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HomeMy WebLinkAbout7500 CR 427 99-2146 Plans underground tanks 7-11r CITY OF SANFORD INSPECTIONS DIVISION COMMERCIAL REVIEW COMMENTS NEW CONSTRUCTION PROJECT: jZVa1.er.7AoNc( P-LI ;4ZNKs DATE:a,07 ADDRESS: 7s-ago-c, % SANFORD, FL. 32772 CONTRACTOR: dglt'o%uM lr— LiC# ADDRESS: 5IY3 P1A4e AifA ka4d- PHO E# A-po', ea Fl. -3,'?70_3 REVIEW COMMENTS: 1. Finish floor elevation shall be 16 inches above center line of established street or a Min. Of 8' above grade when property has no paved street. City Section 6-7. ter- 2. Strip footers shall be continuous with 245 rebars for 1-story buildings, 2-story buildings shall have 345 rebars in footers, and #5 dowel at each corner. Size of footers shall be 8"x16" min. for a 1-story and 10"x20" for a 2-story. e- 3. Mono Tooter/slab combination shall be 20" deep and 16" wide with 45 degree angle into 4"slab. 2-story shall be 20" deep and 20" wide with 45 degree angle into 4" slab. Reinforcement shall be as in strip footer all laps a min. Of 25 inches. e- 4. Masonry construction shall have a min. of 145 rebar in lintel course or tie beams. Verticial down rods shall be #5 rebar with 24" bend tied to lintel rebar and min. of 25" lap at each dowel & tied. a- 5. Means of egress shall comply to Chapter 10, 97 S.B.C. 4- 6. Means of egress and illuminations shall comply to section 1016.1,1016.2 and 1016.3 Exit Signs) 1997 S.B.C. e-, 7. All corridors shall be a minimum of 44", Table 1104,1991, S.B.C. r- 8. All restrooms shall comply to 1997, H.C.F.S. 553, Part 5. le- 9. Interior finishes shall comply to Chapter 8, Table 803.3,1997, S.B.C. 10. All electrical wiring service & fixtures shall comply to 1996 N.E.C. and Notice L Amendents. 11. All plumbing shall comply to 1994, S.P.C. and 1997 F.S. 553, Part 5 Florida Accessibility Code. 11;- ' 12. All mechanical equipment & duct systems shall comply to 1997, S.M.C. and 1997 Florida Enegry Code. t+- 13. Firewalls or tenant separations shall comply to Sec.413.3 & Table 704.1 & 704.1.4, 1997 S.B.C. All rated wall penetrations shall be sleeved and fire caulked. e- 14. Stairs shall comply to Section 1006, 1007, 1007.1.2,1007.3, 1007.4,1007.5, 11007.5.3 1007.6, 1007.7, 1007.8, 1008.6, & 1015, 1997 S.B.C. l;p+- 15. Shall comply to 1994 N.F.P.A.-1 Y 16. Shall comply to Life Safety Code 101,1994. 17. Final grading inspection needs to be done after final grade but prior to final landscaping. Review by: W 7-Eleven Store #??? S.W.C. of S.R. 427 * Lake Mary Blvd. Sanford, Florida I.P. #98929 Anti -Floatation Computation Interplan Practice Ltd. ArchitecturelEngineeringllnterior Design AA-0001302 933 Lee Road, 1st Floor Orlando, Florida 32810 Telephone 407.645-5008 Fax 407.629-9124 1 NTERPL AN P R A C T t C E For (4)10,000 gal steel tank 8 ft. in diameter and 27 ft. long (reference attached drawings) 1. Assumptions a) Wet season water table at ground surface. b) Weight of pumps and equipment is ignored. c) Weight of concrete 150#/CF submerged 87.6#/CF d) Weight of soil 100#/CF submerged 60#/CF 2. Volume Displaced (upward force) (four tanks) (Weight 8,398# each) V= n&xLx4 4 - 10,000 gal tks 4 L=27 D=8 V„=3.14(8fx27x4=5425 CF 4 F = 4069 cf x 62.4#/CF = 338,577# f.s. 1.1 x 338,577 = 3. Downward Force a) Weight of tanks 8,398# x 4 = b) Weight of slab over tanks 41x53x8/12x87.6= 7MEN01. WPD 33,592# 372,435# 126,903# Members of the American Institute ofArchitects Interplan Practice Ltd. Architecture /Engineering /Interior Design c) Volume of overburden (four tanks) Where: B1= 38 x 27 = 1026 B2 = 53 x 29 = 1537 V=(h/3)(BI+B2+BlxB2)-(V/2-m) V = (6.83/3) [(1026) + (1537) +(1026) x (1537)] - (1356 x 4) - 3 2 V = 5981 CF Force = 5981 x 60 = d) Weight of deadman 2- l x l x 27 = 54 x 87.6 = 4,730# 3 - 2 x 1 x27= 162x87.6= 14,191# Total Downward Force Total Upward Force Net Downward Force No additional tie downs required. 358,864# 538,280# 372,435# 165,845# Members of the American Institute of Architects r LETTER OFTRANSAM7`rh-a Interplan Practice, Ltd. Architecture/Engineering/Interior Design ' AA-0001302 933 Lee Road, Suite 120 Orlando, FL 32810 Telephone 407.645-5008 Fax 407.629-9124 INTERPLAN P R A C T I C E Seminole County Health Dept. - Environmental Review 98929.09 To Project No. 200 W. County Home Rd. November 5, 1998 Date Sanford, Florida 32773 Hand Carry We are sending via Mr. Ross Arbelius, Chief Inspector 830-8919; Ext.# 5134 Attention Telephone 7-11 @, SWC of S.R. 427 & Lake Mary Blvd., Sanford, FL. Project Underground Pollutant Storage Tanks & Pii)inR Plans Review Subject t)nto Remarks Signed & Sealed Pollutant Storage Tanks & Piping Plans - New 7-Eleven Sinned & Sealed Anti -Floatation Calculations Dear Mr. Arbelius: Please review the attached UST's/Piping plans with Anti -Floatation calcs and call me when your review is completed and/or with any questions. Thank yo z l d John Rawson, Permits By FASoutWand\98929U29tra02.doc George Yanovitch-Chas. Wayne Properties, C9oel Arnold -Avid, Roger Trubey, Rick Krietemeyer, File CITY OF SANFORD INSPECTIONS DIVISION COMMERCIAL REVIEW COMMENTS NEW CONSTRUCTION PROJECT: ro©hes FC1.10-0 64XJc Y°y ADDRESS: 7sb® - L,t . ,fa 7 CONTRACTOR: M4- j oP- ObA15 ROAPA( ADDRESS: i S'1-- SeM,v%a- (vc,,S—moo CASS6 eh Y, 3.:Z 7®7 REVIEW COMMENTS: DATE: a.// R91 SANFORD, FL. 32772 LiC# CGC r4098 PHONE# FDA-02o?'70 1. Finish floor elevation shall be 16 inches above center line of established street or a Min. Of 8' above grade when property has no paved street. City Section 6-7. 2. Strip footers shall be continuous with 245 rebars for 1-story buildings, 2-story buildings shall have 345 rebars in footers, and #5 dowel at each corner. Size of footers shall be 8"x16" min. for a 1-story and 10"x20" for a 2-story.,C e. 3. Mono footer/slab combination shall be 20" deepand 16" wide with 45 degreeg;,.e angle'.:; into 4"slab. 2-story shall be 20" deep and 20" wide with 45 degree angle into 4" slab. Reinforcement shall be as in strip Tooter all laps a min. Of 25 inches. e 4. Masonry construction shall have a min. of 145 rebar in lintel course or tie beams. Verticial down rods shall be #5 rebar with 24" bend tied to lintel rebar and min. of 25" lap at each dowel & tied. 5- 5. Means of egress shall comply to Chapter 10, 97 S.B.C. 19- 6. Means of egress and illuminations shall comply to section 1016.1,1016.2 and 1016.3 Exit Signs) 1997 S.B.C. a 7. All corridors shall be a minimum of 44", Table 1104, 1991, S.B.C. 8. All restrooms shall comply to 1997, H.C.F.S. 553, Part 5. e- 9. Interior finishes shall comply to Chapter 8, Table 803.3,1997, S.B.C. a 10. All electrical wiring service & fixtures shall comply to 1996 N.E.C. and Notice L Amendents. a- 11. All plumbing shall comply to 1994, S.P.C. and 1997 F.S. 553, Part 5 Florida Accessibility Code. i_ 12. All mechanical equipment & duct systems shall comply to 1997, S.M.C. and 1997 Florida Enegry Code. ft- 13. Firewalls.or tenant separations shall comply to Sec.413.3 & Table 704.1 & 704.1.4, 1997 S.B.C. All rated wall penetrations shall be sleeved and fire caulked. F414. Stairs shall comply to Section 1006, 1007, 1007.1.2, 1007.3, 1007.4, 1007.5, 11007.5.3 1007. 6, 1007.7, 1007.8, 1008.6, & 1015, 1997 S.B.C. S.- 15. Shall comply to 1994 N.F.P.A.-1 a4_ 16. Shall comply to Life Safety Code 101,1994. 9— 17. Final grading inspection needs to be done after final grade but prior to final landscaping. Review by: %t G Qr l. c rf( COLUMNS • BUILDING BY OTHERS LOADS ARE 0 TOP OF COLtMSVERTICAL 10 K 4'-6 9/Ib' la• -II 1/i6" 4'-b' ' n LATERAL: l5 K I I I COLUI-INS -BUILDING BY OTHERS 1 LOADS ARE - TOP OF COL1 5 9 VERTICAL: 76 _ 101'-0 LATERAL: T5 --- g CIA..,_. m 1 1•-m' _ 9 5 I'ry- CAMBER • B Mlp-SPAN N I T510XI0xl/4" - , y TYPICAL JI TOP OF - m GRADE -\ Fftl FM I f I CENTERGUTTER SEE DETAIL "E' f I_ I I W 8 X 10 BEAMS (10) RIRLIN5 - WALKWAY 50' 3" e I J BEE DETAIL "D" L 1 I I I IWI7XI6 I I WI]k45 I I WI1%a0 I g A W11X16 S I I ,ryn]xlb I I- I I I I a A 5EE DE AIL 'A" SEE DE AIL "G" W17XI6 9 I I I I I I I B L LLWI7XI6 GUTTER 9 LEADER - BRIDGING n - 5EE DETAIL "A" I7'•0" 76'-0" 16'-0" 76'-0" IZ'-0" PLAN VIEW ' . ELEVATION VIEW 811— 1—ou FLORIDA GENERAL NOTES BUILDING CODE: STANDARD BUILDING CODE 5l SEISMIC ZONE: 0 DESIGN LOADS: LIVE LOAD: 79V P5F DEAD LOAD. 5 PSF WIND SPEED. IIO MPH VERTICAL SURFACE, S004 PSF HORIZONTAL SURFACE, 33.57 PSF FOUNDATION SOIL PROPERTIES MIN. BEARING. 2500 PSF MIN. LATERAL: 150 P5F ALLOWABLE MAT'L STRESSES CONCRETE, PC 30 PSI REINFORCNG. Fy 60000 PSI STEEL BEAM. Fy 36 K51 STEEL COLUMN: Fy 46 KSI NOTE, SOIL VALUES TO BE VERIFIED BY A REGISTERED SOIL ENGINEER PRIOR TO CONSTRICTION I. CONTRACTORS SHALL NOT SCALE THESE DRAUIINGS FOR CONSTRUCTION PURPOSES, IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT, AND THE SOUTHLANID CORPORATION CONSTRICTION MANAGER 7: VERIFY ALL DIMENSIONS. CONDITIONS, AND GRADES AT THE JOB SITE PRIOR TO CONSTRUCTION. FOOTINGS 1. ALL FOOTINGS SHALL BE PLACED IN ACCORDANCE WITH THE SITE FOUNDATION PLANE. 7. ALL REINFORCING STEEL SHALL CONFORM TO THE SPECIFICATIONS FOR DEFORMED BILLET -STEEL BARS FOR CONCRETE REINFORCEMENT". ASTM A 65 GRADE 60 4. STIRRUPS AND TIES SHALL HAVE 4" HOOKS. 5. MftI CONlCRETE PROTECTION FOR REINFORCEMENT, CONCRETE EXPO5ED TO GROUND- ---- 3" FORMED CONCRETE EXPOSED TO GROUND-----7" FORTED CONCRETE NOT EXPOSED TO GROUND---11l7' BOLTS 1. ALL BOLTS SHALL BE ASTM A375 HIGH STRENTH BOLTS UNLESS OTHERWISE NOTED ON THE DRAWINGS. ANCHOR BOLTS 1. ANCHOR BOLTS SHALL BEOFASTM A36-8S ROLLED THREAD. NOTALLATION OF THE ANCHOR BOLTS SHALL BE IN ACCORDANCE WTH THE ANSI CODE OF STANDARD FRICTICE• SECTION 15. I f I CENTER GUTTERSEE DETAIL "E' f I_ I I W 8 X 10 BEAMS (10) RIRLIN5 - WALKWAY 50' 3" e I J BEE DETAIL "D" L 1 I I I IWI7XI6 I I WI]k45 I I WI1%a0 I g A W11X16 S I I ,ryn]xlb I I- I I I I a A 5EE DE AIL 'A" SEE DE AIL "G" W17XI6 9 I I I I I I I B L LL WI7XI6GUTTER 9 LEADER - BRIDGING n - 5EE DETAIL "A" I7'• 0" 76'-0" 16'-0" 76'-0" IZ'-0" PLAN VIEW ' . ELEVATION VIEW 811— 1—ou FLORIDA GENERAL NOTES BUILDING CODE: STANDARD BUILDING CODE 5l SEISMIC ZONE: 0 DESIGN LOADS: LIVELOAD: 79V P5F DEAD LOAD. 5 PSF WIND SPEED. IIO MPH VERTICAL SURFACE, S004 PSF HORIZONTAL SURFACE, 33.57 PSF FOUNDATION SOIL PROPERTIES MIN. BEARING. 2500 PSF MIN. LATERAL: 150 P5F ALLOWABLE MAT'L STRESSES CONCRETE, PC 30 PSI REINFORCNG. Fy 60000 PSI STEEL BEAM. Fy 36 K51 STEEL COLUMN: Fy 46 KSI NOTE, SOIL VALUES TO BE VERIFIED BY A REGISTERED SOIL ENGINEER PRIOR TO CONSTRICTION I. CONTRACTORS SHALL NOT SCALE THESE DRAUIINGS FOR CONSTRUCTION PURPOSES, IN THE EVENT OF OMISSION OF NECESSARY DIMENSIONS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT, AND THE SOUTHLANID CORPORATION CONSTRICTION MANAGER 7: VERIFY ALL DIMENSIONS. CONDITIONS, AND GRADES AT THE JOB SITE PRIOR TO CONSTRUCTION. FOOTINGS 1. ALL FOOTINGS SHALL BE PLACED IN ACCORDANCE WITH THE SITE FOUNDATION PLANE. 7. ALL REINFORCING STEEL SHALL CONFORM TO THE SPECIFICATIONS FOR DEFORMED BILLET -STEEL BARS FOR CONCRETE REINFORCEMENT". ASTM A 65 GRADE 60 4. STIRRUPS AND TIES SHALL HAVE 4" HOOKS. 5. MftI CONlCRETE PROTECTION FOR REINFORCEMENT, CONCRETE EXPO5ED TO GROUND- ---- 3" FORMED CONCRETE EXPOSED TO GROUND-----7" FORTED CONCRETE NOT EXPOSED TO GROUND---11l7' BOLTS 1. ALL BOLTS SHALL BE ASTM A375 HIGH STRENTH BOLTS UNLESS OTHERWISE NOTED ON THE DRAWINGS. ANCHOR BOLTS 1. ANCHOR BOLTS SHALL BEOFASTM A36-8S ROLLED THREAD. NOTALLATION OF THE ANCHOR BOLTS SHALL BE IN ACCORDANCE WTH THE ANSI CODE OF STANDARD FRICTICE• SECTION 15. IIj` 74.-m. a'-6 9/I6•-—t--'a'-It lilb a-6• A_ 0 d Sm.•3. 71 -9 . 36' KIOCERS 37' O/C 9 T O O O O fSPREAD IF----yl- FOOTING 5'-0" ` ARE OR ROIfJD 4'-0" DEEP FOOTING DEEP 0 TYPE 1 - TYPEPE 1" 1 p A 17'•0' 76'-0' 76'-0' 76'•0' 17'•0' 107' A0 VIEW1L, I EW 8U_ I-on L- 7' NON -SHRINK GROUT T3' T REBAR TIES i 4- O.G. 411 V4' DIA ANCHOR BOLTS A-301 AHTM UT" LEVELING RING UTASHERS, LOCKMG NU1H. 4- PRO-IECT1?1H 2 7'-6' IYIBCOMENT. S VERT. REBAR FOR SOP. VERT. REBAR FOR RND. 9 WEAR TIES i D' OL. R FED - NOTE, FOOTING DEPTH IS MEASURED FROM THE ONSET OF UNDISTURBED SOIL. OPTIONAL ROUND FON.T.5.OTING DETAIL -TYPE-I 7' NON-SHRIW GROAT O • • ° '6 HORIZ. REBAR i D' O.G. y • BOTH WAYS TOP ! BOTTOM 0) - 5 • EACH CORNER LE aA AIrHDR HDLre4THLEvfLNS. RNG WCTI6THLUAREBARD' OL. LOCXIIG NJTD. i' psIDkGTIW! BOTH WAY9 70P 1 BOTTOM 7'-0• MpEDfrtNT. 6'-b' SOP. SPREAD •- - . I-TE. FOOT iO DEPTH Ii MEAEHRED F tHE ONSET fX WDISTUIIDED 6DIL, SPREAD FOOTING DETAIL -TYPE -7 N.T.S. L PcRTETER CIliiER - NO Atlrt DEIXMG GUTTER LEADER COIUMJ 3' P C DRAM IN COL1]-M TOP OF PAVEMENT i` PVC ELBOW BELTION •WALKWAYAI LONN. N.TB. T-4• - - - FASCIA TFIFF-7-1 I CHANNEL HAM BEAM COL. PLATE i 1/4' STIFFENER PLATE J/I 4-3/4' A 5 TS HEADER OEAnJ GUTTER U- R3/4•xU'Xb' _ COLIRN WALKWAY BEAM R %' STIFF ®Z Z V4 Q a TO IE %* XI0'xl0" F AUD A-325 BOLTS !4 REOD(n Q1 yJ F CR094-OVER BEAR C < V O DECK NG-/ R.'STIff ` WALKWAYPURLIN GUTTER _ C SECTION • WALKWAY CONN. )- N.Tb. aO$ U Wu xx 0 s P OJQ O FROn qqqq O a0 yYp A HEADER FLRIIN !7/'4" STIFF R 711PER TEKCONNECTIONPERCONFECTION ID40"ALUn. DECKNG Z 3/Ib TEK SCREW -3/4' A375 BOLTSTYPICAL a BRIOGMG a L2k7k3/16" (7) .' STIFF R 0 PURLM Z Z SECTION R C L—m c—ECT1pN DETAIL "G" BRIDGING CONNECTION DETAIL "A" 3 O E SECTION • KICKERS N T.5 BOLTED BEAM TO BEAM CONNECTION 1 N.Tb. I NTS. N.T.S. T910x10xV4' ET-PL 3/4'x5k5' - PL3,3x 77'-SO.1 B II F W74X55 U. D1 BASE PLATE DETAIL N. TS. i E. FASCIA LENGTH q 14 TEK SCREW V)' C CN EL PURLM Ml-- 17-24 TEK SCREW GUTTTTTIT ER ID4 ALVt DECKING ELTl- • KICKERS N. T.S. 3- A375 3/4" BOLTS 3A6 O O VB 0 O gp• O O 0 O 0 .. 0 0 O 0 WUkK IN7x45 W7TXS4 W)TXS4 PLATE 3/ 4• BOl79 (12) 3/SRXBXIB' Ire 60• DETAIL " D" SPLICE GRO55-OVER N.T9. DETAIL "E" SPLICE o WALKWAY - N.T. S. - K o O U rS JOB NO. 98-283Co Dwc. NO. FLORIDA SHEET 3 OF 3 11/17/98 -- STRUCTURAL ENGINEERING CALCULATION CANOPY: 40'x90' w/24x77'-7" Tee LOCATION: SANFORD, FL job#: 98-2836 Clearance: 18.5 ft Fascia: 48 " Deck type: Aluminum Columns: 8 Wind speed: 110 mph ROOF DESIGN LOADS: DESIGN CRITERIA: "STANDARD BUILDING CODE 1997" Dead Load: 5 psf Live Load: 20 psf TOTAL: 25 psf MAXIMUM DEFLECTION: 1/180 WIND LOADS: Velocity Pressure: 27.8 psf H total: 22.5 ft GCp(uplift)= 1.4 GCp (vertical surface)= 1.8 WIND PRESSURE: Vertical surface q x GCp x Uf = Horizontal Surface q x GCp x Uf -DL= Use Factor = 1 UPLIFT RESISTANCE: 1.5 X UPLIFT Table1606.213 and 2C) Completely open building 50.04 psf 33.92 psf Wind and Allowable stresses may be increased 33% above when wind and seismic loads Seismic stresses: are acting alone or in combination. A.I S. C Section A5.2 Commentary June 1989 ALLOWABLE MATERIAL STRESSES concrete: F'c= 3000 psi reinforcing bars: 60000 psi 4 - structural steel: Fy= 36 Ksi- str. tube columns : Fy= 46 Ksi ", \ Assumed following soil prop rieties.SoiI values to be verified by registered soil engir prior to construction of footing: minimum soil bearing pressure: 2500 psf minimum lateral.pressure: 150 Ibs/sq.ft/ft of depth Page 1 11/1,6/1996' 18:27 8170927304E INTEC SERVICES INC. ~` PAGE 03 STRUCTURAL ENGINEERING CALCULATION CARRYING BEAMS (1) g_ Q kfjSa y job*: 98-2836 calc. width= 26 ft estimated beam wt.= 35 pd W= 815 pd/ft a) CANTILEVER 1= 12 ft Mj= W x I "2 = 815 x r 12 A = 58.7 ft-k 2 2 Sx M1 x 12 = 58.7 x 12 = 29.3 inA3 24 24 deflection: W x 1 114 = 815 x 144 ^4 = 0.2468 < 0.6" 8 El 8 x 12 x 29E06 x 510 b) SIMPLE 1= 16 ft M2= W x I "2 = 815 x 16 A 26.1 ft-k 8 8 Sx- M2 x 12 = 26.1 x 12 = 13 in^3 24 24 deflection: 5x Wx 1114 = 5 x 815 x 192 ^4 = 0.0813 < 0.8" 384 El 384 x 12 x 29E06 510 I.. W 18 x 35 Sx= 57.6 in^3 1= 510 1n^4 11 /16/98 Page 2 11/1,6/1996 18:27 8170927304E INTEC SERVICES INC. PAGE 09 STRUCTURAL ENGINEERING CALCULATION 11J16198 o: 98-2836 CARRYINGS BEAM _..._. BEAM DATA Center Span Length 16.00 ft AI8C Section Left Cantilever 12.00 ft Section Depth Right Cantilever 1o.00 ft web Thickness Unbraced Length o 9.00 ft Section Width Beam wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short Term Section Area FY 36 ksi Section weight Load Duration Factor 1.00 rT, y Beam End Fixity Pin:Pin STEEL SECTION DATA v24x68 23.73 in Ixx 0.41S in Iyy 8.97 in Sxx 0,685 in Syy 20.10 1n2 r.xx 68.25 # r.yy 2.36 in APPLIED LOADS All distances refer to left support, '-' identifies load as being on'lefe cantilever. Concentrated Loads Dead Load - 6.85 k Live Load = 14.14 k Distance To Load - 26.00 ft Uniform Loads 1830.00 in4 70.40 in4 154.24 in3 25.71 in3 9.542 in 1.871 in Dead Load 0.13 k/ft Live Load a 0.65 k/ft Distance To Start - 12.00 ft Distance To End 26.00 ft SUMMARY USING w24x66, Max Stress Ratio - 82,62t, Min Defl. Ratio - 323.00 TABULAR SUMNtARY:OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 252.3 305.4 k-ft Placed DL LL LL ST LL LL4-ST Stress 19.03 23.76 kai for Max Only ecntr Cntr Canto Cants Shear 29.34 141.81 k Stress 2.98 14.40 ksi Moments.. M. Center = 252.3 0.0 0.0 0.0 0.0 0.0 k-ft Deflection 0.743 M- 0 Center - 78.4 78.4 0.0 252.3 0.0 k-ft fb / Fb MAX 0.926 9 Left 14.3 14.3 0.0 61.1 0.0 k-ft fv / Fv g Max 0.207 0 Right = 78.4 78.4 0,0 252.3 0.0 k-ft Min. DL Defl Ratio = 1088.03 Shears... 9 Left - 10.40 2.45 2,78 0.00 10.40 0.00 k Hin. TL Defl Ratio = 323.00 a Right 39.34 8.60 10.19 0.00 29.3.4 0.00 k Deflection.. Q Center - 0,159 0.043 0.026 0.043 0.159 0.043 in 9 Left - 0.450 0.115 0.072 0.115 0.44550. 0.115 in a Right - 0.743' 0.221 0.183 0,221 0.743 0.221 in at 0.00 ft = 01000 0.000 0.000 0.000 0.000 in Reactions 0 Left - 15.98 0.04 5.16 0.04 0.19 0.04 k Reactions 0 Right = 51.14 14.43 19.63 14.43 43.01 14.43 k Page 9 i 11/16/1996 le:27 6170927304E INTEC SERVICES INC. PAGE 10 STRUCTURAL ENGINEERING CALCULATION 11/16/98 job#: 98-2836 CARRYING BEAM BEAM DATA STEEL SECTION DATA Cancer Span Length - 16,00 ft AISC Section w24x55 Left Cantilever = 12.00 ft Section Depth = 23.57 in Ixx Right Cantilever - 20.00 ft web Thickness - 0.395 in Iyy Unbraced Length = 9.00 ft Section Width = 7.01 in Sxx Ream Wt. is ADDED To applied loads Flange Thickness - 0.505 in Syy Live Load Not Acting with Short Term Section Area - 16.20 in2 r:xx Ty = 36 ksi Section Weight a 55.00 r:yy Load Duration Factor - 1.00 rT, y - 1.63 in Beam End Fixity Pin:Pin APPLIED LOADS All distances refer to left support, '-' identifies load as.being on left cantilever. Concentrated Loads Dead Load - 3.42 k Live Load = 6.96 k Distance To Load - 26.00 ft Uniform Loado Dead Load = 0.13 k/ft Live Load - 0.66 k/ft Distance To Start - -12.00 ft Distance To End - 26.00 ft 1350.00 in4 29.10 in4 111.55 in3 8.31 in3 9.139 in 2.340 in SUMMARY USING w24x55, Max Stress Ratio - 74.38t, Min Defl. Ratio - 398.75 TABULAR SUK MY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment - 145.6 195.7 k-ft Placed DL LL LL•ST LL LLrST Stress = 15.35 20.50 kai for Max Only SCntr SCntr @Canta OCants Shear - 18.60 134.07 k Stress = 2.00 14.40 kai Moments.. M+'A Center - 145.6 0.0 0.5 0.0 0.0 0.0 k-ft Deflection - 0.602 M- @ Center s 43.5 43.5 0.0 145.9 0.0 k-`_t fb / Fb i max 0.744 0 Left - 13.3 13.3 0.0 60.1 0.0 k-ft fv / Fv 9 max 0.139 a Right . 43.5 43.5 0.0 145.6 0.o k-ft Min. DL Defl Ratio - 1454.25 Shears... 0 Left = 9.89: 2.19 4.80 0.00 9.89 0.00 k Min. TL Defl Ratio = 358.75 a Right - 18.60 5.24 9.56 0.00 18.60 0.00 k Deflection.. 0 Center = 0.139 0.034 0.010 0.034 0.139 0,034 in 0 Left - 0.452 0.10.1 0.045 0.103 0.103 In 2 Right = 0.6c2; 0.165 0.113 0.165 0..452 0.602 0,165 in at 0.00 ft - 0,000 0.000 0.000 0.000 0.000 In Reactions 0 Lert = 17.74. 1.52 7.02 1.82 6,16 1.82 k Reactions a Right - 33.67 8.63 13.83 8.63 25.55 8.63 k 111161199E 18:27 8170927304E INTEC SERVICES-INC. PAGE 11 STRUCTURAL ENGINEERING CALCULATION 11/16/98 job#: 98-2836 CARRYM BEAM BEAM DATA STEEL 'SECTION DATA Center Span Length 16.00 ft AISC Section s w24x55 Left Cantilever 12,00 fe Section Depth = 23.57 in 1xx Right Cantilever 10.00 ft Web Thickness - 0,395 in Iyy unbraced Length 2.00 ft Section Width - 7.01 in Sxx Beam Wt. is ADDED To applied loads Flange Thickness - 0,505 in Syy Live Load Foc Acting with Short Term Section Area , = 16.20 in2 r:XX Fy 36 ksi Section Weight - 55.00 r:yy Load Durat on Factor l.00 r y t - in Beam End Fixicy Pin:Pin APPLIED LOADS All distances refer to left support, --' identifies load as being on:left cantilever. Concentrated Loads Dead Load - 2.57 k Live Load = 5.03 k Distance To Load - 26.00 ft Dead Load Live Load Distance To Start Distance To End SUMMARY Max Stress Ratio - 59.53t, Min Defl. Ratio - 495.22 TABULAR SUMMARY OF LOAD COMBINATIONS USING w24x55 Uniform Loads 0.11 k/ft 0.63 k/ft 12.00 ft 26.00 ft 1350.00 in4 29.10 in4 114.55 in3 8.31 in3 9.129 in 1.340 in Maximums... Actual Allowable Dead Load Loads Placed as follows Moment 116.5 195.7 k-ft Placed DL LL LL+ST LL LL-ST Stress 12.20 20.50 ksi for Max Only mCntr OCntr MCants ecants Shear 15.58 134.07 k Stress 1.67 14,40 ksi Moments.. M+ 0 Center = 116.5 0.0 219 010 0.0 0.0 k-ft Deflection 0.485 M- a Center - 35.0 35.0 0.0 116.5 0.0 k-ft fb / Fb k max 0.595 a Left = 13.3 23,3 0.0 58.3 o.o k-ft fv / rV 4 max 0.116 a Right - 35.0 35.0 0.0 116.5 0.0 k-fc Min. DL Defl Ratio - 1823.23 Shears... a Left = 9.60 2.19 5.13 0.00 9.60 0.00 k Min. TL Defl Ratio = 495.22 a Right - 1S.58 4.39 7.83 0.00 15.58 0.00 k Deflection.. a Center = 0.117 0,027 0,006 0.027 01117 0.027 in A Left = 0.408 0.092 0.035 01092 0.408 0.092 in Right = 0.485 0.132 0.084 0.132 0.486 0.132 in at 0,00 fc - 0.000 0.000 0.000 0.000 0.000 in Reactions 0 Left = 17.66 2.35 7.35 2.35 7,56 2.35 k Reactions a Right 25.63 7.25 12.25 7.25 20.82 7.26 k 11/4 6/199e le:27 81709273046 INTEC SERVICES INC. I STRUCTURAL ENGINEERING CALCULATION 11/16/98 Job* 98-2836 CROSS BEAM p, SEAM DATA STEEL SECTION DATA Center Span Length - 26.OD it AISC Section v127[45 Left Cantilever = 0.00 ft Section Depth 12.06 in Ixx 350,00 in4 ' Right Cantilever - 0.00 it web Thickness 0.335 in Iyy 50.00 in4 hibraced Length = 9.00 ft Section width 9.05 in Stec 58.04 in3 Ream wt. is ADDED To applied loada Flange Thickness 0.575 in Syy 12.43 in3 Live Load Not Acting with Short Term Section Area 13.20 in2 r:xx S.149 in Fy = 36 ksi Section Weight 44.93 1i r:yy 1.946 in Load Duration Factor = 1.00 rT, y 2.16 in 8vam End Fixity Pin:Pin APPLIED LOADS - Concentrated Loads Dead Load 5.08 k Live Load 9,50 k Distance To Load 26.75 it Uniform Loads Dead Load 0.03 k/ft Live Load 0.14 k/ft Distance To Start 0.00 ft Distance To End 26.00 ft SUMMARY USI19G w12x45, Max Stress Ratio 98.99t, Min Defl. Ratio - 303.49 TABULAR SL-WARY OF LOAD COMBINATIONS Maximums- Actual Allowable Dead Load Loads Placed as follow* Moment 103.4 104.5 k-ft Placed DL LL LL48T LL LL45T Stress 21.38 21,60 kai for Max Only Cntr Cntr Cants Cants Shear 12.17 58.28 k Stress 3.01 14.40 ksi Moments.. Mr Center = 103,4 36.4 103.4 0.0 0.0 0.0 k-ft Deflection 1.028 M- Center - 0.0 0.0 0.0 0.0 0.0 k-ft fb / Fb mat 0.990 Left = 0.0 0.0 0.0 0.0 0.0 k-ft fv / F'v , e max 0.209 0 Right - 0.0 0.0 0.0 0.0 0.0 k-ft Min.'DL Defl Ratio = 660.59 Shears... Left = 7.97 2.83 7.97 0.00 0.00 O.00 k Min. TL Defl Ratio - 303.49 @ Right - 12.17 4,30 12.17 0.00 0.00 0.00 k Deflection.. O Center 1.028 0.363 1.028 0.363 0.000 0.000 in 0 Left = 0.000 0,000 0.000 0.000 0.000 0.000 in 0 Right - 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions 0 Left - 7.97 2.93 7.97 2.83 0.00 0.00 k Reactions 0 Right = 12,17 4.30 12.17 4.30 0.00 0.00 k 11/16/1998 18:27 8170927304E INTEC SERVICES INC. STRUCTURAL ENGINEERING CALCULATION PAGE 08 i I I 11 /16/98 job#: 98-2836 01OSS BEAM REAM DATA STEEL SECTION DATA Center Span Length - 26.00 ft AISC Section wl2x40: Left Cantilever - 0.00 ft Section Depth - 21.94 in IXX 310.00 ins Right Cantilever = 12.00 ft web Thickness = 0.296'in Iyy 44.10 in4 unbraced Length = 9.00 ft Section width - 8.01 in Sxx 51.93 in3 Seam Wt. is ADDED To applied loads Flange Thickness = 0.515.in Syy 11.02 in2 Live Laad'Not Acting with Short Term Section Area = 11.80,in2 r:xx 5,126 in Py - 36 kai Section Weight r 40.06 1 r:yy 1.923 in Load Durakion Factor = 1.00 rT, y - 2.14 in Beam End Fixity Pin:Pin APPLIED LOADS Concentrated Loads Dead Load - 2.30 k Live Load = 5.80 k Distance To Load = 5.75 ft Uniform Loads Dead Load 0.03 k/ft Live Load - 0,14 k/ft Distance To Start = 0.00 ft Distance To End - 38.00 ft SUMMARY USING w12x40, Max Stress Ratio = 50.56t, Min Defl. Ratio - 437.33 TABULAR SUMMARY OF LOAD COMBINA-1IONS Maximums... Actual Allowable Dead Load Loads Placed as follows Moment = 47.3 93.5 k-ft Placed DL LL LL-ST, LL LL-ST Stress = 10.92 21.60 ksi for.Msx Only Cntr Cntr FCants Cants Shear - 8.82 50.72 k Stress = 2.50 14.40 ksi Moments.. M. m Cancer = 47,3 13.4 47.3 0,0 11.3 0,0 k-ft Deflection - 0.639 M- a Center - 6.3 5.3 0.0 15.2 0.0 k-ft fb / Pb t mat 0.506 O Left - 0.0 010 0.0 0.0 0.0 k-ft fv / FV I max 0.174 0 Right = 5.3 5.3 010 15.1 0.0 k-ft Min. DL Defl Ratio = 2159.03 Shears... Q Left - 8.82. 2.55 8.82 0.00 2,18 0.00 k Min. TL Defl Ratio = 437.33 0 Right - 4.71 1.68 4.71 0.00 7.48 0.00 k Deflection... ® Center = 0.555 -0.145 0.555 0.145 0.074 0.145 in I Lest - 0.000 0.000 0.000 0.000 0.000 0,000 in Right = 0.659 0.110 0.659 0.110 0.152 0.110 in at-'"`- 0,00 ft - 0.000 01000 0.000 0.000 0.000 in Reactions 0 Left = 8,82: 2.55 8.92 2.55 2.18 2.55 k Reactions Q Right - 7.60 2.57 5160 2.57 4.56 2.57 k P P 2 i 15, 1 A) F VG) E w 1 - C.. ti b n 4 rro.x L_ Q l t 0 11/6/199818:21 8170927304E INTEC SERVICES INC. PAGE 04 a 1' 1/16/98 STRUCTURAL ENGINEERING CALCULATION job#: 98-2836 WALKWAY BEAM G• A BEAM DATA STEEL SECTION DATA Center Span Length - 65.26 ft AISC Section w27x94• Left Cantilever = 0.00 ft Section Depth 26.92.in Ixx 3270.00 in4 Right Cantilever - 14.93 ft wab Thickness 0.490 in Iyy 124.00 in4 unbraeed Length = 9.o0 fc Section Width 9.99 in Sxx 242.94 in3 Beam wt. is ADDED To applied loads Flange Thickness 0.745 in Syy 34.82 in3 Live Load Not Acting with Short Term Section Area 27.70 in2 r:xx 10.865 in Py 36 ksi Section Weighc 94.05 # r:yy 2.116 in Load Duration Factor - 1.00 rT, y 1.53 in iy Beam End Fixity Pin:Pin APPLIED LOADS Uniform Loads Dead Load = 0.07 k/ft Live Load - 0.30 k/rt Distance To Start - 0.00 ft d - 80 08 ft DistanceToEn - SUMMARY usirG v27x94, Max Stress Ratio - 49.50t, Min Defl. Ratio = 260.50 TABULAR SUMMA4Y OF LOAD COMBINATIONS Dead Load + Loadt Placed as follows Maximums••• Actual Allowable Placed DL LL LL+ST LL LL+ST Moment - 238.1 481,0 k-ft for Max Only Cncr aCntr Cants Canes Stress = 11.76 23.76 ksi Shear - 15.42 1. 17 299. 95 14. 40 k ksi Moments.. M+ 2 Center - 33B.1 78.6 239.1 0.0 63.7 0.0 k-ft Stress - M- a Center = 28.0 18.0 0.0 51.0 0.0 k-fc Deflection - 1,910 0. 0 0.0 0.0 010 0.0 k-ft fb / Fb k maX 0.495 Left - 18. 0 18.0 0.0 51.0 0.0 k-ft fv / Fv r MAX 0.081 Right Left - 14.97 5.08 14.87 0.00 4157 0.0o k Min. DL Defl Ratio = 691.09 Shears- 15. 42 5.63 15.42 0.00 6.73 0.00 k Min. TL Defl Ratio - 260.50 a Right = 1. 910 0.619 0,462 0.619 in. Deflection.. 4i Center - 1.910 0.619 4a Left = 0,000 0.000 01000 0.000 0.000 0.000 in o Right - 1.365 0.399 1.365 0.399 0.170 0.399 in at 0.00 ft = 0.000 01000 0.000 0.000 0.000 in Reaction* a Left - 14.07 5.08 14.67 5.08 4.57 5.o8 k Reactions 0 Right r 22.80 8.06 17.85 8.06 13.01 8,06 k 11/.16/199E le:2' 81709273048 INTEC SERVICES INC. PAGE 05 U16198 STRUCTURAL ENGINEERING CALCULATION M o joh#: 98-2836 6 WALKWAY BEAMS CtA%LRLKiV 1 t+sah-1 BEAM DATA STEEL SECTION DATA Center Span Length 22.75 ft AISC section w2lx44 Left Cantilever a 8.00 ft . Section Depth - 20.66 in IXx 843.00 in4 Right Cantilever 9.00 ft Web Thickness = 0,350 in Iyy 20.70 in4 Unbraced Length 9.00 ft Section Width 6.50 in Sxx 81.61 in3 Beam Wt. is ADDED To applied loads Flange Thickness = 0.450 in Syy 6.37 in3 Live Load Not Acting with Short Terni Section Area + 13.00 in2 r:xx 8.053 in Fy 36 ksi Section Weight - 44,14 # r:yy 1,262 in Load Duration Factor 1.00 t rT, y = 1.57 in Beam End Fixity Pin:Pin APPLIED LOADS a> All distances refer to left support. '-' identifies load as being on left cantilever.. Uniform Loads Dead Load 0.07 k/ft Live Load 0.30 k/ft Distance To Start 5.00 ft Distance To End 31.75 it SUMMARY USING w21x44, Max Stress Ratio = 17.10, Min Defl. Ratio = 2062.71 TABULAR SUMMARY OF LOAD COMMINATIONS Maximums... Actual Allowable Dead Load T Loada Placed as follows Moment r 23.4 136.0 k-ft Placed DL ILL LL+ST LL LL+ST Stress - 3.43 19.99 ksi for Max Only QCntr QCntr Cant= OCants Shear - 4.81 104.13 k Stress - 0.67 14.40 ksi Momenta.. M+ a Center 23.4 4.0 23.4 0.0 0.0 0.0 k- ft Deflection - 0.097 M- a Center - 4.6 4.6 0.0 16.8 0.0 k- ft fb ! Fb 4 max 0.172 0 Left - 2.3 2.3 0.0 6.0 0.0 k-ft fv / Fv 1; max 0.046 Q Right = 4.6 4.6 0.0 16.9 0.0 k-ft Min. DL Defl Ratio = 19878.45 shears... Q Left 4.61 1.20 4.61 0.00 2.14 0.00 k Min. TL Defl Ratio - 2062,71 Q Right - 4.81 1.40 4.81 0.00 3.66 0.00 k Deflection.. Q Center = 0.086 0.012 0.086 0.012 0.025 0.012 in 0 Left - 0,093 0.010 0.093 0.010 0.035 0.010 in Q Right = 0.097 0.001 0.097 0.001 0.084 0.001 in at 0.00 ft - 0.000 0.000 0.000 0.000 0.000 in Reactions 0 Left - 6.98 1.90 S.31 1.90 3.03 1.90 k Reactions Q Right = 9.07 2.43 5.84 2.43 5.50 2.43 k Page S 11/16/1998 18:27 8170927304E INTEC SERVICES INC. PAGE 06 11/16/98 STRUCTURAL ENGINEERING CALCULATION y lab#. 98-2836 VALKWAY REAM CM2grl rJh wt BEAM DATA STEEL SECTION DATA Center Span Length 41.00 ft AISC Section v2lxdd Left Cantilever 0.00 ft Section Depth 20.66 in Ixx 843.00 in4 Right Cantilever 0.00 It Web Thickness 0.350 in Iyy 20.70 in4 Unbraced Length 9.00 ft Section Width 6,50 in Sxx 81.61 in3 Beam Wt. is ADDED To applied loads Flange Thickness = 0.450 in Syy 6.37 in3 Live Load Not Acting with Short Term Section Area 13.00 in3 r:xx 8.OS3 in Fy 36 kai Section weight 44.14 # r:yy 1.262 in. Load Duration Factor 1.00 rT, y 1.57 In t Beam End Fixity Pin;Pin APPLIED LOADS Uniform Loads Dead Load 0.07 k/It Live Load 0.30 k/ft Distance To Start 5.00 ft Distance To End 31.75 ft SUMMARY USING v21xd4, Max Stress Ratio = 58.32t, Min Defl. Ratio - 510.51 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Lead Loads Placed as follows Moment - 79.3 136.0 k-it Placed DL LL LL+ST LL LL-ST Stress = 11.66 19.99 kai for Max Only Cntr OCT.tr Scants OCants Shear - 8.10 104.13 k Stress = 1.12 14.40 kai Moments.. M- a Center - 79.3 22.5 79.3 0.0 0.0 0.0 k-ft Deflection -0.964 M- 9 Center = 0.0 0.0 0.0 0.0 0.0 k-ft fb / Fb : MAX 0,583 m Left - 0.0 0.0 0.0 0.0 0.0 k-It fv / ?v t Max 0.078 9 Right - 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio - 1786.60 Shear*••• 0 Left = 8.10 2.27 8.10 0.00 0.00 0.00 k Min. TL Defl Ratio - 510.51 O Right 5.45 1.77 5.4S 0.00 0.00 0.00 k Deflection.. a Center - 0.964 0.275 0.964 0.275 0.000 0.000 17,. 0 Left = 0.000 0.000 0.000 C.000 0.000 0,000 in a Right - 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 It = 0.000 0.000 0.000 0.000 0.000 in Reactions 0 Left - 8.10 2,27 8.1C 2.2*7 0.00 0.00 k Reaction* a Right 5.45 1.77 5.45 1.77 0.00 0.00 k G ~ q IF-r + = 2 3 5 L w, = Ca pT) C14 0 - 2 4(O j7, - 4.1 MAX Urjf y\,k,-cc---o ur,-tj G-F-44 I" -Ok M - x Lo 11/16/199E' 16:2 81709273046 INTEC SERVICES INC. i STRUCTURAL ENGINEERING CALCULATION PAGE_ 12 i I 11/18/98 COLUMNS (1) Typical)98-2836 calc .width(P)= 20 ft calc. length(P)= 25 ft beams weight-- 0.6 k P= 20 x 26 x 0.03 0.5 = 20.6 k M= 35 k-ft TRY. TS 10 X 10 X -`..' `",= 1 r 3.96 in A= 9.59 inA2 S= 30.1 in^3 kl = 2 x 234 - 117 Fa= 10.71 ksi r 3.96 Fe'- 10.91 ksi fa=PIA= 20.6 9.59 - 2.148 falFa= 2.15 10.7 = 0.201 fb=MIS= 35 x121 30.1 = 13.95 Fb= 30.36 fa/Fa>0.15 fa + fb 0.201 + 13.95 = 0.77 Fa Fb(1-fa1Fe) 30.4 x 0.805 < 1 1-fa/Fe' 0.81 ANCHOR BOLTS & BASE PLATE T=(2 X 0.969 X 19.8)1.33 = 51 kips M=1/12 x 51(8+6)-59.5 ft-k > 35 ft-k Use 4 1-1X diam anrh-Qr bolts alF o c with 22" sar x 3/4" base elate and 4-3/4" stiff plate Pagel?, 11/,16/1996 18:27 6170927304E INTEC SERVICES INC. PAGE 14 11/16/98 STRUCTURAL ENGINEERING CALCULATION by Mowlesh Ramarapu P.E. FOOTING job#: vertical load: P= 52 k moment M= 54 k-ft calc. surface S= 920 sq-ft uplift resist.=S(Ce x Cq x gs)1.5= 920 x 34.4 pds soil bearing pressure= 2500 psf soil lateral pressure= 150 psf/ft of depth area of footing req-d= P/sbp= 52 / 2.5 = 20.8 sq-ft r SQUARE: 4.56 say 5 ft A= 25 sgft check for overturning: assumed depth= 7 ft d^2= 4.25xPxh = 4.25 x 54 x1000 = 30.91 S3 x B 150 x 7 x 7.071 d= 5.23 say: 8.5 ft 7,5' + 1' ISLAND chock for uplift: 31875 <= ROUND: 5.14 say: 5,5 ft diam A= 23.75 sqft check for overturning: assumed depth= 7.5 ft d^2= 4.25xPxh = 4.25 x 54 x1000 = 37.09 S3xB 150 x 7.5 x 5.5 d= 6.09 say: 8.5 ft 7.5' +l' ISLAND check for uplift: 30276 <= USE: 5-Oo'SQR 8- DEEP USE: 5-'-6" RND 8' DEEP r 1 I Page 1.4 Y11/,16/1996 16:27 8170927304E INTEC SERVICES INC. PAGE 13 11/16/98 STRUCTURAL ENGINEERING CALCULATION COLUMNS (2)-center (next to walkway joh#: 98-2836 P= M= r TRY: TS 10 X 10 X N,77 -5 k1 2x 246 = r 3.9 fa=P/A= 52 / 9..59 = fa1Fa= 1.59 / 9.7 = fb=M/S= 54 xl2/ 30.1 - fa/Fa>0.15 t2 k 64 k-ft r- 3.96 in A= 9..59 inA2 S- 30.1 in'3 124.2 Wksi Fe'=Iy ksi 1.59 0.164 Ei< 21.53 fa + fb = 0.164 + 21.5 - 0.95 < 1 Fa Fb( 30.4x1.33 x 0.63 1-fa/Fe'= 0.83 ANCHOR BOLTS & BASE PLATE T=(2 X 0.969 X 19.8)1.33 = 51 kips M=1112 x 51(8+6)=59.5 ft-k > 54 ft-k Use 4 1-1/4"diam an hor bolts 16" o-c,with 22" s r x 3/ " base plate and 4-3/4" stiff plate Page t i 0 11/16/1996 18: 27 61709273046 INTEC SERVICES INC. PAGE 15 SPREAD FOOTING STRUCTURAL ENGINEERING CALCULATION Wed • AXIAL LOADS DIMENSIONS D&SIGN DATA 14.43 k Width Along X-% Axis - 6.50 ft Allow, Soil Pressure 2500.0 pef Dead Load 36;.7 k Length Along Y-Y Axis ft Short Term Increase 1.00 Live Load - 0'.0 k Thickness - 48.000 in Save Pedietal Height 0.00 in Short Term Load - 0.00 in Column Dim. Along X-X Axis= 0.00 in Seismic Zone 1 Ecc. Along X-X Axis = Along Y-Y Axis - 0.00 in Column Dim. Along Y-Y Axis- 0.00 in Overburden Weight 110.00 psf Ecc. Live & Short Term Loads Don-t Act Together concrete weight 145.0 pcf Y-Y AXIS ROTATION FORCES X-X AXIS ROTATION FORCES, Pressures A LeLt1R13ht r fdg"7,L..Pressures m Top/Hoc Moment: DL = O.O k-ft Moment: DL r0.0 k-it LL 0.0 k-ft LL 0..0 k-ft Short Term 0,0 k-ft Short Term 54..0 k-It Shear: DL - o.00 k Shear: DL 0:00 k LL = 0.00 k LL 0,00 k Short Term - 0.00 k Short Term 0.00 k SUMMARY Moments & Shears Soil Pressure D+L DTL+ST Max. Allocable Max Pressure = 1900.a pef 2222.8 pef Mu/Phi - 11.5 k-fc Allocable Pressure - 2500.0 psf 2500.0 paf Vu:i Way - 0.0 psi 93,1 poi 166.2 p3i X' Ecc. of Resultant = 0.0 in 0,0 in Vu:2 Way e 7.2 psi 1.5 :1 Y' Ecc. of Resultant - 0.0 in 14.9 in Overturning Ratio- 2.6 :1 Service Load Pressures••-• Left Right Top Bottom DL - LL- 1900.4 psf 1900.4 Dgf 1900.4 psi 1900.4 peI 1031.5 pef 1031.5 psf 2223.8 psf 0.0 paf Dead+liverShort Term Left Right Top Bottom Factored Load Pressures..•• ACI Eq 9-I = 2921.2 paf 2922.2 psf 2921.2 psf 2921.2 paf 1083.1 pef 1083.1 psf 2333.9 psf 0.0 paf ACI Eq 9-2 ACI Eq 9-3 - 922.4 psf 928.4 psf 2000.5 pef 0.0 psf FOOTING DESIGN f'c - 3000 psi 'm'- Fy /(.85f'c) - 23.53 day - 60000 pal 1%h:1...2 (f`c).S - 109.54 psi Rebar CL Clear to Soil = 3.5 in Vn:2... 4(f'c)'.5 = 219.1 psi Min. Steel t ` - 0.0014 FACTORED SHEAR FORCES ACI 9-1 ACI 9-2 ACI 9-3 Vn • Phi Tvo3Way Shear = 7,17 psi 1.34 psi 1,15 psi 186;23 psi OneiWay: Vu O Left - 0.00 psi 0.00 psi. 0.00 psi 93.11 psi One3Nay: Vu v Right = 0.00 pgi 0.00 psi 0,00 Pei 93.11 psi OnCAWay: Vu 0 Top - 0.00 psi 0.00 psi 0.00 psi 93.11 psi Onedway: Vu a Bottom R 0.00 Pei 0.00 psi 0.00 psi . 93.11 psi FACTORED MOMENTS ACI 9-1 ACI 9-2 ACI 9-3 Ru As Req'd Mu/Phi Q Left - 11.5 k-ft 2.1 k-fc 1.8 k-ft 5.6 psi 0.806 in'2/ft Mu/phi • Right 11.5 k-ft 2.1 k-ft 1.8 k-ft 3.8 p3i 0.806 in-2/ft Mu/Phi 0 Top = 11.5 k-ft 1.1 k-ft 6.1 k-ft 5.8 psi 0.806 in"2/fe Mu/Phi 0 Bottom - 11.5 k-ft -3.8 k-ft -2.4 k-ft S.8 psi 0.906 in"2/ft SERVICE LOAD OVERTURNING STABILITY static Short Term Factor of Safety Y b Y AXIS = --None- --None-- Factor of Safety X d X A`CI8 - --None-- --None--. iPagel ' CITY OF SANFORD FIRE DEPARTMENT ' 4 1- 1303 South French Avenue 0 ( Sanford, Florida 32771 j 407 302-1091 407 302-1097 FAX p Plans Review Sheet K Date: February 23, 1999 Business Address: 500 C RN 427 Occ. Chap. 24 Business Name: 7-11 Ph. Contractor: TBA Ph. Reviewed [ ] Reviewed with comment [ X ] Rejected Reviewed by: Bart Wright, Fire Protection Inspector I31 Appltc od Newmercritie; 3165 sgft L2 Mixed — N/A 1.3 Special Definitions — N/N 1.5 Classification of Hazard of Contents - Ordinary 1.6 Minimum Construction — N/R; SBCCI Type VI up; NFPA Type V (000) 2.2 Means of Egress Components — O.K. 2.3 Capacity of Egress — O.K. 2.4 Number of Exits — O.K. 2.5 Arrangement of Egress — O.K. 2.6 Travel Distance — O.K. 2.7 Discharge from Exits — O.K. 3.1 Protection of Vertical Openings — N/N 3.2 Protection from Hazards — N/N 3.3 Interior Finish — Class "B" 3.4 Detection, alarm and Communications Systems — N/R 3.6 Corridors — N/N ., 4 Special Provisions — N/R 5 Building Services — N/R 5.1 Utilities 5.2 HVAC 5.3 Elevators, Escalators, Conveyors (4A-47) 5.4 Rubbish Chutes, Incinerators, and Laundry Chutes Sanford City Code - Chapter 9 Fire Sprinklers: N/R Monitoring: N/R IV Other: NFPA 1 3-5.1 Fire Lanes — N/R 3 G' 1Kej Box; Redu re unless occuppen 2 hogs 3- 7.1 Bldg. Address Number Posted and Legible - Required; will field locate and verify Interplan Practice Ltd Architecture/Engineering/interior Dwign AA-CO0130?, May 4,1999 City of Sanford Fire Department 1303 South French Avenue Sanford, Florida 32771 Mr. Hart Wright Reference: Underground Storage Tank Plan Revisions 1P # 99928.09 7-Eleven, Store #32766, SR 427 & Lake Mary Blvd - Dear Mr. Bart Wright: Dear Mr. Wright, Per the phone conversation you had with my Engineering Project Manager, Rick Krietemeyer, here is the letter you spoke about in regards to the scope of work changes for the above referenced 7-Eleven Convenience Store.. Previous Scope of Work:.Install four (4) new steel underground storage tanks and three 3) product piping to gas dispensers. Revised Scope of Work: Install three (3) new fiberglass underground storage tanks and two (2) product pipes for gas dispensers with blenders. Please accept this letter as an attachment to the plans for your review process and call Bob Grant, Permit Coordinator with our firm, to let him know when the plans have been approved Thanks for your assistance. Sincerely, IN LAN PRA CYut LTD. Francois Trahan, P.F. Director of Engineering enclosures cc: Rick Krietemeyer, Interplan Practice, Ltd - Bob Grant; Interplan Practice, Ltd. John Rawson, Interplan Practice, Ltd. Members of theAmerican Institure ofArchitecrs r r 7-Eleven Store #32766 S.R. 427 @ Lake Mary Blvd. Sanford, FL I.P. #98929 Interplan Practice Ltd. ArchitecturelEngineering/Interior Design AA-0001302 933 Lee Road, 1st Floor Orlando, Florida 32810 Telephone 407.645-5008 Fax 407.629-9124 IN"MRPLAN P R A C T I C E Anti -Flotation Computation For (3)10,000 gal double wall fiberglass tanks 8 ft, in diameter and 311- 6. 5" long reference attached drawings) 1. Assumptions a) Wet season water table at ground surface. b) Weight of pumps and equipment is ignored. c) Weight of concrete 150#/CF submerged 87,6#/CF d) Weight of soil 100#/CF submerged 60#/CF 2. Upward Force: Volume Displaced (three tanks) (Shipping weight 4,085# or weight w/brine 5,664#) V = 10,000 gal 7.48gal/CF V„=1337CFx3=4011 CF F = 4011 CF x 62.49/CF = 250,286# f.s. = 1.1 x 250,286 = 275,315# 3. Downward Force a) b) Weight of tanks =5,664 x 3 Weight of slab over tanks 41x41x8/12 Gemini\office\3outWand\98929\929cg3.doc V d 3 - 10,000 gal tks L=31'-6.5" D=8' Total Upward Force = 275 15# 16,992# 98,170# Members of the American Institute of Architects Interplan Practice Ltd. Architecture/Engineeringllnterior Design c) Volume of overburden (three tanks) Where: B, = 27 x 28 = 756 SF B2 = 41 x 41 = 1681 SF V = (h/3) (B, + B2 + SIB, x 132) - (V/2) V = (6.83/3) [(756) + (1681) +(756 x 1681)) - 1337 x 3 2 V = 6109 CF Force = 6109 CF x 60#/CF = 366,555# d) Weight of deadman Outer deadman 2 - 1 x 1 x 32 = 64 x 87.6#/CF = 5,606# Interior deadman 2 - 2 x 1 x 32 = 64 x 87.6#/CF = 11,212# Total Downward Force = 498,535# No additional tie downs required. Crcmud ofr"\SrnAhhutd\98929\929cal3.doc Net Downward Force = 223,241# Members of the American Institute ofArchitects