x Z2 .j .v BRACE Top ,cLAnl6E oF W/� x 3(H/� 0 (a) /3x3x`/S� @ �`-4 C.C. M�IY, m M A; (1 11 r 0 ' u°i I I ToP OF N Fou"o'qno'l x 15 812 X1 Cie 4 � I {3y A zA1266. �I � SAAB III f Q Q ZiEp F-, L EVA77OrJ SNOW q 5 PSF fj E AD = 1 2'Ps r--- W 1 N b: 7 0 M PN , E)(P-o C S61-5mic zookis: 3 . I LEAVITT ASSOCIATES ENGINEERS Longbranch Station, Suite 114 16 - 12th Avenue South Nama, Idaho 8365 (20P) 463-7670 PROJECT: 38' x 52' FUEL ONE STOP INC. R EXB URG I IDAHO ISLAND CANOPY DESIGNER'.T_ RPCSP ioa";++ CONNECTION DETAILS DRWG i J NURC.iN rooms Al To Bc<Jr1 COIJAIF�onJ COL LJ"�j To BEAM 0 nJN6c7 )OAJ LEnvITT ASSOCIATES ENGINEERS Lon-Oranch Station, Suite 114 16 - 12th Avenue South Nampa, Idaho 83651 (20$) 4,63-7670 PROJECT: 38' x 52` FUEL ISLAND CANOPY ONE STOP INC. REXBURG, IDAflO DESIGNER: J. Reese Leavitt, P.E./S.E DATE: 10-03-94 WIRD LOAD CALCULATION WIND 80 MPH EXPOSURE C 1991 UBC, PART II, SECT., 2311 PAGE 1 ce x cq x qs x I ce 1. PRIMARY FRAMES (METHOD 1) (METHOD 2) Cq = 2. ELEMENTS AND COMP. (WALL ELEMENTS) Cq = ROOF ELEMENTS NCI,OSED AND ENCLOSED STRUCTURES) (ROOF ELEMENTS) (OPEN STRUCTURES} 3s, ELEMENTS AND COMP.. (AREAS OF DISCONTINUITIES cq, = 4. CHItRrEYS, TANKS AND SOLID TOWERS 5. OPEN FRAME TOWERS cq = 6. TOWER ACCESSORIES (LADDERS, CONDUIT) 7. SIGNS, FLAGPOLES, LIGHTPOLES MINOR STRUCTURES qS = I.06 0 - 15 $EIGHT AB0VE GROUND 1.13 - 20 HEIGHT ABOVE GROUND 10,19 - 25 HEIGHT ABOVE GROUND 1.23 - 30 HEIGHT ABOVE GROUND 1.31 - 40 HEIGHT ABOVE GROUND 1.43 - 60 HEIGHT ABOVE GROUND 1.53 - 80 HEIGHT ABOVE GROUND 1.61 -100 &EIGHT ABOVE GROUND 1.67 -120 HEIGHT ABOVE GROUND 1.79 -160 HEIGHT AWVEQ0UND 0,08 INWARD WINDWARD WALL 0.5 OUTWARD LEEWARD WALL 0.7 OUTWARD LEEWARD ROOF OR FLAT ROOF 0.7 OUTWARD WINDWARD ROOF - SLOPE < 2:12 0.9 OUTWARD WINDWARD ROOF - SLOPE 2:12 TO < 9:12 0.3 INWARD WINDWARD ROOF - SLOPE 2:12 TO < 9:12 0.4 INWARD WINDWBRD ROOF - SLOPE 9:12 TO 12:12 0.7 INWARD WINDWARD ROOF - SLOPE > 12:12 1.3 HORI2. STRUCTURES 40 FEET OR LESS IN HEIGHT 1.4 HORIZ. STRUCTURES OVER 40 FEET IN HEIGHT 0.7 UPWARD HORIZONTAL PROJECTED AREAS 1.2 INWARD ALL STRUCTURES 1.2 OUTWM ENCLOSED AND UNENCLOSED STRUCTURES 1.16 OUTWARD OPEN STRUCTURES 1.3 IN/OUT PARAPETS 1.3 OUTWARD SLOPE < 7:12 1.3 IN/OUP SLOPE 7:12 TO 12:12 1.7 OUTWARD SLOPE < 2:12 1.6 OUTWARD SLOPE 21@01i TO 7:12 0-b8 INWARD SLOPE 2:12 TO 7:12 1-o7 IN/WT SLOPE > 7:12 TO 12&612 1.5 1.2 2.3 2.6 1.6 2.8 1-s4 1.1 0. 8 OUTWARD INWARD UPWARD OUTWARD OUTWARD UPWARD EQ. (16-I), P. 154 TABLE 23-G, P. 1$I TABLE 23-H, P. 182 WALL CORNERS WALL CORNERS ROOF EAVES, RAKES OR RIDGES WITHOUT OVERHANGS: SLOPE < 2;12 ROOF EAVES, RAKES OR RIDGES WITHOUT OVERHANGS: SLOPE 2:12 TO 7:12 ROOF EAVES RAKES OR RIDGES WITHOUT OVERHANGS: SLOPE >7:12 TO 12:12 OVERHANGS AT ROOF EAVES, RAKES OR RIDGES AND CANOPIES: SLOPE < 2:12 ANY SQUARE OR RECTANGULAR DIRECTION HEXAGONAL OR OCTAGONAL ROUND OR ELLIPTICAL i.a ANY DIRECTION 16-a4 I = 1.0 SQUARE AND RECTANGULAR - DIAGONAL (HULTIPLY FACTOR BY 2/3 S UARE AND RECTANGULAR - NORMAL FOR CYLINDRICAL T IANGOLAR HEIFERS CYLINDRICAL MEMBERS < 2 INCH DIAMETER CYLINDRICAL HEMBERS > 2 INCH DIAMETER FLAT OR ANGULAR MEMBERS TABLE 23-F, P. 281 LEAVITT ASSOCIATES ENGINEERS PROJECT.,p 38' x 521 FUEL ISLMD CANOPY Longbranch Station, Suite 114 ONE STOP INC. 1 - 12th Avenue South REXBURG, !DAHO Nay a, Idaho (20 463-7670 DESIGNER:J, Reese Leavitt, P.E./S.E. DATE* 1--4 SE ISHIC LOAD 2330 PAGE 3 iiiii-i IIII SECT, SEISMIC ZONE4.0 STRUCTURE HEIGHT: H DEAD LOAD: W Im Rw 1.255 T. (2/3) S z: 3 FIGURE NO, 23-w2 SEISHIC ZONE MAP OF THE UNITED STATES P. 144 14.50 FEET (FOR AREAS OUTSIM OF THE UNITED 27.31 KIPS STATES SEE APPENDIX CHAPTER 23.) [(38lx52/)xl2PSF+2x(381+52f)x4lx5PSFI 0.34 1. 00 6.00 ORDINARY HOMENT—RESISTING FRAME (OMRF)- 1.50 STRUCTURE PERIOD — METHOD A EQ. (34-1), DESIGN BASE SHEAR — STATIC FORCE PROCEDURE , P. 162 TABLE 23-I SEISHIC ZONE FACTOR, P. 184 TABLE 23—L OCCUPANCY REQUPIMS, P. 186 TABLE 23-0 STRUCTURAL SYSTEMS, P. 188 EQ. (34-2), P. 162 TABLE 23—J SITE COEFFICIENTS, P. 184 SECT* 2334,(b)2,A, T = Ct(ff)A(3/4� EQ. (34-3), P. 162 ct = 0.035 Ct = 0.035 FOR STEEL MOtdENT—RESISTING FRAMES Ct = 0.030 REINFORCED CONCRETE MOMENT -RESISTING FRAMES & ECCENTRICALLY BRACED FR91ES Ct = 0.020 FOR ALL OTHER BUILDINGS T = 0.26 T < 0.7 EQ. (34-3), P. 162 C = 4.60 C > 2.75 MAX EQ. (39-2), P, 162 C/Rw = 0.458 C/Rw > .075 MIN SECT. 2334o(b)lo V = L3.76 BASE SHEAR EQ. (34-1), P. 162 Ft = OoO7TV = 0,100 EQ. (34-7), p. 164 .25V = 0.94 Ft = 0.00 EQ. (34-7), P. 164 m am imw�mi�i ! M i iii��!'i +�f �i �'� �iiw'm =MM No 60 mM,Eii r dlmiwpa& a& �# ® i ELEMENTSLATERAL FORCE ON F STRUCTURES AND NONSTRUCKUL SECTo 2336 COMPONENTS SUPPORTED BY STRUCTURESr- FA = ZICpWp EQ. (36-1) ELEMENT Z I TABc w LE 23P P F PF ROOF 0430 1.00 0.75 12 2.70 NAME OF ELEMENT 0630 ituo 0 0 0000 NAME OF ELEMENT 0.30 1.00 o 0 0.00 �i��7lf i��li il��Ei��Fii i•i ��iW��E iii�#�l iis�#ai .i•��!!��l��#Ulrr ii�i�is�i a or REESE L ENGIFEERING # PROJECT: 381 52' FUEL I CANOPY Longbranch Station,fONE STOP INC. 16 12th Aven e South REXBURG, IDAHO Napp, Idaho 8365 (208) 463-7670 DESIGNER40j. Reese Leavitt, P,E.,/S-,E,, DATE: 10-03-94 i#•ili � ��-� i•�i l ��"mi i mr -i i i i Alii E"a iiii _..•�i• SNOW LOAD CALCULATION 1991 UK, APPENDo CHAPTER 23, DIV* I 'AGE ��ii �i•i•�i i•i �� ' 4 LOCATION,: REXBURG, IDAHO #fii ilii �w##opm#i#��mw i'4 #Fftr BASIC GROUND SNOW LOAD, pq = 45.00 PSF FIG. ift5wk 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 BUILDING OFFICIAL ROOF SNOW LOADS: SEC. 2343, P. 858 Pf = CexI*Pg WITHOUT3lADJ1, GSTMENTaFOR ROSOLOPENON DLOAD DITION Ce = 04,70 TABLE A"23,wS SNOW EXPOSURE COEFF., P. 863 TABLE A -23-T VALUES FOR OCCUPANCY IMPORTANCE FACTOR, P. 863 Pf = ROOF SLOPE: a = ROOF SURFACE CONDITION: (a-45) Cs = 1 - ��wmmmjw = 25 31.50 PSF EQ. (43-1A), P. 858 (20 PSF tdINIMOM) 0.00 DEGREES 1.00 ( 0 - UNOBSTRUCTED SLIPPERY / 1 - OTHER j EQ.(43-2A), P. 858 Pf HAY BE MULTIPLIED BY Cs FOR UNO$STRUCTED SLIPPERY SURFACES W/ a>30 FOR ROOF SNOW LOADS IN EXCESS OF 20 PSF EQ. (43-2B) p, 858 Pf MAY BE MULTIPLIED BY 1.00 Cs F R ALL ATHER SURFACE CONDITIONS W/ a>45 FOR ROOF SNOW LOADS IN EXCESS OF 20 PSF -20Cs a-20 iilS Pf 40 Cs i 1000. Pf i Rs = ---- - --- = 0.29 PSF/DEG 40 2 Cs = 1-(Rs(a-20)/Pf = CS = ADJUSTED ROOF SNOW LOAD: Pf = CS*Pf = UNBALANCED SNOW LOADS, GABLE ROOFS*, SINGLE -GABLE ROOFS: .SPf = i.OPf = 1.25Pf = MULTIPLE -ABLE ROOFS: W/ PARALLEL RIDGE LINE .5Pf = 3. OPf = 1.18 31. 50 PSF EQ. (43-2E), P. 859 Pf MAY BE 14pLTIPLIED BY Cs W/ a>20 WHERE GROUND SNOW LOAD IS GREATER THAN 100 PSF SECT. 2305(d), P. 150 IN ONS UCTION (a) -(d) SEC. 2344, P. 859 SEC.9 15.75 PSF 112:1234ROOF4.(a1S�LOPEP.853:12 31.50 PSF 1/2:12 <$ppF SLOPE <3:12 39.37 PSF 3: 12 < ROOF SLOPE 15. 75 PSF 94.50 PSF W, NONPARALLEL RIDGE LINES - Cv = 1.60 Cv*Pf = 50,40 PSF SEC. 2344.(b), P. 859 oN or�� s�aF� ON OPPOSITE LoE ON ONE SLOPE ONLY SLOPES > 2:12 @ RIDGE LINE - LOAD VARIES UNIFORMLY TO VALLEY @ VALLEY SLOPES > 3:12 & PG > 70 PSF FIG. A-13 VALLEY COEFFICIENT, CV, P. 870 DISTRIBUTE LOAD AS SHOWN IN FIG. A-14, P. 871 & FIG. A-15, P. 872 Jo REESE LEAVITT ENGINEERING PROJECT: 38l x 52' FUEL ISLAND cANOpy Longbranch Station,1 s Ute 114 16 - 12th Aveme South REXBURG, IDAHO Nam a, Idaho 8365 (20 463 L E I- M w Reese Leavitt, DATE:10-03-94 ��iik'��ilii•!l`f'i ili ��i'��i'ili i�!li+��R$!ili��i i�..l�!�'�i.!'��-1 if �'� SNOW LOAD CALCULATION 1 UBC, APPEND* CHAPTER DIV o I PAGE 5 Ali il��+ilfi ��!l��lf'�ili�i�i 06 1991 W"Mii��°�"�•�lii��•iM Oft •Mhm��'don �it �•l �I+�i i•��i SPECIAL EAVE REQUIREMENTS: SEC. 2396, P. 860 1,OPf = 31,50 PSF UNIFORHILY DISTRIBUTED TO EAVE OVERHANG SEE FIG. 1-12 OVERHANG LOADS DRIFT LOADS ON LOWER ROOFS, DECKS AND ROOF PR0.TECTIONS: DRIFT LOADS FOR LOWER ROOFS: Wb = 50.00 FEET hr = 1. 25 FEET hd = s 431" ) l 1 [ -Ll i� ^1 i1* hd = D = .l + 14.0 = hb = Pf /D = Wd = 4 *hd = OR Wd = 4 (hr-hb) = wa = 2. 81 FEET 19.85 PCF 1. 59 FEET 11.26 FEET -1. 35 FEET -1. 35 FEET SEC. 2347, P. 860 SEC. 2347.(b), P. 860 HORIZONTAL, DIIdENSION OF UPPER ROOF 50 FEET < Wb < 500 FEET DIFFERENCE IN HEIGHT BETWEEN UPPER AND LOWER ROOF OR DECK EQ. (47-1) MAXIMUM H-fGHT P. 860 OR FIG. A-111 P. 869 OR = 3 PCF) *** CONSiD OF DRIFT SURCHARGE EQ. (47-2 < 0.2 , P, 861 DENSITY OF SNOW (< OR = 3 PCF) HEIGHT OF BALANCED SNOW LOAD ON LOWER ROOF OR DECK WIDTH OF DRIFm, BASE OF TRIANGULAR DRIFT LOAD SMALLER VALUE IF Wd EXCEEDS THE WIDTH 0F TAE LOWER ROOF THE DRIFT SHALL BE TRUNCATED AT THE FAR EDGE 6F THE ROOF , NOT REDUCED TO ZERO. -hb) ' -- hLOADS -0.21 < 0.2 EQ -a ( 4 **�DRFT DON'T NEED TO BE COASIDERED *** CONSiD Pin =D(hd+hb) = 24.81 PSF 87.36 PSF Pm = D*hr ROOF OF AN ADJACENT LOWER STRUCTURE: (20-S) hd 20 Pm = D (hd + hb) = SLIDING SNOW; 0. 00 FEET 2.81 87.36 PSF Pm = D*hr 3.94 7-3 P. 861 DRIFT LOADS NEED ONLY BE ERE WHEN (hr-hb) /hb > 0. 2 EQ. (47-4) P. 8b1 MAXIMUM SNOW INTENSITY (< Ok = DAr) SEC. 2397.(c), P. 861 HORIZONTAL SEPARATION BETWEEN ADJACENT STRUCTURES (56E FIG. A-7, P. 867) EQ&�47-4) P. 861 M.A%I�fUM SNOW INTENSITY (< 0 = DAr) SEC. 2347o (D) I P. 861 UPPER ROOF SLOPE > 2:12 Pm = D(hd + }b) = 109.70 PSF EQ. (47-4� P, 861 MAXIMMi SNOW INTENSITY Pm = D*hr (< OR = Dx�r) LEAVITT ASSXIATES ENGINEERS PROJECT: 381 x 521 FUEL ISLAND CANOpy Longbranch station, Suite i 1 - 12th avenue South 0 1 c Nam a Idaho 8365 REXBURG, IDAHO (209)'4,63-7670 1 RsT S G1 -T i T PvEo/S.E. D10-03-94 ��iii�iiFif ��,E��i i-��li'�l i�i�i�rFE �'ilf ��;�� PAGE SINGLE SPAN BEAM ANALYSIS MW i• i mow F MW �� MM i FFFFY a %F 2%sis— LENGTH LEFT GATT_ SPAN .�-�- x-ter APPLIED MOMENT ZA ODM SPAN Single Span Beam Analysis 11 x LENGTH AXWT CANT. SPAN ii 4K 0 MA N 0 MA 0- z z 5 IL 0 y 2 O H Q Q 0 J LU F z CL I IM LLIx y Luk U I LU X LEAVITT ASSOCIATES ENGINEERS Title :38' X 52' FUEL ISLAND CANOPY Longbranch Station, Suite 114 Scope :ONE STOP INC. 16 - 12th Avenue South Number REXBURG IDAHO Nampa, Idaho 8 3 6 51 Misc (208) 463-7670 Dsngr :REESE LEAVITT Dateo.03-Oct-94 wait 0� ft=* mom -------------- "WW - ab. -------- ---------- - --- SINGLE SPAN BEAM ANALYSIS Page ------ -------------- DESCRIPTION ------------------------------------ » W14 X 22 CENTER PURLIN »L = 45 PSF ll = 1 ? PCF cDar+Trr� ---------- SPAN LENGTHS ----- CENTER SPAN LEFT CANTILEVER RIGHT CANTILEVER =33.333 0.17 k X ft =9.3333 0. 17 k X ft =9.3333 k X ft GENERAL DATA m 1 iftw ;MEN 7i i FIXITYCODE < < 1=Pin/P0-i, =Flx Fix =Fix 4=Pin/Fix, 5=Fix/Free I: INERTIA 199 in A 4 4is 41� � •_ � i� APPLIED i OADS All distances refer to left support, use for left cantilever - * �UNIFORM CENTER TRAPEZOIDAL#1 Oe3825 2 i 0 # 102, k1 #3 k1f #4 k1f CANT.: LEFT #1 = 0.,3825 #2 = 0. 10 2 #3 = #4 = RIGHT 0.3825 0.102 •.••.•• � r nivni z.-LhI'�'1' X-K1CiH'I` #1 = k1f ft #2 = k1f ft #3 = k1f ft #4 = k1f ft #5 = k1f ft #6 = k1f ft #7 = k1f ft #8 = k1f ft awesome CONCENTRATED IfI = 0.17 k X =-9.333 ft # #2 = 0. 17 k X =42.666 ft #3 = k X = ft #4 = k X = ft #5 = k X = f t. #6 = k X = ft #7 = k X = f t 0 a so IV a . * &* a # f 0 ! 0 a .. a 0 * 0 0 a.& 0 a $ = k X = ft 9 = k X = ft 10 = k X= ft 11 = k X = ft 12 = k X = f t 13 = k X = ft 14 = k X = ft 0 # 0 . * f 0 . 0 . # # . 0 . W 0 0 & .0 * a . MOMENTS f # # a 0 * 0 6 i & i # • #1 f t -k @ ft # 5 2 f t -k @ ft #6 ft k ft #3 f t -k @ ft #7 f t -k ft #4 f t -k @ ft _U r% f t SUMMARY f t�k ft MAX. Span Moment = 44.602 ft -k •... @ Location = 16.666 Support Support f t MIN. Span Moment = -22.68 Left Right ------------------------ ft -k .-.. @ Location = k k ft @ Left Support = -22.68 - -- - - - - - --- f t -k @ Right Support = -22.68 f t -k MAXIMUM DEFLECTIONS (Pos. = 16.666 _ -9.333 = 42,s666 Center Span, @ X Left Cant., @ 7{ Right Cant., @ X QUERY VALUES = Up) ft --> ft --> ft --> SHEARS Left Right REACTIONS Support Support = 8.074999 = 8.074999 k k Left Right ------------------------ Support Support = 12. = 12. 76698 76698 k k MAXIMUM MOMENT ------------------------- = 44.60247 - -- - - - - - --- ft -k Deflection - -1.388 in Def lection - p.881 in Def lection = x. 884 in Moment Sheardef lection (ft-k) (k)6(n) LEAVITT ASSOCIATES ENGINEERS Title *381 X 521 FUEL ISLAND CANOPY .Longbranch Station, Sulate 114 16 12th Avenue South Scope :ONE STOP INC.. Number * Nampa, Idaho 83651 M* a REXBURG (208) 463-7670 sx%X.-' SE LEAVITT Date.*03-Oct~94 Dsngr nEE Wow i i � i� i• � i i! � # � i � i � � � '� i� i � i �i� i � i .�, i �i i � iM � � i SINGLE SPAN BEAM ANALYSIS i• �.! i '�' .I� �� i fii' i CENTER SPAN _ =MW @ LEFT CANT x ft 0 sea 8-22s6 8*0,7499 ft • a 0 6 -9, # a MOW�! NEWS�i i MW CANT X f t w i 0 qa�w Mom, i r r IIJac r JL. QD■ C%d 61 II LEAVITT ASSOCIATES ENGINEERS Title :38' X 521 FUEL ISLAND CANOPY Longbranch Station, Suite 114 Scope :ONE STOP INC. 16 - 12th Avenue South Number: REXBURGIDAHO Nampa, Idaho 83651 Mi SC (208) 463-s7670 Dsngr :REESE LEAVITT Date:03-0ct-94 ------ ----------------------------------------------- SINGLE SPAN BEAM ANALYSIS Page ID --------------------------------------------------------- DESCRIPTION » W14 X 22 INTERIOR PURLIN »L = 45 PSF D = 1 7 per enan-r.... _ ., .,,.,.... -" ------ SPAN LENGTHS CENTER SPAN LEFT CANTILEVER RIGHT CANTILEVER 1AlllY lz =33. 333 ft =9. 3333 ft =9. 3333 ft = a r vv'1' �W � Ohm MEPOP �W � am. � G D A FIXITY CODE << 1=Pin/P�*nj 2=Flx/Fix, = 4=Pin/Fix, 5=Fix/Free l INERTIA 199 in -A, 4 E* ELASTIC MODULUS =29000000 psi APPLIED LOADS �:�>> Ail drefer 6A .0 * 4 UNIFORM . # W o * •. 0 * 0 CENTER: left support, use '-' fog left cantilever ................. #1 = 0.36 k1f @ LEFT @ # 2 = 0.096 k1f #3 = # 4 = k1f k1f LEFT RIGHT 0.36 0.36 0.096 0.9096 # # # o * * * # 60 ewe CONCENTRATED # 1 = 0.16 k X =-9.333 ft # #2 = 0. 16 k X =42.666 ft #3 = k X = ft #4 = k X = ft #5 = k X = ft #6 = k X = ft #7 = k X = ft TRAPEZOIDAL ............... RIGHT X -LEFT X -RIGHT f ft k1f f t k1f ft klf f t k1f ft k1f ft k1f ft k1f ft ............................ $ = k X = f t 9 = k X = ft 10 = k X = f t 11 = k X = f t 12 = k X = f t 13 = k X = ft 14 = k X = f t- & *# 0& a**. 0. i* a 0# 0. i 40 g a s!***# f MOMENTS a 0* 9 was so an a 11 0*6.06.00 #1 f t -k @ ft #5 f t -k ft #2 f t -k @ ft #6 f t-k MAX# 3 f tMWW&k @ ft #7 # 4 f t -k @ ft # 8 f ta�k t SUMMARY adgm � Amm �W &ON MWW ft . Span Moment •.-. @ Location MIN. Span Moment - • • • @ Location @ Left Support @ Right Support MAXIMUM DEFLECTIONS Center Span, @ X Left Cant., @ X Right Cant., @ g QUERY VALUES = 41.978 fto-k = 16.666 ft _ -21.35 ft -k = ft _ -21.35 ft -k _ —21.35 ft—k (Pos. = UA) = 16. 666 ft --> _ -9.333 ft --> = 42.666 ft --> SHEARS Left Support Right Support REACTIONS = 795999-99 k = 7.599999 k Left Support = 12#01598 Right opt 12 a 01598 k MAXIMUM MomEN -W � mom 4=m Ebb.. *ftw Deflection -- �-1.307 ire Def lection — 0. 829 in Deflection _ 0, g32 in Moment (ft-k) Shear (k)in) Def lection LEAVTTT ASSOCIATES ENGINEERS Title 0D381 X .52" FUEL ISLAND CANOPY Longbranch Station, Suite 114 scope :ONE STOP INC 16 - 12th Avenue South Nampa, Idaho 83651 Number:REXBURG, IDAHO Misc (208) 463-7670 Dsngr LEAVITT Date:03-Oct-94 ------------------- SINGLE SPAN BEAM ANALYSIS @ CENTER SPAN X = ft 7.59999 @ LEFT CANT. x = ft .... @ RIGHT CANT. X = ft ..... 0 lb.. - 91061, LM ifol r i w� '.l �� 11 Ix 12, w� '.l i 12, LEAVITT ASSOCIATES ENGINEERS Title :38' X 52' FUEL ISLAND CANOPY Longbranch Station, Suite 114 16 Scope :ONE STOP INC. - 12th Avenue South Nampa, Idaho 83651 Number.*REX 'RG, IDAHO (208) 463-7670misc Dsngr :REESE LEAVITT Dateo.03 0ct-g4 -------------------------------------------- SINGLE SPAN BEAM ANALYSIS Page �3 ----------------- ------- ---------------------- DESCRIPTION » W14 X 22 EXTERIOR PURLIN ---- »L = 45 PSFD = 12 PSF, SPACINGI -'-------- SPAN LENGTHS---------- CENTER SPAN LEFT CANTILEVER RIGHT CANTILEVER =33.333 ft =9.3333 ft =9.3333 ft v. i:� lVVT -------- GENERAL DATA FIXITY CODE T 1=Pin/Pin, 4=Pin/Fix, T1T T"1'1"a�T z i &..F 2=Fix/F]*Lx 5=Fix/Pree 1 CC 3=FiLx/Pin 1 199 inA4 ELASTIC MODULUS =2900 E : Mom�F +� � � � � APPLIED ��fW � i i� i�� All distances refer to deft support,, use -I-,' for left cantlele-ver UNIFORM .. be& see* -1 CENTER 1 = *3038 k1f #2 0.,081 #3 OaO2 #4 CANT LEFT #1 03038 #2i 00081 #3 0*02 #4 k1f k1f k1f RIGHT 0.3038 04-081 0.02 s o a. &.6 # i# 0.0* gas LEFT • 00 was 060,90 is CONCENTRATED til = 0.135 k x=-9.333 ft # #2 = 0a,135 k X =42.666 ft #3 = k X = ft #4 = k X = ft #5 = k X = ft #6 = k X = ft #7 = k X = ft TRAPEZOIDAL 46-a -W.00 an goo RIGHT X -LEFT X -RIGHT k I f t k1f ft k1f ft k1f ft k1 f t k1f ft- klf ft k1f ft ............................ $ = k X = ft 9 = k X = ft 10 = k X= ft I J- = k X = ft 12 = k X = ft 13 = k X = ft 14 = k X = ft 0## 0 0# 0 0 9■ 0# i g f s • 9 as* # MOMENTS 0# 1 0 0# 6# 0# 3 f # #1 f t -k @ ft -U r— - a 1b:w 0,0*06-ses own 06 #2 f t -k @ ft ff 0 f t -1k ft t—k #4 #7 f tk ft -�� SUMMARYIT ; f t -k ft � �WMEM !e i� i •ii yam. �F �� i'� � D MAX. Span Moment = 37.331 ftqm=mk •... @ Location = 16.666 ft MIN. Span Moment = -18.89 ft -k ..•. @ Location = ft @ Left Support - -18.89 f t -k @ Right Support = -18.89 f t -k MAXIMUM DEFLECTIONS Center Span, @ }{ Left Cant., @ g Right Cant., @ g QUERY VALUES (Pos. = 16-9666 _ -9.333 = 42.665 = Up) f t --> f t --> f t --> SHEARS Left Support Right Support REACTIONS = 6.746666 6. 746665 L.' Support 10o65978 Right Support 10 a 65978 mm.ft� �Minim� OMEN � � MAXIMUM MOMENT 37s 33105 Def lection Dmf lection Deflection Moment (ft-k) Shear (k) _1 ; 163 Os740 0.742 k k f t -k i Deflection din) LEAVITT ASSOCIATES ENGINEERS Longbranch Station, Suite 114 16 - 12th Avenue South Nampa, Idaho 83651 (208) 463-w-7670 Title :38' X 521 Scope :ONE STOP Number:REXBURG, Misc Dsnar FUEL ISLAND CANOPY INC. IDAHO REESP TRAITTTM n 4. n imm MWO OMM am" ftm � MhM =now. �w qft— MhEM am. � 4M. Now SINGLE SPAN BEAM" ANALYSIS @ CENTER SPAN X ft *-18e8 6w74666 @ LEFT CANT. x f t @ RIGHT CANT X WOW d� ONO 4� QdW MEN's ftnow MMIP dM=w MWW co 11 M ■ rIND Mi co �0 C-0 11 M ■ Mi �0 C-0 is ■ is � ., � .If � a.. � ,ohm � W.4 4W.. FAS TRAM 11TWo—DiTnensional Static Frame Analysis Copyright 1988,89 �' � � � � � � i� '� � � � i• � .� � ii mmmp MEW .� ilk � � M=W i♦ ... Pb '� i ' 1� � i � � : � a., � � � =W* � =� � MMEP � mm" � MEW bmw � � omm i � *� M E I I Project Title 38' X 52' FUEL ISLAND CA Date 03---Oct-94Project # ONE STOP INC Time 06146:37 PMClient REXBURG, IDAHO. Scope REESE LEAVITT This 2-D frame consists of E Nodes 6 Nodal Loads 5 Beams f Beam Point Loads 4 Load. Combinations 2 Beam Distributed Loads 6 Member Properties FASTFRAME is a 2-D finite element program providing structural` analysis & design solutions. FastFrame transforms LOTUS 1-2-3 into a full featured structural analysis, design, and graphics system. Full RISC code checking & selection from a 2,7p0 member database, structure plotting, and member analysis & graphics is ro`rided, FastFrarte models rigid frames, braced frames, tr�xsses, and any type of two-dimensional structure. Nudes and Beams are used to define the frame's geometry and member connections. Nodes and Seams also have "restraint's and "release" codes which sed. .how the X, Y1 and, Z (rotation) degrees of freedom are used. Also, fISI' or I'D" node restraints specify spring supports aI orced displacements . Loads are applied to the frame by using the Node Load, Beam point Load, and Beim Distributed Load areas. You can apply virtually any type of load, moment, or thermal gradient to the frame. Akar "direction" codes can modify the alignment of a load, Each member has a "property"list which specifies the area, inertia and other values, including RISC ch�eck values. FastFrame lei's ❑u, "Tag" members (I.e. a W21x55 can be tagged "BM111) . You can then either assign the tag or actual section label (W21x55) to a member Load Factors and Load Combina ions are used to combine types of loads as required by building codes. The 'Ifactor it capability enables FastFrame to assign a single multiplier to each load in a case -.or_ each combination at run-time. Gravity loads from frame members cavi also be automatically generated. OutPut is supplied for node displacements, reactions beam end she axial & rnoment leads, and AISC unity checks. Full color strar, detailed plots fir AIS uct stress checks are also provided. ure & i �. � �f � � � � � Bili � �i �a � `� ,� � � i i•* ! � f � � � �!!P ■ice i �! � �IitE i � � � � � �. � am= � mmp4 � WNW � i !R � if• i TIF +ilii i1W' i fi f W i 1p f 17 +si■+:orawe as rr.rf rrriirrr+*#ia rIrii 1r.+rrrrrriiir}*+M4Wsi■■a +€r rrra�arraaaa:�i �r�rrtar:+**rii��■+kee■rerrrsraaa...ii��tfta �•rrrrF::...f*iaa:::.. a prr rrta:..r*ii wrf carr■saaiai1 was &&a aa-r:y:rrrrara...a�r rt:rr.....rriaaaa.1 .91111 rrrrrr.■*rriiiiir..,r Far Fro aa+rim... ....**rrrraiia:.rf...'.ari+rra:..rrr ■i7ai�ar.rrr® OTT vt 7N wpm If 4 s NODAL DATA global Default Temperature�� r00 0 � � l m MIN& ia l °� l'!tF �"MOM # i .fib •i l�mow UUhi 7 LABEL Man mom lis � MRS coordinates X y' - i � qd ! .i X 1 Ml - ( ft ) ftww- omw - 8.375 23.625 0 8.375 23.625 32 0 0 15 15 15 15 Boundary Restraints X-dof Y-mdof Z -do (o11►2►in, K -ins radians 3 1 1 1 BEAM DATA Node Temp -M": �Mm l Beam Property End Releases Beam Def inition Label I -node J -node -or- Tag I -end J -end BEAM Length Y z X Y z LABEL �D TS8x8xl/4 1000 Sxxi/4 5. C D W16x36 3 8 D*375 W1x E F 4 15*250 W16x36 5 8.w375 'moi Ilii l� �� l� i� �� l� •ice l� iY �! �r �! lig •- i•� 11 l� aim �� i 11 �� ,�� i� l� iii ��mom&�� i• !!� li - ,� iii. `� ! �Y �� - ii •�! ! l• # i 'iY BEAM STRESS CHECK DATA. +�� i � !� Ili. �!E i i!i � �. •-- i`• i +!� ��. � i MOEN% i i � llY w� 7F i MEMO � ia� all iiiir �! i # �, li �. liiir �,!!� i� +• LABEL Default 1 2 3 4 5 unbraced Lengths Y -Y (axis) X -x (f t) Beam Length 15 15 7.5 7.625 7.5 K:Length Factors Y --Y (axis) x -X Imi Bending Coef f Cm Cb 1 I end Member? m ----------- rsC/other Area Inertia Elastic Weight Coef . of Fy y -y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP. LABEL (in^2) (inA4) (XSi) (KIft^3) (/100F) I Flag ---------------------- ----------------- ------------------------------- I Default ' TS10x10x1/4 W14x30 W16x40 TS8x8x!/4 9.59000 151 8.85000 291 11.8000 518. 7.59000 75.0999 29000 0.4896 0.00065 e I I t+�Te•iia•arai.�FaFaaiaF��bFaaFaaW.ra�aa bb LTi aa■ r }.s,,....,,, ,•rarr lea.... r��w aaaa..,�l••PPa n abiP wd...4fT,a1aInd ... rbbba.*&T*am A"" akV.90 babb L TTTTr74iii J-!}*lblOEM iiia -194 aaaabW...... Tf#iii ti a.........f+Tii•a•■a•Wi.Tlia4ii■bbbbb.TTTTTTiiJ a.r...P bad......,. aa.}We........... !••FrFWWW...a....TbTT'�l�i iii 3-a ..Y aiTTTb 7T taFFtbs... bT ali f•bWWi - law %L r 7 .Tfa t 3 T vim...-.a:�� .�.r ae4r9°•.Tb_�i a��.o7.�e-��P � ._� ` QO oo RA 3 � 0-- tv 2e rat 70 am i Mok v a 13 AISC Other PropertyI I A - ner la E Coef of Fy Y -Y ..XX Modulus Density Therm Ex Axis Tag PROP . LABEL (in," 2) n,", 4 Kso apopw K/f t 3, /10 i 4wmdl EMMAi �W *� Mmw � W16X36 j 10 * 6.000 448 1 1 NODAL LOAD DATA i i2— i — — — i i• i NODE Noda,l Loads KK LABEL Global X Global Y Moment. �.�.ftmft MEW M�� C c c F F 1. 8 8 x. 35 -2.76 -7.9 -2.76 -. 9 BEAM POINT LOAD DATA 1 1 1 1 1 MMMW � 0mvp � � NEW � ft." BEAM Magnitude Location Dim Load Case Factors LABEL K K -f t , Deg) (f t) Flag 5 3 4 4 5 5 -L.bb 7.5 -9. 36 -2.82 625 -9.95 -2.66 -9.36 Y Y Y Y Y Y 1 1 1 ki 1 vi i ! f mow M=P ft� MEMO ftmw =Mw &am i J� i A t%. i• � iY� � � i iiia i � i i i � f �. i i i �� i i +� IFY� '� i �iif� � � it i- � � ,� � � i• BEAM DISTRIBUTED LOAD BEAM SMag EMag SLoc ELoc Dim Load Case Factors LABEL (K/FtEmm kmm 6MEW MMW =�.ftmm 1� � �0 p Deg F) (f t) (f t) 2 3 • 025 0.*025 0 1 5 X 2 0-e025 0-o025 0 15 X 7.5 7.5 7. 625 7.625 0.875 0.875 Y Y Y Y Y Y 1 1 1 ki 1 vi i ! f mow M=P ft� MEMO ftmw =Mw &am i J� i A t%. i• � iY� � � i iiia i � i i i � f �. i i i �� i i +� IFY� '� i �iif� � � it i- � � ,� � � i• BEAM DISTRIBUTED LOAD BEAM SMag EMag SLoc ELoc Dim Load Case Factors LABEL (K/FtEmm kmm 6MEW MMW =�.ftmm 1� � �0 p Deg F) (f t) (f t) 2 3 • 025 0.*025 0 1 5 X 2 0-e025 0-o025 0 15 X LOAD COMBINATION DATA i}f i MEW MWEM Combination dun Stress Load Case .. Load. l Increase 2 3 4 5 x' ` lag 1 nLT I I � 2'*'D+W 3:D+EQ 4 -+L+ EQ 5 66 7 33 i 9 do 10 120 613 & 1 fi 1 z 1.00 1.33 1.33 1. 33 1 1 1 1 11 1 0 1 1 n I ohs MI � i ice! �! 4MI MI 411 MI i $ 61 =MW � i � i � i � 'hMMM MI NODAL .. AND .0 S S NODE Load Displacements(in,LABELy Rotation I k -f t) MI MI am= MEW MI x y Rotation i MI IIIIIIIIII'MM OMI "MOM MI 4MEW 1I MI cow �A A A C C C C II a s E E E F F F F 1 2 3 4 1 2 3 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 0*000 0 0 0 -o.000 024 0 O.000 0.965 -0.000 -0. -2E-13 0,@000 00278 -0.000 17 -2E-13 0.000 0.00278 -0.000 1.050 -2E-13 00000 0 0 0 -o.000 024 0 0.000 0.965 -0.000 -0. -2E-13 0.000 00278 -0.000 17 -2E-13 0.000 0.00278 -0.000 1.050 -2E-13 0*000 0 0 0 -a.947 024 0.010507 006 0.965 0.965 -0. 249 0. 00278 1.050 17 -0.249 8 3 0.00278 1.050 -0. 947 0. 01057 0. 0 0 0 -0. 024 0. 006 3 7 0.965 -0.006 -O. Op6 0. 00169 17 1.049 8 3 -0.006 0.00169 -0.024 1,e049 -0.0063 -0.024 0.00637 0.000 0 0 -0.024 0 6 -0.0063 0 0 0.964 -0.006 -0.0016 1.048 17 -0.006 8 3 -0.0016 1.048 -0.024 947 -0.0063 0.000 0 0 -0.947 0 6 -0.0105 0 0 0.964 -0.249 -0.0027 1.048 17 -0.249 8 3 -0.0027 1.048 -0. 947 -0.0105 01600 29.06 0.000 -1.32 6.8 3 16.92 -1.18 6.8 3 171.63 -1.18 29.06 17.63 0.00 0 0 2 9. 0 6 0. 0 0 -1.31 6,.83 16.91 -1. 17 6. 8 3 17.62 -1.17 29.06 171.62 000-0 0 0 0000 o.00 oo o.00 04,00 0000 000.0 o.00 0000 0000 06,00 o.00 0000 0 0 0400 o. oo o.00 0000 000o 0000 0000 0.600 0000 0000 o.00 00004100 0 0 0000 o. oo o.00 0000 01500 0900 0.600 0000 01800 0000 0000 00004100 o.00 o 0000 0*00 0400 0000 0600 0000 0000 o.00 MEMO + i 4d.. shbw �, i ilii= �Y #!� �' '� ti! �� •�4 ii BEAM END FORCES - I J -j u ct u & -ok a a I � � � � it � � � � � � � � � � � � moi• ! � � � ii i_ � � �k � � iii i 'i � �� Vi• � r� �� i•J � ii � � �F ®f iii �� iii i! � i i� � �! !i � ifE Node End 0 0 a 4 0 a 0 a LABEL Comb. Axial Shear Monent #� m ( K ) mftw( K ) �K - k�� _ 29s065 X0000 0.0000 2 6s830 16e917 2 2 2 3 3 3 3 IA 5 5 5 5 3 4 1 2 3 G! 1 2 3 4 1 2 3 4 1 2 3 4 6.830 29.065 29. 065 6.830 6-a830 29.065 00000 i.aso 2.350 2.350 O's -000 0.940 1.175 000 1.175 1.175 1.175 0.0000 1.315 1. 175 1.175 -10.660 -2.760 -2.760 -10.660 6.385 0 0 0 1.410 1.410 000 6.385 22. 680 5.420 5. 4 2 0 22-6680 17. 631 17.631 o.000 16.908 17.619 17.619 00000 0 0 0 -o.000 -o.000 000 00000 99.795 0 0 0 25w4-42 25.442 000 99.0719-5 99. 795 25.442 25.442 99.795 ••• J Node End ........ Axial Shear Moment �40nw� (K) ------(K)---- (K-ft)-- -29.065 0.0000 0.000 -6.830 -0.940 0. 000 -6.830 -1.175 0.000 -29.065 -1. 175 0. 0 0 0 -29.065 0.000 0.000 -6.830 -0.940 0. 000 -6.830 -1.175 0.000 -29.065 -1.175 0.0000 0. 0 0 0 22.680 -9g,7g5 000 -1.880 5.420 -25.442 -2.350 . 000 5.420 410 -25.442 000 -2.350 22. 680 -99.795 795 0.000 0 0 0 6-s385 -99.795 000 -0.940 1.410 -25.442 -1.175 . 000 1. 410 -25.442 000 -1.175 6.385 -99. 795 0. 0 0 0 -10.660 -0. 000 0.000 -2.760 -0.000 0 . 000 -2.760 -0. 000 0.000 -10.660 -0.000 .0. � i 4.. pM. ...w i � iOM i tel! � dMW i• �1 i � � �- � rf ■� � i � i'• � i AISC UNIFY CHECK iM� iMftb wMW i i -*BEAM Load v i i i �� ,� i �1� i• X11! i i i i i i �! i ;y i �� i iiid� i i i �!_ i *! i Overal I IP I f Center Points j LABEL Comb MaximuMNode 1/4 1/2 3/4 Node i'"MM mom, I M 1 1 z a z 2 3 3 3 3 4 4 4 4 J 5 5 5 z 3 4 1 2 3 4 1 2 3 4 1 2 3 ME 1 a 3 0.373 0.442 0. 4 5 8 0.824 0.373 0.442 0.4 5 8 0.8 2 4 o.9si 0.6196 0.198 0.747 0.981 0.192 0,6193 0.743 0.0981 824 0.6188 336 0.188 18 8 0.738 4 9 5 0.373 824 0.442 336 0.458 18 8 0.824 4 9 5 0.6373 0.337 0.360 0.688 0.373 824 0.239 336 0.262 18 8 0.552 4 9 5 0.373 0.148 x.164 0.41? 0.373 0.066 0.066 0. 281 0.373 0.442 0.458 0. 824 0.373 0. 0.360 0.688 336 0.373 0.238 0.262 0.552 18 8 0.9373 0.148 0.164 0.416 4 9 5 0.373 0.066 0.0066 0.281 0.383 016000 0. 0.0010 0. 0 0 $ 010 0.219 0.050 0.052 0.175 0.439 0. 0.095 0.340 0 9 3 0.658 0. 0.138 0.505 136 0. 0.196 0.198 0.747 9 81 0. 9 8 1 0.192 0.193 0.743 0.0981 742 0 188 # 18 8 fe738 4 9 5 0. 742 0.152 0.112 0,6153 0.563 4 9 5 0.658 0.128 0.112 0.128 0. 4 9 5 0.503 0.0 0.112 0.043 0.113 000 0.383 0.439 0.085 0.085 0.330 0.742 0.152 0.153 0. 5 6 3 0.219 0.0 4 3 0.043 0.165 000 0.981 0.19 2 0.193 0.743 0.0000 o. 000 0.6000 o. 000 C� P.+�.fllFi..•�!!!!4'9!F!liFii..TT4ii4.Y.}*.444FFrel.TRTril�iJt+il.l rrFFF4#T!S®�Fai#4 �4!#Fr;.TT44llF.e..FFF+y...T Pe47av F.ii4l4FlF.TaTFFii�.Ti4lFlki}TTFFI�Fi ii...r844Oily\i iiliir.aFF`i4 i,�.... + 4s6 dr..... 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Z::�p a!l�u��a+.. e...!!lrr+++�leTi ■ e e e ■.-.!e e!e-rr*+ai��trrrPoe vel e e � e FfMr�r��+f�!!lr+arl�lyiae Alelrrrrrr4l�relaare aa,f�aa a+e..rr!lrr+++�!!s!■•.�.�.. a �. rrirr+T�a e■ e■ e ■ ■ rztt!la�a*ter+FlNraar.b.Tits. l�rlii.h. e�lrrrrrrri..liT■a a ..f�. �rfe.s....ii+�:..r.. r - blrrii....T+Ptiriii..aa..!!!lTii i�...raa.ca.4TTTi........�TTe�e a•Wra..l4lUiiff7}�FF�re...�6rdii iaaas.�_r r CM-ot rrr� F++�F �r4�+s••er�e 5W 0 wrrt i•err rrr� L4 VIOL i•� ?_'. e gow .. pY rYl.ir.lT!lFAli dime I a a YYY..lYYYlrY•i.r}!lrririili jia of EYY•.Y•Y•o-1Fi...fffli7YrYl.i..TT 7YliA#rGR�l7 F{-rFrrr rijT t*y:li##iiT#W MhY•.t..a.TYY4il..**TTriaaY pY•Y'rrY•rf iiia,#7AA Fi..ri.TllYliiii/aY'Y"lrrriiil i iY �Y7AYlriY}*�T y'Y I•r Y•Y•iii...TTT7f Y.YYY.aI.LFY•Y•Ib r...l.TiitilF..aaIJY•YY:i...yTITY•iir.i..flii fYF.i.. Tip Y•}liklii7..a... ..l..Ft iiF i•e.. r.a aaAif Mr rri .•T.Aa sY•!rA Y+..sYo+!!!lr.... RRA Q t W_Rr RZ W rut Uf Mt Mt F `L G `L L 4t i ..,,. w}+i.. ...fi4 iiposy".af! filer r• ...s+5•LfiF.s raaf� rrrrJ •555, itf� � � ` •.. rs. .�.��-.tea__ AYYYYYi �� _ ,,, �.r.• ar ,• •55dY Y'.. •.fr �i : TF AYi_ �� is i� —w.5•+f}_=..iaffivt.•�r{,� W. 5•lrFl �i kit �rer,� zt Y"L t W_Rr RZ W rut Uf Mt Mt F LEAVITT ASSXIATES ENGINEERS PROJECT.: 381 x 521 FUEL I-SUND CANOPY Longbranch Station, SUite 114 16 - 12th Avenue South REXBURG, IDAHO Nar a, Idaho 8365 (20 463-7670 s G#* geese eavi P6Ee/S*Ee DATE: �lEi�Y �!i•il !'#i'ii, i'��i�i ®Fi��iy��fis�ii�E�li�+l�Fi: i�.i4�.,��'.iiiiii#ii�� i POLE CEDED IN EgTH PAGE 01 A L L T T t I . PE.UR PFS, MAX ALLOW, p PRESSURE ALLOW. PASSIVE T BASE ALLOW 1f3 EMBED ACTUAL PRESSURE DISTRIBUTION A P P L I F n GROUND U RFACE RESTRAINT POLE WIDTH DIAMETER Pole Embedded in Earth NO SURFACE RESTRAnYT LEAVITT ASSOCIATES ENGINEERS Longbranch Station, Suite 114 16 - 12th Avenue South Nampa, Idaho 83651 (?(1R ) d91_7cr7n Title :38f X 52' Scope :ONE STOP Number: REXBURG misc FUEL ISLAND CANOPY INC. IDAHO Dsngr OOREESE LIT Date: 03ftwOctmb"94 'MEW U..r i DESIGN aiii � '� � �i �� i• i� !1l�+ i �!� i � �i � � i �e i �E �� •f �F i �� '�R � i #�! i i ��F i' i �� iii ii i � �t i i EMBEDDEDPOLE FOOTINGS c? f milm i A. i ft� i . i �p i WE— � 4mm � i &� � .. �. i. '� ft� i i i �w 4h=E i d~. ii DESCRIPTION It It Ii I - - -- - •. z v ui,ur rvU1VllHTi 21,613 V1V » L = 22.23 KIPS. D = 6_R1 , KTPS cnTr nDc ----------------------- 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 Laments @ Surf ace Point Load f t-# Uniform Load ft--# .., Total Moment f t-# Total lateral Load # --- NON -RESTRAINED ---- Min. Reqld Embedment A(1+(1+4o36h /A)^.5)/2 A=2s34P/(S 1 b) ft Press @ l/3 Actual Allowable Min. (4.25 Embed. : psf psf RESTRAINED Req I d Embedment P h/S3 b)^.5 ft Pressure @ Bottom Actual psf Allowable psf Surface Restraint Force lbs I A i• i i � i i ii � � '�Y �' i �r �! i �' i i i � i � M� ! *MOW MMN* i wbom ON" VIP=& i i i• 250 250 1 5 0 0 11500 1 *33 1-w 33 133 1 33 le 33 1,175 16.00 25 15.00 1,175 1C.0D 25 15.v00 54 54 N N N N N Y N N N N 18,800 2, 813 21,613 613 1, 550 , 1,17 0 1,17Q 8,379 18,800 2,813 21, 613 1 5 5 0 , 519 518 RESULTS i i i a �� i i i ilk i i iiY i i i a s ` FAED LASHTON p and ASSOCIATES� INC. �. C'�r�sultftt� �r�girxe�r� �] 8tructural �t�,�tlteeririg 967 W. FOOTHILL aLvn. . CLIREMONT. Com► 2171 f . t 7f# t e3a.aaca / 7 % /�,� JOB No.mmmmo FOR f r D k.IU/�If AT M p`,q GJ SNE Nv,..*.l--mvF!_,. C�ESSGNEp BY I �w4 lvf 71U Y 77m; S %2�r MTI/MLfho( eA Oki t5 �� cE,.�r�� ra cF.•�n-2 B��e.rr t �t-1o�c< Lp�Gs Li E CoA 4 c� FLAh/C�ES o� P�tiEL, 0 wo -P MATFJR]AL% FINISHES Alcan Building Products �Iq RAH PRIX 8i2 — 12" WIDE �o�a;,°;�;°�'�n°Te�'n��,,;,� , aluminum alloy3005•H2BOoregllF �ea��,u, 70 -As rsi49 A�ca►v '•� OC .036" aluminum 21110Y 3004wwH34 or equE or 24 gauge hot dipped galvan!zed stee G-90, ASTM A.4d6,. Grade C, 40 KS! yie.1 Pant, with baked -on smooth acrylic finis on both sides; 22 gauge hot dipped ga. Wirzed steel avah le in lar whit ly Gwl Sic t Z'M A aux ?;WEL on propertie 5+ = SEC"'ZON.MODULUS FOR STOW LOAD. S^ = SECTION MODULUS FOR UP LIFT. 1211 Nominal GRAN PRIX PANEL -6 Steel FY=40 KSI 22 G .587 741 .33G 179 2 . 26 Y Top = 1.740,E Neutral Axis X Botw= .4*760" U r Ila IN I 6� 0 OIL -Mod IL # r ■ a 5 i f 1T fl F a t It% ;. go TIU%NS III s s ION • w ,#-- i � i1 v I F R` I L5 � 0. .Sc ic p < Ya K � neer q c1qdka , I so-/S)t PA b-- - - - - rf , D - L 3.3 c Q "l 4cf u el a ' 11 n i, 0 -P LR v 'EEL CANOPY 12 ! 'k # r i r �r ai or � , F a 1311 fr moi- —t INEW -y- :,.... i Emp Amm rop dr dmL- JL- -M ILY - ----- 4M ir IW 410 to ME tow> 31 IF c 04 �f 4 MMR*! .6. 4pw-� T 1■ - +� �. � SYS 7r" *pm rl i — 4&i +_ + ti ,�. � ' • a' � a + a a } - i • 4 s - • r Y � F - ua a a } . - . i` • meI I t 'EEL CANOPY 12 ! 'k # r i r �r ai or � , F a 1311 fr moi- —t INEW -y- :,.... i Emp Amm rop dr dmL- JL- -M ILY - ----- 4M ir IW 410 to ME tow> 31 IF c 04 �f 4 MMR*! .6. 4pw-� T 1■ - +� �. � SYS 7r" *pm rl i — 4&i +_ + ti ,�. � ' • a' � a + a a } - i • 4 s - • r Y � F - ua a a } . - . i` • meI