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HomeMy WebLinkAbout200 E Lake Mary 04-585, 04-734, 04-1023 New construction Happy bays car washS t ? SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1788, Sanford, Fl. 32772 407 302-2520 / FAX (407) 302-2526 Pager (407) 918-0395 Plans Review Sheet Date: December 3, 2003 Business Address: 200 East Lake Mary Blvd Occ. Ch. #40- #381ndustrial- New Business /Car Wash Reviewed [ ] Reviewedwith comment [ ] Rejected Reviewed by: Timothy Robles, Fire Protection Inspector/Plans Examiner Comment: Plans reviewed as IndustOccupancy. FD reserves right to require applicable code requirements if occupancy use changes. Functional FareHydran required t `e within 250" ft form building New Interior 2750 sq. ft. build out 3 1. 1 Application — New New 2,750 sq ft type IV construction building 1. 2 Mixed — N/A 1. 3 Special Definitions — None 1. 4 Classification of Occupancy — Industrial / Business, 2,750 square feet building 1. 5 Classification of Hazard of Contents — Ordinary 1. 6 Minimum Construction — N/R 2. 2 Means of Egress Components — O.K. less than 75' ft of travel distance 2. 3 Capacity of Egress — O.K. , one (1) allowed per L.S.C. Chp #7 2. 4 Number of Exits — O.K. one (1) allowed per L.S.C. Chp #7 2. 5 Arrangement of Egress — O.K., will field verify 2. 6 Travel Distance — O.K. 2. 7 Discharge from Exits — O.K., will field verify 2. 8 Illumination of Means of Egress - Battery Back up One required SANFORD FIRE bEPARTMENT FIRE PREVENTION DIVISION r 4 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1788, Sanford, FI. 32772 407 302-2520 / FAX (407) 302-2526 Pager (407) 918-0395 2.9 Emergency Lighting — See blueprints on electrical page emergency lights required in equipment room, bath room, and office area 2.10 Marking of Means of Egress — One required (])over main door 2.11 Special Features — O.K. 3.1 Protection of Vertical Openings — — N/N 3.2 Protection from Hazards — N/N 3.3 Interior Finish — Class "B" or `A' 3.4 Detection, Alarm and Communications Systems — N/N 3.5 Extinguishing Requirements — as per NFPA 10 (SEE BLUE PRINTS PAGE #3; floor plan) 10 L.B. Co2 fire extinguisher (equit. Room) 3A 10bc fire extinguisher (office area) 3.6 Corridors — 4 Special Provisions 5 Building Services 5.1 Utilities — 5.2 HVAC — 5.3 Elevators, Escalators, Conveyors (4A-47) — N/A 5.4 Rubbish Chutes, Incinerators, and Laundry Chutes — N/A Sanford City Code — Chapter 9 Fire Sprinklers: Not Required Monitoring: Not Required Other: NFPA 1 3-5.1 Fire Lanes — 3-6.1 Key Box -Required 3-7.1 Bldg. Address Number Posted and Legible — Required; will field verify, see blue prints Six (6) inch in size contrasting in color with (E) FOR EAST Defining I r SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1.788, Sanford, Fl. 32772 407 302-2520 / FAX (407) 302-2526 Pager (407) 918-0395 Plans Review Sheet Date: December 3, 2003 Business Address: 200 East Lake Mary Blvd Occ. Ch. #40- 438Industrial- New Business /Car Wash Business Name: Happy Bays Car Wash Ph. (407) 829-4987 FAX () Comment: Plans reviewed as n ti al ius taess Occupancy. FD reserves right to require applicable code requirements if occupancy use changes. Functional Kire Hydran equted to b wtth n 25Q ft form butldtng New 4,544 sq ft type IV'construction_building 1.1 Application — New New 4,544 sq ft type IV construction building 4 1.2 Mixed — N/A 1.3 Special Definitions — None 1.4 Classification of Occupancy — Industrial / Business, 4544 square feet building 1.5 Classification of Hazard of Contents — Ordinary 1.6 Minimum Construction — N/R 2.2 Means of Egress Components — O.K. less than 75' ft of travel distance 2.3 Capacity of Egress — O.K. , one (1) allowed per L.S.C. Chp #7 2.4 Number of Exits — O.K. one (1) allowed per L.S.C. Chp #7 2.5 Arrangement of Egress — O.K., will field verify 2.6 Travel Distance — O.K. 2.7 Discharge from Exits — O.K., will field verify 2.8 Illumination of Means of Egress — Battery Back up One required f r f SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION D 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1788, Sanford, Fl. 32772 407 302-2520 / FAX (407) 302-2526 Pager (407) 918-0395 2.9 Emergency Lighting — See blueprints on electrical page emergency lights required in equipment room, bath room, and office area 2.10 Marking of Means of Egress — One required (I)over main door 2.11 Special Features — O.K. 3.1 Protection of Vertical Openings — — N/N 3.2 Protection from Hazards — N/N 3.3 Interior Finish — Class `B" or `A' 3.4 Detection, —Alarm —and Communications Systems — N/N 3.5 Extinguishing Requirements — as per NFPA 10 (SEE BLUE PRINTS PAGE #3; floor plan) 2)ROWRE5 > 10-L.B.- Co2 fire extinguisher (equit. Room) 3A 1 Obc fire extinguisher (office area) 3.6 Corridors — 4 Special Provisions 5 Building Services 5.1 Utilities — 5.2 HVAC — 5.3 Elevators, Escalators, Conveyors (4A-47) — N/A 5.4 Rubbish Chutes, Incinerators, and Laundry Chutes — N/A Sanford City Code — Chapter 9 Fire Sprinklers: Not Required Monitoring: Not Required Other: NFPA 1 3-5.1 Fire Lanes — 3-6.1 Key Box -Required 3-7.1 Bldg. Address Number Posted and Legible — Required; will field verify, see blue prints Six (6) inch in size contrasting in color 2 CALCULATIONS FOR Job: HAPPY BAYS CARWASH ARNING: 7101 Address: SANFORD, FL. 22'X94'X 12'-O" These calculations apply to the job at this address only.) Client: ARMING INDUSTRIES, INC. Index to Calculations Sheet Item 1. SPECIFICATIONS 2. PURLINS 3. CROSSBEAMS 4. COLUMNS 5. ANCHOR BOLTS, BASEPLATE 6. SPREAD FOOTING 7. J CUBE FOOTING 8. CAISSON FOOTING Copyright 8/03 ENG: SL JOB # o3 S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 r ROGER W. GALLAGHER Scottsdale, Arizona 85251 CIVIL ENGINEER FLORIDA # 44263 (480) 946-2010 Fax: (480) 946-1909 5632 E. HORSESHOE RD. SCOTTSDALE, AZ 85253 480) 948-6908 T' I) I -/ kX SPECIFICATIONS: Job number: 7101 Customer: HAPPY BAYS CARWASH Location: SANFORD, FL Size Width: 22' Length:94' Clearance: 12'-0" Number of columns: (8) Column spacing widthwise: 14'-0" lengthwise: 29'-8", 14'-811, 29'-8" Facia: 30" Live load:'?-psf Snow load: ,?"psf Wind load: 30 psf Uplift: 31.25 psf ASCE 7-95 QO mph Exp. `C') Based on past experience wind controls over seismic design. DG`S tC.-V Go &t P C. Y W1 i +i 'Za o i r p t Tom^! OF S.*V Ti+ 71-c o 2r bA_ j°s , c Gt S tic: 5 2 rr- a SPG 5 StC-cz.Spc:r, COLUMN r? URLIN I rCROSSBEAM 9 -9 t C. 29 -8,. 15'-2" 29'-8" C.B. - 9,f C.B. C. . 4 t I 6 ? i'U 2 u /J s,z1 cr1& W to tZ CT`tP/ COL. C I r,•o 14' - W IO,c (Z. (T7P/ I P(9 n nis-ate, I 2 c 3 •; 3.sp, I' 6" 4t " 2: 6" COL. COL. COL. COL. 29'-8" 10't 1Kd l ab Pe+• .002,S6 1,0,c,$S+110 )C,87x.8{l,2 a 2,2.01-1DMCco-" 'F--O C.a q p C.o M r4, t n, r->+ L+ GJ W C W la) jaw- 21Zv- I -S - Z8,(oPs DC1 t C N t P1 4-jv 1-104.p 10 A Q ROOF PANELS: Use 2 1/2" x 12" x 24 Ga. Steel flat roof panels, Grand Prix. Capacity of these panels for ZS psf (max load) is 131 34Max. Span & 3-d Max overhang. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 7101 Date: 8/03 By: SL Job No.: y -03 SH.: 1 S.E. CONSULTANTS, INC. 5800 E. Thomas Rd. Suite 104 Scottsdale, Az 85251 S.E Consultants, Inc. . Stan Lorenc Date: 08127103 Page: STEEL BEAM DESIGN PURLIN BEAM DATA STEEL SECTION DATA Center Span Length 29.66 ft AISC Section w1 Ox12 Left Cantilever 9.25 ft Section Depth 9.87 in Ixx 53.80 in4 Right Cantilever = 0.00 ft Web Thickness 0.190 in lyy 2.18 in4 Unbraced Length = 7.00 ft Section Width 3.96 in Sxx 10.90 in3 Flange Thickness 0.210 in Syy 1.10 in3 Live Load Not Acting with Short Term Section Area 3.54 in2 r:xx 3.898 in Fy 50 ksi Section Weight 12.02 # r:yy 0.785 in Load Duration Factor = 1.00 rT, y 0.96 in Beam End Fixity Pin:Pin APPLIED LOADS All distances refer to left support, V identifies load as being on left cantilever. Uniform Loads Dead Load - 0.20 klft Distance To Start - 9.25 ft Distance To End - 29.66 ft SUMMARY USING w10x12, Max Stress Ratio = 96.64%, Min Defl. Ratio = 189.43 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment - 18.3 18.9 k-ft Placed DL LL LL+ST LL LL+ST Stress = 20.12 20.82 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear = 3.32 37.51 k Stress 1.77 20.00 ksi Moments.. M+ @ Center 18.3 18.3 0.0 0.0 0.0 0.0 k-ft Deflection = -1.749 M- @ Center 8.7 0.0 0.0 0.0 0.0 k-ft fb I Fb : % max = 0.966 @ Left = 8.7 0.0 0.0 0.0 0.0 k-ft fv I Fv : % max = 0.089 @ Right - 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio = 189.43 Shears... @ Left 3.32 3.32 0.00 0.00 0.00 0.00 k Min. TL Defl Ratio = 189.43 @ Right - 2.73 2.73 0.00 0.00 0.00 0.00 k Deflection.. @ Center = 1.749 1.749 0.000 1.749 0.000 1.749 in @ Left = 1.172 1.172 0.000 1.172 0.000 1.172 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = O.d00 0.000 0.000 0.000 0.000 in Reactions @ Left 5.21 5.21 0.00 5.21 0.00 5.21 k Reactions @ Right = 2.73 2.73 0.00 2.73 0.00 2.73 k Dl= 0.20 klf b/3-r---.., V4.4C1 (c) 1983.96 ENERCALC 2 S.E. CONSULTANTS, INC., KW-0602060 5800 E. Thomas Rd. Suite 104 Scottsdale, Az 85251 S.E Consultants, Inc.. Stan Lorenc STEEL BEAM DESIGN PURLIN Date: 08127103 Page: BEAM DATA STEEL SECTION DATA Center Span Length 15.17 ft AISC Section w1 Ox12 Left Cantilever 0.00 ft Section Depth 9.87 in Ixx 53.80 in4 Right Cantilever 0.00 ft Web Thickness = 0.190 in lyy 2.18 in4 Unbraced Length 8.00 ft Section Width 3.96 in Sxx 10.90 in3 Flange Thickness = 0.210 in Syy 1.10 in3 Live Load Not Acting with Short Term Section Area 3.54 in2 r:xx 3.898 in Fy 50 ksi Section Weight = 12.02 # r:yy 0.785 in Load Duration Factor 1.00 rT, y = 0.96 in Beam End Fixity Pin:Pin APPLIED LOADS Uniform Loads Dead Load 0.20 klft Distance To Start 0.00 ft Distance To End 15.17 ft SUMMARY USING w1Ox12, Max Stress Ratio - 38.01 %, Min Defl. Ratio - 1168.43 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 5.9 15.4 k-ft Placed OL ILL LL+ST LL LL+ST Stress 6.46 16.99 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear - 1.55 37.51 k Stress - 0.83 20.00 ksi Moments.. M+ @ Center - 5.9 5.9 0.0 0.0 0.0 0.0 k-ft Deflection - -0.156 M- @ Center 0.0 0.0 0.0 0.0 0.0 k-ft fb I Fb : % max = 0.380 @ Left = 0.0 0.0 0.0 0.0 0.0 k-ft fv I Fv : % max = 0.041 @ Right - 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio = 1168.43 Shears... @ Left - 1.55 1.55 0.00 0.00 0.00 0.00 k Min. TL Defl Ratio = 1168.43 @ Right - 1.55 1.55 0.00 0.00 0.00 0.00 k Deflection.. @ Center - 0.156 0.156 0.000 0.156 0.000 0.000 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ 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 @ Left = 1.55 1.55 0.00 1.55 0.00 0.00 k Reactions @ Right 1.55 1.55 0.00 1.55 0.00 0.00 k IIIIIIIIIIIIIIIIIIIIIillillllllllllllllllDL= 0.20 klf V4.4C1 (c) 1983.96 ENERCALC P z. 4 S.E. CONSULTANTS, INC., KW-0602060 r- 5800 E. Thomas Rd. Suite 104 Scottsdale, Az 85251 S.E Consultants, Inc. . Stan Lorenc STEEL BEAM DESIGN CROSS BEAM BEAM DATA Center Span Length = 14.00 ft AISC Section Left Cantilever = 1.50 ft Section Depth Right Cantilever = 1.50 ft Web Thickness Unbraced Length = 7.00 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short Term Section Area Fy = 50 ksi Section Weight Load Duration Factor = 1.00 rT, y Beam End Fixity Pin:Pin Date: 08/27103 Page: STEEL SECTION DATA vv10x12 9.87 in Ixx 53.80 in4 0.190 in lyy 2.18 in4 3.96 in Sxx 10.90 in3 0.210 in Syy 1.10 in3 3.54 in2 r:xx 3.898 in 12.02 # r:yy 0.785 in 0.96 in APPLIED LOADS All distances refer to left support, '-' identifies load as being on left cantilever. Concentrated Loads Dead Load 3.88 k 5.28 k 3.88 k Distance To Load 1.50 ft 7.00 ft 15.50 ft SUMMARY USING w10x12, Max Stress Ratio - 68.41%, Min Defl. Ratio = 914.04 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment 12.9 18.9 k-ft Placed DL LL LL+ST LL LL+ST Stress - 14.24 20.82 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear - 3.90 37.51 k Stress 2.08 20.00 ksi Moments.. M+ @ Center = 12.9 12.9 0.0 0.0 0.0 0.0 k-ft Deflection = -0.183 M- @ Center = 5.8 0.0 0.0 0.0 0.0 k-ft fb I Fb : % max = 0.684 @ Left = 5.8 0.0 0.0 0.0 0.0 k-ft fv 1 Fv : % max = 0.104 @ Right = 5.8 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio = 914.04 Shears... @ Left = 3.90 3.90 0.00 0.00 0.00 0.00 k Min. TL Defl Ratio = 914.04 @ Right = 3.90 3.90 0.00 0.00 0.00 0.00 k Deflection.. @ Center - 0.183 ., 0.183 0.000 0.183 0.000 0.183 in @ Left = 0.037 0.037 0.000 0.037 0.000 0.037 in @ Right = 0.039 0.039 0.000 0.039 0.000 0.039 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 6.62 6.62 0.00 6.62 0.00 6.62 k Reactions @ Right = 6.62 6.62 0.00 6.62 0.00 6.62 k Y .1G Y M N M II II II J J J I sol 1400 I,sol 1 (c)1983-96 ENERCALC S.E. CONSULTANTS, C,10 L J tit. j A C 1 l &--ti S r x-cs s rZ- . v c>r o k/ Fn-CAVf . 2, l 7 , (z+ i , z 8.21-w r 3• F(L/r-Q- +46/T, e < < o Go // L v ,. Grp s - `, - -., C.v , r— c-VLo Av P m- T?- > 2l • l li k S i u P L I F-T = , o 24-,e 2 3, ¢' -O. S - 6 ,14 / a CAI >3 0 --3 T 5-t, L o O N -k oL>j-j T—n'-0 xn c.n-'ra...L t'o A,t l t L) k/—.,. l 5A.H r- l., C ^-k — PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: j O ( Date: U3 By: S.(, Job No.: 6d ¢-D 3 SH.: 4 S.E. CONSULTANTS, INC. 6 N clw-o ra 'So L.11-S RE-T- : " ST rW .0 O 2.A L %TB-r-- L IJ F S l &-N ` q,'-r LY N N S , SAS a LE: 7' L4r7 t-i DSZ- C-IZ I T I Goa-L. LO A4• 6 C.o 0 til T L O N I S w 1 r N M 1 6-4 1 M U M A k I A L. 1-0-ArkC b 1,,,) A N b 1l A k I t--t V H -t O Kr:rwrTO 1) 4c. grx kd - a 1) to 3CIi) 7-- 0 t 4- 4.) +C-I d 4-)7 4 xS -1 . 12. 3 + 2. x3 ours • N p . kct = 4 T 2 FO CZ L - A • 3 G -F3 O c.TS TT- _ s Ul I' 4- x 22 _ G L 01,1 A N GL-1-o o c.TS 2 M I k IV, PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: J By: S-(— Job No.• 1 G"-O----> SH.• S' S. E. CONSULTANTS, INC. CZ. SSLGT CTt p C F3= la UPLi Fr 4 .0-4CLS 2s. k- vo L v XA, o z2 C-c pjon-A--.lr-M Try xL 3 a z z S = N-25 G l z 719 , TV T7a-L, v G-R-q" C C-A- t, Co c& 1.43ks c Rv - I.10 4- s. 4-0 S-o - krdL SO L I t STnA A-Z D kl-- 1.skr PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: B3 By: SG. Job No.: 61 4¢ -rJ3SH.: S.E. CONSULTANTS, INC. C.: FO 0 1 ) K_t- p S t t}-awl I G-nrt-p 'I G rZ v +a, Or1..`-s LJ t:.o c} - Fo 077 h - b C ST-?4-N-t_;p h _ j=o o 71 AJ-b,-_ b 1-0 AJ ; J A, -C o L-A '--^- _ S (OG L- P5 12_ v 8 C. '/a ?3 L-t=; 2-3 S. -=O 2 S A-&Jlr s c am 7,, 3 k. s Fl 2.34X.6L Po 0T r 2.. '-0 4 VPI.iTTz ,ld- 4- L 0 F7- 7c-007- FZpi,PLa 7m7- a N cl o tr3 TI C-$- 04 w/(Hook ht 410 P vi 3t3Tle D.G. Ut -' k SQVJ R.. CONC.RETE -MIN. COMPRESSIVE STRENGTH OF F-C - 3000 PSI @ 28DAYS 050 PCF) 4' SLUMP ( MAX.) (FOOTING DESIGN BASED ON 2500 PSI CONCRETE) t REINFORCING - ASTM 1 A-615 GRADE 60 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: © 1 Date:U-'L> By: SL Job No.: t 6244-03 SH.: Z S. E. CONSULTANTS, INC. G/N C, 7--0 0 rI N'Z,_ .D S;z 16- i D t53 ! (9.!'j p IZ Cts2. V S Cr =Oj2, I-4 v L C W id t lR—c cf - 7=0 0 i nh-. O c7- T-4 t h- - S7'ra -t- 'F rmLz t-1 C. .o L,c-E 14-0rL1 nrTa-t- nl.cr C'ft S1Xb 7-1 ti1Z, D! A r t rya-+-5rz P R- v L i - 2 J . 'c0 2 S A--n'-r l L 7-Y c r 1- 4 •,¢ c s, Ci-F to O I` 1 &fz, - T I L p L l I` 1? G l to "- l G14- T- n r- U T r AJr, ,.. ^ D ?+ P L- LA Al f d Q / Wit. L (ol V ,. r j G+t, 3-O 1: /A CONCRETE- MIN. COMPRESSIVE STRENGTH OF F"C - 3000 PSI @ 2S DAYS (150 PCF) V SLUMP (MAX.) [FOOTING DESIGN BASED ON 2500 PSI CONCRETE) REINFORCIN2 ASTM i A-615 GRADE-60 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ip Date: , By: c>-L Job No.: 16,q-4-, -3SH.: 5 S.E. CONSULTANTS, INC. I CALCULATIONS FOR Job: HAPPY BAYS CARWASH ARNING: 7102 Address: SANFORD, FL. 28'-0"X96'-7"X12'-0" & 35'-0"X41'-O" These calculations apply to the job at this address only.) Client: ARNING INDUSTRIES, INC. Sheet 1. 2. 3. 4. 5. 6. 7. 8. Index to Calculations Item SPECIFICATIONS PURLINS CROSSBEAMS COLUMNS ANCHOR BOLTS, BASEPLATE SPREAD FOOTING CUBE FOOTING CAISSON FOOTING Copyright 8/03 ENG: SL JOB # S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 ROGER W. GALLAGHER `-- Scottsdale, Arizona 85251 CIVIL ENGINEER FLORIDA # 44263 (480) 946-2010 Fax: (480) 946-1909 5632 E. H0RSESHOE RD, SCOTTSDALE, AZ 85253 480) 949-6909 SPECIFICATIONS: ' Job number: 7102 Customer: HAPPY BAYS CARWASH Location: SANFORD, FL Size Width:28'-0" Length: 96'-7" 35'-011 41'-011 Clearance: 12'-0" Number of columns: (33) Column spacing widthwise: SEE DWG lengthwise: SEE DWG Facia: 24" Live load: ?_?-psf Snow load: 22 psf Wind load:'30 psf Uplift: 31,ZS p ASCE 7-95 &110 mph Exp. `C') Based on past experience wind controls over seismic design. W W 1 (oat Ilp'`X ,8ik.8 1,2 1•qP DGVgo Far LOAD r9 o u+h'cry l rtG f w p LCL 16•^7• CO_. , 6.-7 COL. 10" 7 """ti. 1 Iis%r'. M/''jI bb LE 0r 11 • , SP(Tf I 1 r ` COLLVM I•I I1 I - Li / I P ? JRLIN- I}-CGjL--. COKOWIC BLOCK WALL BY OIREiS [TW.).-N I i II i I I I II '11 1 I II , I I• tl ii I • 14 14 15 14 14 i'; C5L W(;KWi `" w rd f I I I I I 4 I'1{Y/ it PI L` 1 NI NI WIG1. I I 1 W N I I I I I WIG L. Ir A11 II 11 II II I X I'I LCL iI1 :: 0 1 [ 111 41 ql j x N yl yL In IL JIJL _JL 'l JL CCA- ]• 1 col.. C^L i COL. COL. CCt. CCL. COL LW. ROOF PANELS: Use 2 1/2" x 12" x 24 Ga. Steel flat roof panels, Grand Prix. Capacity of these panels for 'L2 psf (max load) is 12'"11"Max. Span & Max overhang. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 7102 Date: 8/03 By: SL Job No.: lvyS- D3 SH.: 1 S.E. CONSULTANTS, INC. S.E. Consultants Title : Job # 5800 E. Thomas Rd Dsgnr: Date: 8:14AM, 18 JAN 02 Scottsdale, Az Description 480)946-2010 Scope Steven Schaub, P.E., S.E. Rev: 510300User: 10300 060,Ver5.1.3:22•Jun1999,Win32 Multi -Span Steel Beam C) 1983-99 ENERCALC Description PURLINS (three span condition) Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Span 1 Span 2 Span 3 Span ft 16.06 16.00 16.00 Steel Section W6X9 W6X9 W6X9 End Fixity Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 8.00 8.00 8.00 Loads Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 0.044 0.044 0.044 Live Load k/ft 0.242 0.242 0.242 Results Mmax @ Cntr k-ft 5.86 1.83 5.86 @ X = ft 6.40 8.00 9.60 Max @ Left End k-ft 0.00 7.32 7.32 Max @ Right End k-ft 7.32 7.32 0.00 fb : Actual psi 15,803.9 15,803.9 15,803.9 Fb : Allowable psi 19,138.9 19,138.9 19,138.9 Bending OK Bending OK Bending OK fv :Actual psi 2,737.4 2,281.2 2,737.4 Fv : Allowable psi 20,000.0 20,000.0 201000.0 Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 1.83 2.29 2.75 Shear @ Right k 2.75 2.29 1.83 Reactions... DL @ Left k 0.28 0.77 0.77 LL @ Left k 1.55 4.26 4.26 Total @ Left k 1.83 5.03 5.03 DL @ Right k 0.77 0.77 0.28 LL @ Right k 4.26 4.26 1.55 Total @ Right k 5.03 5.03 1.83 Max. Deflection in 0.469 0.035 0.469 @ X = ft 7.15 8.00 8.85 Span/Deflection Ratio 409.6 5,422.8 409.6 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 1.83 2.29 2.75 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 7.32 7.32 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 2A S.E. Consultants Title: 5800 E. Thomas Rd, Dsgnr: Scottsdale, Az Description 480)946-2010 Scope: Steven Schaub, P.E., S.E. Rev: 510300 User: KW-0602060, Ver 5.1.3, 22-Jun-1999, Win32 Multi -Span Steel Beam11983.99 ENERCALC Description Two Span Condition Purlins Job # Date: 8:22AM, 18 JAN 02 Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Span 1 Span 2 Span ft 16.67 16.67 Steel Section W8X10 W8X10 End Fixity Pin -Pin Pin -Pin Unbraced Length ft 8.33 8.33 Loads Live Load Used This Span ? Yes Yes Dead Load k/ft 0.045 0.045 Live Load k/ft 0.249 0.249 Results Mmax @ Cntr k-ft 5.74 5.74 @ X = ft 6.22 10.44 Max @ Left End k-ft 0.00 10.21 Max @ Right End k-ft 10.21 0.00 fb : Actual psi 15,691.0 15,691:0 Fb : Allowable psi 16,663.0 16,663.0 fv : Actual psi Bending OK 2,283.3 Bending OK 2,283.3 Fv : Allowable psi 20,000.0 20,000.0 Shear OK Shear OK Reactions & Deflections Shear @ Left k 1.84 3.06 Shear @ Right k 3.06 1.84 Reactions... DL @ Left k 0.28 0.94 LL @ Left k 1.56 5.19 Total @ Left k 1.84 6.13 DL @ Right k 0.94 0.28 LL @ Right k 5.19 1.56 Total @ Right k 6.13 1.84 Max. Deflection in 0.238 0.238 @ X = ft 7.00 9.67 Span/Deflection Ratio 841.5 841.5 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 1.84 3.06 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 10.21 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 S.E. Consultants 15800 E. Thomas Rd Scottsdale, Az Column Loads Gravity Loads Column Check Dead Load = 6.00 psf Use 'Column 4 Fy = 46 ksi Live Load = 22.00 psf T.S. 4" x 4" x 3/16" Fa = 7.2 ksi Column Clear Height = 12.00 feet Tributary Width to Column = 16.00 feet A = 2.77 in.A2 Maximum Reaction to Column = 4.58 kips S = 3.3 in.A3 r = 1.54 in. Effective Tributary to Column R/(LL+D = 163.57 ft^2 K = 1.5 Total Dead Load to Column = 0.98 kips KL / r = 151.95 fa (P / A) = 1.65 ksi Wind Loads fa / Fa = 0.23 > 0.15 Wind Uplift Pressure (Wp) = 31.25 psf Use Equation # 2 Total Wind Uplift = Wp * Te = 5.11 kips fb = Mw / S = 15.13 ksi Total Wind Uplift to Column = 4.13 kips Fb = .6 * Fy = 27.6 ksi Lateral Wind Loads Lateral Wind Pressure = 30.00 psf Height of Exposed Fascia = 2 feet Total # of Lateral columns = 3 Effective Column Height = 13.00 feet Lateral wind load to each column = 0.32 kips Moment due to wind loading = 4.16 ft-kips Reduced Wind Moment (*.75) = 3.12 ft-kips Reduced Lateral Wind load (*.75) = 0.24 kips Eq #1: fa/Fa + fb/Fb < 1.0 0.78 < 1 Use Eqn. #2 Eq #2: fa/Fa + (Cm x fb)/(1-fa/F'e) x Fb) < 1.0 0.86 < 1 Column O.K. Mmax =3.12 ft-kips H=Z Rmax =4.58 Kips 4) 5/8" Dia. Bolts Earthquake Lateral/Longitudinal Load to Column -1997 UBC Zone 1 Vs = Cv x I / (R x T) = 0.610 W 30-4) Z 0.075 Vs = 2.5 x Ca x I / R = 0.136 W 30-5) 1 1 Vs = 0.11 x Ca x I = 0.013 W 30-6) Ca 0.12 Vs = 0.8 x Z x Nv x I / R = N.A. W 30-7) Cv 0.18 Na 1 Total D.L. to Column = 0.981 kips Nv 1 Vs (Controls) = 0.134 kips R 2.2 T = 0.035 * (hn)^0.75 0.134 r Reliability/redundancy Factor 1 E = r*Eh 0.134 kips 30-1) Earthquake Moment to Column 0.803 ft-kips Wind Loading Controls Use: T.S. 4" x 4" x 3/16"' Column w/ (4) 5/8" Dia. Bolts Column to Crossbeam The most critical load condition is with moments due to lateral wind loading and DL only applied to the structure Preliminary Unless Sealed on Cover Sheet Job #: Arning Job #: 7 /b Z 9/12/2003 Sheet #: S.E. Consultants 5800 E. Thomas Rd Scottsdale, Az Connection At Footin Column Loading Gravity Load (P) = 4.58 kips Maximum Moment to Column = 4.16 ft-kips Wind / Seismic Reduction? (Y/N) = Y Gravity Load (P) To Footing = 3.44 kips Moment to Column = 3.12 kip-ft EFv=Tb + P - fc• Wb. kd 2 EM=Sbolts + fc Wplate kdWplate - kd M 12 2 2 3)_ 12 in. F - Allowable Comp. to Concrete (fc) = 1 ksi (kd.fC.Wplatel P Column Width (Cw) = 4 in. 2 J Gusset Length (Lg) 0 in. Gusset Height (Lg) try Oin. Base Plate Width (Wplate) = 12 in. Bolt Spacing = 8 in. Solve above formulas for kd: = 29.12 in. 0.88 in. 3 out in Maximum Bolt Tension (Tb) = 2.34 kips 5/8" Dia A-36 Bolts = 2) Bolts = 1.17 kips/bolt 2, Bolts per side Use 5/8" x V-0" Embed A-36 Anchor Bolts Base Plate & Gusset T 12 in. 4 in.1 0 I 0 5.9 kips/bolt kd > Lg Mp=fc 2. Wplate l'(Lg - kd) + 3 kd Gusset Thickness = 0 in. It Plate Thickness (T) = 0.75 in. Maximum Moment to Plate (Mp) = 2.34 kips -in M _ l ( kd - Lg) L 2 Wplate + 1 - kd - Lg Lgz. Wplate Fb = 36 ksi p_ kd g 2 I 2 } 3 Fb (allowable) = 21.6 ksi Sx Required (Mp/Fb) = 0.11 inA3 Use Eqn. #3=> Mp=Tb Lb Section Properties of "Double Tee" Gusset Part A Y Ay Ay^2 to Io + Ay^2 y (1 Base Plate 0.75 in. x 12 in. PI 9.00 0.38 3.38 1.27 0.42 1.69 y (c Gusset (2) 0 in. x 0 in. PI 0 0.75 0 0.00 0.00 0.00 12 in. 9.00 3.38 1.69 Ay( c)^2 1.27 Y(c) = 0.375 in. 'Ix = 0.42 in14 y(1 ) = 0.375 in. Sx=lx / y(1) = 1.13 inA3 Base Plate O.K. Use 0.75 in. x 12 in. x 12 in. Base Plate Preliminary Unless Sealed on ///e n Cover Sheet Job #: /'J'.,' Arning Job #: ()Z- 9/12/2003 Sheet #: J Spread Footing Design Footing Resistance Against Overturning S.E. Qonsultants 5800 E. Thomas Rd ' Scottsdale, Az Soil Bearing Check Applied Overturning Moment = 4.16 ft-kips Allowable Soil Pressure 1500 psf D.L. of Structure = 0.98 kips Increases for Width OR Depth 1 0.1 Length of Footing = 5 feet Allowable S. P. w/ Increases 1650 psf Width of Footing = 2 feet Loads Due to Wind or Seismic? (Y/N) y Thickness of Footing = 18 in. S.P. w/ 33% Increase 2200 psf Dead Load of Footing = 2.25 kips Applied Overturning Moment 4.16 ft-kips Volume of Earth in 30 degree Coni = 9.104 ft^3 D.L. of Structure 0.98 kips Dead Load of Earth = 0.910 kips Footing D.L. 2.25 kips Total D.L. = 4.14 kips Total Vert. Load 3.23 kips e' = (Mr - OTM) / Total Vert. Load 1.917 kips D.L. Resisting Moment = 10.355 ft-kips e = L / 2 - e' 0.583 feet L / 6 = 0.833 feet Required Factor of Safety = 1.5 RESULTANT IN MIDDLE 1/3 F. of S. Against Overturning = 2.489 S.P. = P/A +/- M/S Soil Pressure 690.9 psf Overturning O.K. Soil Bearing O.K. Dead Load Resistance Against Uplift FOOTING REINFORCING Applied Uplift Load - Total Wind = 4.13 kips fc 2500 psi D.L. of Structure = 0.98 kips fy 40000 psi Volume of Earth in 30 degree Cont = 9.104 ft^3 d 14 inches Dead Load of Footing = 2.25 kips M, Moment 4.16 ft.-kips Dead Load of Earth = 0.910 kips Mu, Ultimate Moment = 1.7 M 7.072 ft.-kips Total Dead Load Resistance = 4.14 kips Assume a one foot strip F. of S. Against Uplift = 1.003 Mu, = 1.7 M / Width of Footing 3.536 ft.-kips Uplift O.K. Beta 0.85 Phi 0.85 rho, balanced 0.031 m 18.824 Rn 21.224 psi = 0.021 ksi rho, (act) 0.0005 0 0 rho, (req'd.) 0.0005 1.5' Req'd. As 0.090 sq. in. / ft. 0 0 0 0IF 10 Total As Req'd. 0.179 sq. in. 5' x 2' Total As Req'd. (Wind or Seismic) 0.134 sq. in. USE: 3 4 'S As 0.59 sq.in. Reinforcing O.K., Use: 5' x 2' x 18 in. Spread Footing With (3) # 4 Bars (12 in. Min. Spacing) Horizontally each way at the top and bottom of footing. (3" Min Clearance) Preliminary Unless Sealed on i Cover Sheet Job #:/3 Arning Job #: 2102 9/12/2003 Sheet #: c S.E. Consultants 5800 E. Thomas Rd Scottsdale, Az Cube Footinq Design Footing Resistance Against Wind Footing Width x Length = 4 feet Allowable lateral soil bearing = Pa = 0.3 ksf / ft Footing Depth (d) = 2.75 feet Allowable Depth Increase (20% per ft. = 0.525 ksf Column Height (H) = 13.00 feet Maximum Lateral Load (p) = 0.24 kips Footing Diagonal Length (b) = 5.66 feet S1 = (d / 3) * Pa = 0.275 A = 2.34*p / (S1 * b) = 0.36 feet Steel Reinforcement Designed per UBC formula: Steel Tensile Capacity = 21.6 ksi Max Tension to Footirn = 2.34 kips A d=—•4.36-h Area req per side. (As) = 0.11 in^2 2 A Use: As d required = 2.45 feet (Min) 4 # 4 bars per side, 12 Total 0.196 in^2 Depth O.K. 4 # 5 bars per side, 12 Total 0.307 in^2 Soil Bearing Check 4 # 6 bars per side, 12 Total 0.882 inA2 Area of Footing = 16 ft.^2 Allowable soil bearing pressure = 1500 psf Allowable pressure w/ depth increase = 2025 psf Total Load to Footing = 4.58 kips; Volume of Footing = 44 ft^2 DL of Footing = 6.6 kips Max pressure at footing = 286 psf Soil Bearing O.K. Uplift Resistance DL of Structure = 0.98 kips Volume of earth within 30 deg. Cone = 36.09 ft^3 Dead load of earth = 3.61 kips Dead load of footing = 6.6 kips Total resistance against uplift = 11.19 kips Uplift to column 5.11 kips 3) #3 vertical ties top reinforcement 5" 3 ties 2.75' @ 12" Uplift O.K. Use: 4' x 4' x 2.75' Cube Footing With 4 # 4 bars per side, 12 Total Preliminary Unless Sealed on Cover Sheet Job #:l,q-5 Arning Job #: 71O2 9/12/2003 Sheet #: 6 S.E. Consultants 5800 E. Thomas Rd Scottsdale, Az Caisson Footina Desian Footing Resistance Against Wind Footing Diameter 3 feet Allowable lateral soil bearing (Pa) Footing Depth (d) 3.25 feet Allowable Depth Increase Column Height (H) 13.00 feet Maximum Lateral Load (p) 0.24 kips Footing Diagonal Length (b) 3.00 feet S1 = (d / 3) * Pa 0.325 A = 2.34*p / (S1 * b) 0.58 feet 0.3 ksf / ft 0.675 ksf Steel Reinforcement Designed per UBC formula: Steel Tensile Capacity 21.6 ksi Max Tension to Footing 2.34 kips A d=— 4.36 hf Steel req., 1 side (As) 0.11 in^2 1+ 2 A Total Steel req'd. 0.22 in^2 Use: As d required = 3.16 feet (Min) 6 # 4 bars 0.392 in^2 Depth O.K. 6 # 5 bars 0.614 in^2 Soil Bearing Check 6 # 6 bars 0.882 in^2 Area of Footing = 7.07 ft.^2 Allowable soil bearing pressure = 1500 psf Allowable pressure w/ depth increase = 2175 psf Volume of Footing = 22.97 ft^2 Total Load to Footing = 4.58 kips Max pressure at footing = 648 psf Soil Bearing O.K. Allowable Skin Friction (Pa/6) = 250.00 Ib/ft 3) #3 vertical Skin Surface (Excludes top 12") = 42.41 ft^2 ties top reinforcement 5" Skin Friction = 10.60 kips Skin Friction O.K. Uplift Resistance 3.25' 3 ties DL of Structure = 0.98 kips @ 12" Volume of earth within 30 deg. Cone = 44.77 ft^3 Dead load of earth = 4.48 kips Dead load of footing = 3.45 kips Total resistance against uplift = 8.90 kips Uplift to column = 5.11 kips Uplift O.K. Use: 3' Diameter x 3.25' Caisson Footing With 6 # 4 bars vertical. Arning Job #: 2zo Preliminary Unless Sealed on Cover Sheet 9/12/2003 Job #:! yJ TJ Sheet #: GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS 1 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA' 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH: " RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN 2002 Florida State Building Code LOADS TO BE RESISTED BY THE FOUNDATIONS. - DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: 4. REINFORCING BARS. WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, METAL BUILDING DEAD LOAD (D) D+C + L MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR OTHER DEPENDABLE. MEANS. COLLATERAL LOAD (C) D+C + 5..COLUMN FOOTING SHOULD EXTEND AMINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY COMPACTED 3/4L + 3 4W3psfOnRoofMembersO.60D + W / - 3 psf On Supporting framesORTHEFOOTINGSHALLEXTENDTOTHENATURALGRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE: ROOF LIVE LOAD (L) Mezzanine loads combined with the above 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 20 psf on Roofs Member - load combinations at frame line 4-7 With Reduction On Supporting Frames As Permitted By Code D+C + L + MezzD+L ra 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE WIND LOAD (W) - - D + W + MezzD t1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A t1/8 INCH TOLERANCE. High Velocity Hurricane Zone No D+C + 3/41. + 3/4W + 3/4MezzL + MezzD Exposure (Terrain) Category B. Urban 0.60D + WW + 0.6MezzD EA8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARINGSTRESSOF CONCRETE THAT HAS A MINIMUM COMPRESSIVE and suburban areas, wooded areas, or other terrain .with numerous closely spaced STRENGTH OF 2500.P.S.I. AT 28 DAYS. 0 mph Basic 110mphBasicWind Speed (3-second gust) 9. UNLESS EXPLICITLY NOTED OTHERWISE ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS); OTHER MATERIALS, AND LABOR Classification Enclosed Build WindEnclImportanceWindImportanceFactor. 1 SHALL BE SUPPLIED 13Y THE FOUNDATION CONTRACTOR. Occupancy Classification - All buildings and structures 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR. INCLUDING PROJECTION FROM CONCRETE DIAMETER AND QUANTITY. except those listed below - MEZZANINE LOADS: DL - 50 psf 11. THE EMBEDMENT OF THE ANCHOR BOLTS. IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR BOLT EDGE DISTANCE IS THE RESPONSIBILITY OF 50 psf DL THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 100 psf LL Mezxanine loads at frame lines 4,5.6, & 7 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE RISC MANUAL OF STEEL CONSTRUCTION. -NOTE 1.ALLFIELD WELDING ISTOBE PERFORMED BY AN AWS CERTIFIED WELDER USING E70XX ELECTRODES 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE EXCEPT 1/2 INCH DIAMETER BDLTS 2. THIS PROJECT IS DESIGNED AS AN ENCLOSED BUILDING. ACCESSORIES (DOORS, WINDOWS, ETC.) LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL NAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE BY OTHERS MUST BE DESIGNED AS 'COMPONENTS AND CLADDING" IN ACCORDANCE TO SPECIFIC WIND PROVISIONS OF THE REFERENCED BUILDING CODE PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2-INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALLFRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. - 2 1 3- 2 1 FINISH FLOOR 1/2' 0 ANCHOR BOLTS X 6' BASE ANGLE FASTENER ( SEE NOTES #13 & #14) - SNOT BY A. B.C.)'B' t I MINIMUM 1/4' 0 CONCRETE BASE ANGLE ANCHOR BOLT 5 -0' O.C. MAXIMUM SPACING OR - I j I I THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING" :PARTS EQUAL BY OTHERS) i i i i i MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY HEALS SUCH. AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND. VENTILATORS ARE. NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT' . NOT PROVIDED -BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS , MECHANICAL EOUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A 1 3/8 NOMINAL DOOR WIDTH 1 3/8' PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY "GENERAL ERECTION GUIDE', DOOR WIDTH + 2 3 4 1/2' ANCHOR BOLTS THE MBMA MANUAL, LATEST EDITION AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SEE NOTES #13 & # 14) SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION "B" - "B" PRODUCT APPROVALS AND CERTIFICATIONS: 1. STANDARD BUILDING CODE - SBCCI #94100. 12 BASIC SAES. OF TYPICAL OVERHEAD DOOR LAYOUT) 2. UNIFORM BUILDING CODE (ICBO) - i FA-285-CARSON CITY, NEVADA PLANT. 3' INDIANA FOR MORE INFO MFILE ATION)UMBFRS (PLEASE CONTACT YOUR CUSTOMER SERVICE COORDINATOR BASIC MATERIAL SPECIFICATIONS 4. WISCONSIN-/ 200232-M, 13 BASIC STYLES. - 5. CITY OF CLEVEL ND, OHIO DOCKETS S-52-82 PRIMARY FRAMING STEEL - STEELFORMILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATION A 36. ASTM A 572 GRADE- 50 OR 55, OR ASTM 6. CANA)IAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO. CARSON CITY & LACROSSE - - A 992 WITH A MINIMUM YIELD OF 50 KSI.. - - 7. AISC QUALITY CERTIFICATION, CATEGORY MB: STEEL FOR ALL BUILT- UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING; 8. PLANT CERTIFICATION AT CARSON CITY FOR CITY OF SEATTLE. A - ASTM A 1011. GRADE 55 - B. ASTM A 572, GRADE 55 - 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN, UTA1. C. ASTM A 529, GRADE 55 - 10. CITY OF LOS ANGELES FABRICATORS LICENSE #1390 AT CARSON CITY PLANT. STEEL FOR ALL ENDWALL ' C' SECTIONS SHALL CONFORM TO ASTM A 1011. GRADE 55. If. CITY OF HOUSTON, TEXAS FABRICATOR APPROVAL #478. - STEEL FOR PIPE SECTIONS SHALL CONFORM TO ASTM A 53, GRADE B OR ASTM A"500. GRADE B. - 12. STANDING SEAM II / STANDING SEAM 360 WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO.S 93 AND 210A AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 13. LOC SEAM / LOC SEAM 360 WINO UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO.S 238. 238A, 2389. 238C. SECONDARY FRAMING STEEL 331, 332. 336, 435, 451, 487 & 567 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS STEEL USED TO FORM PURLINS, GIRTS. EAVE STRUTS AND 'C' SECTIONS SHALL CONFORM TO ASTM A 1011. GRADE 55 OR, IF GALVANIZED, SHALL MEET THE AND SYSTEM DIRECTORY. PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A 653, GRADE 50, CLASS 3 WITH A MINIMUM YIELD OF 55 KSI AND G90 COATING DESIGNATION. 14. LONG SPAN / LONG SPAN III PANEL WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO.S 71. 161 & 167 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 15. 22. GA. STANDING SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120. 16. 24 GA. STANDING SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120, ROOF AND WALL PANELMATiTRIAL - CORPS OF ENGINEERS GUIDE SPECIFICATION 07416 AND HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: - 17. 26 GA. LONGSPAN ul HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-150. PANEL MATERIAL AS SPECIFIED SHALL BE ZINC -COATED (GALVANIZED) STEEL. COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653; 18. 24 GA. LONGSPAN III HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-150. - GRADE 80. MATERIAL MAY BE EITHER 26 GAGE OR 24 CAGE - - 19.. 22 GA, LOC-SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-180. PANEL MATERIAL AS SPECIFIED SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL. CONFORMING TO THE REQUIREMENTS OF ASTM A 792, GRADE 50. MATERIAL 20. 24 GA. LOC-SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120. MAY BE EITHER 26 GAGE OR 24 GAGE - CORPS OF ENGINEERS GUIDE SPECIFICATION 07416 AND HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. W PANEL MATERIAL AS SPECIFIED SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792. GRADE 50 CLASS 2. 21. 24 GA. LOC-SEAM MODIFIED WITH 3M-VHB TAPE i4950 MEETS CODS OF ENGINEERS GUIDE SPECIFICATION 07416. MATERIAL BE EITHER 24 GAGE OR 22 GAGE 22. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.07 - 24 G4. STRUCTURAL STEEL 3' X 24' STANDING SEAM 360 23. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.16 - 22 GA. STRUCTURAL. STEEL 3' X 24' STANDING SEAM 360 24. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.06 - 22 GA STRUCTURAL STEEL 2' X 16' LOC SEW 360 BRACE MATERIALS 25. MIAMI.- DADS COUNTY, FLORIDA ACCEPTANCE NO. 01-0802.07 - 24 GA. NON-STRUCTURAL STEEL ARCHITECTURAL) 2' X 16' LAC SEAM 360 BRACE CABLES: ASTM-A475, 7-STRAND EHS WIRE CABLE BC4 - 1/4' DUL BC5 - 5/16' DIAL 26. MWAI-OADE COUNtt, FLORIDA ACCEPTANCE NO. 00-1120.04 - 24 G4 NON-STRUCTURAL STEEL SC6 - 3/8' DIA. BC8 - 1/2' Dtk ARCHITECTURAL) 2'- X 16' LOC SEAM 360 - REVISIONS MADE I CK' D I DATE JENGRI DATE I NO. REVISIONS I MADE I CWD I DATE I ENGR I DATE DRAWING SUBMITTAL SCALE: NONE DATE SHEET NUMBER DATE REV. N0. SHEET NUMBER DATE REV. N0. ABC-1 10/01/ 03 1 E-11 9/30/03 0 ABC-2 9/30/ 03 0 E-12 9/30/03 0 AB-1 9/30/ 03 0 E-13 9/30/03 0 AB-2 9/30/ 03 0 E-14 9/30/03 0 AB-3 9/30/ 03 0 E-15 9/30/03 0 E-1 9/30/ 03 0 E-16 9/30/03 0 E-2 9/30/ 03 0 E-3 9/30/ 03 0 E-4 9/30/ 03 0 E-5 9/30/ 03 0 E-6 9/30/ 03 0 E-7 9/30/ 03 0 E-8 9/30/ 03 0 E-9 9/30/ 03 0 E-10 9/30/ 03 0 STANDARD ERECTION SHEETS -. ASW- 1.0 DWF- 1.1 LOC-4.0 I LSR-6.0 I I SF5-4.0 SSG-2.2 WAD-2.0 ASW-2.0 OWF- 2.1 LOC-4T.0 I LSR-7.0 SFL-1.0 SSG-2.3 WAD-3.0 ASW-3.0 DWF- 3.1 LOC-5.0 LSR-8.0 SFL-2.0 SSG-2.4 WAD-4.0 AVW-1.0 DWF- 4.1 LAC-6.0 LSR-9.0 SPH-1:0 SSG-2.5 WAD-5.0 AVW-2.0 DWF- 5.1 LOC-6.1 LSR-10.0 SPW-1.0 SSG-3.0 WAK-1.0 AVW-3.0 DWR- 1.0 LOC-6.2 LSR-11.0 SPW-2.0 SSG-4.0 WAL-1.0 BID-1.0 ECD- 1.0 LOC-6.3 V1 LSW-1.0 SPW-3.0 SSG-5.0 WAL-2.0 BID-2.0 ECD- 2.0 LOC-6.4 LSW-2.0 SPW-4.0 SSG-6T.O WAO-1.0 BJD-1.0 EOH- 1.0 LOC-6T.0 LSW-3.0 SRO-1.0 SSG-7.0 WAO-2.0 BJD-2.0 GTD- 1.0 LOC-7.0 MDW-1.0 SRO-2.0 SSG-7.1 WAO-3.0 BJD-3.0 GM' 2.0 LOC-8.0 MDW-2.0 SS2-1.0 SSG-8.0 WAW-1.0 BPD-1.0 LBD-. 1.0 LOC-9.0 MSW-1.0 SS2-2.0 SSG-9.0 WAW-2.0 BPD-2.0 LBD- 2.0 LOC-10.0 PFD-1.0 SS2-ZT.0 SSG-10.0 WAW-3.0 CND-1.0 LFD- 1.0 I LOC-10.1 RFO-1.0 SS2-3.0 SSG-11.0 WAW-4.0 CSO-1.0 LFD- 2.0 I LAC-11.0 SDB-1.1 SS2-4.0 VF4-1.0 WAW-5.0 DEF-1.1 LFD- 3.0 LOC-12.0 SED-1.0 SS3-1.0 VF4-2.0 WAW-6.0 OLT-1.0- LFD- 4.0 LOC-13.0 SF4-1.0 SS3-2.0 VF4-3.0 XLP-1.0 OMF-1.1 LFD- 5.0 LSR-1.0 SF4-2.0 SS3-2T.0 VF4-4.0 XLP-2.0S3 DND-1.0 L02-1.0 LSR-2.0 SF4-3.0 S-3.0 VF5-1.0 XLP-3.0 DRB-1.0 L03- 1.0 LSR-2.1 SF4-4.0 SS3-4.0 VF5-2.0 DRB-2.0 LOC- 1.0 LSR-3.0 ISM-1.0 SSG-1.0 VF5-3.0 DMF-2.0 DRF-1.0 LOC- 2.0 LSR-4.0 SF5-2.0. SSG-1.1 VF5-4.0 DRF-2.1 LOC- 3.0 LSR-5.0 SF5-3.0 SSG-2.1 VA WAD-1.0 THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT AND IS ONLY CERTIFYING THAT THE DESIGH OF THE METAL BUILDING COMPONENTS .FURNISHED BY AMERICAN BUILDINGS " COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. THIS CERTIFICATION EXCLUDES THE ERECTION OF THE STRUCTURE \ p srATus HAPPY DAYS CARWASH FORR CONSTRUCTION DRAWN BY: MSM 9/30/03 LAKE MARY BLVD. FOR PERMIT ONLY CHECKED BY: MARKM 9/30/03 - LAKE MARY , FL FOR PRELIMINARY DESIGN APPD BY: 1 MM 10/01/03 STEEL SYSTEMS & ROOFS EUFAULA DRAWING. 11641101 ABC- 1 NUMBER' Ver. 19.0tJ ROOF PANELS TYPE: L3P GAGE2& COLOR: ALCT PAINT WARRANrY•NO WEATHERTIGHMESS WARRANIY:NO. UL 90 CERTIFICATION: NO WALL PANELS TYPE: UP GAGE.2.i COLOR: REWHP70 BASE: BA-20 PAINT WARRANTY: NO EAVE TREATMENT 1S- STANDARD GUTTER W/ DOWNSPOUTS 40.0 FT O.C. (MAX) FLANGE BACK CUTTER W/ DOWNSPOUTS _ FT O.C. (MAX) SIMPLE SAVE TRIM DELUXE SAVE TRIM ICE AND SNOW TREATMENT NO: TRIM COLORS RAKE TRIM: REWHP70 GUTTER / EAVE: REWHP70 DOWNSPOUTS: REWHP70 FRAMED OPENINGS: REWHP70 CORNER: REWHP70 BASE TRIM: BRSL MISCELLANEOUS: RENHP70 PRIMER COLOR PRIMARY: RED SECONDARY: RED ROOF FASTENERS STANDING SEAM II A. 14 X 1 SELF DRILL HEX HEAD B. 14 X 1 SELF DRILL HEX .HEAD W/ WASHER STANDING SEAM III A. 14 X 1 SELF DRILL HEX HEAD B. 14 X 1 SELF DRILL HEX HEAD W/ WASHER LONGSPAN - A. 12 X 1 1/4 SELFDRILLHEX HEAD W/ WASHER B. 14 X 7/8 SELF DRILL HEX HEAD W/ WASHER LOC SEAM A. $ 14 X 1 SELF DRILL HEX HEAD W/ WASHER B. / 14 X 1- SELF DRILL HEX HEAD W/ WASHER WALL FASTENERS LONGSPAN OR ARCHITECTURAL A. 12 X 1 1/4 SELF DRILL HEX HEAD B. $ 14 X 7/8 SELF DRILL HEX HEAD SHADOW PANEL A. $ 12 X 1 SELF DRILL. HEX HEAD W/ NUT BLANK - B. / 14 X 7/8 SELF. DRILL HEX HEAD _ TRIM FASTENERS ALL FASTENERS ARE /14 x 7/8 SELF DRILL - - FASTENER NOTE A SHEETING/FLASHING TO STRUCTURAL CONNECTIONS B SHEETING/FLASHING. TO SHEETING/FLASHING CONNECTIONS INSULATION NONE BY OTHERS BY ABC THICK WIDTH FACE COLOR ROOF X 4.0 _ — WALLS X _ — RIGID BOARD:_ ROOF: WALLS:_ BEARING PLATE: -- THERMAL BLOCK: BY ABC:— BY OTHERS:— (3/4' THICK ONLY) SPACER STRIP -: (FOR LOG SEAM WITHOUT INSULATION) WALK DOORS QTY SIZE TYPE SWING LOCKSET CLOSER COLOR LINER TRIM LINER TRIM COLOR L 3070 X_ 6070 XJJ _NL —TG Bm WL YES X_NO WHITE YES X-NO 3070 _ 6070 M —JL _FIG YES _NO WHITE YES CIO 3070 _ 6070 M _NL _HG YES _NO WHITE YES _NO 3070 _ 6070 M YNL _HG YES _NO WHITE YES _NO FRAMED OPENINGS OTY WIDTH HEIGHT SILL HEIGHT FR WRAP TRIM LINER TRIM LINER TRIM COLOR 3 10' 12_ YES X-NO YES -X-NO YES NO YES _NO YES NO YES _NO YES NO YES _NO YES NO YES _NO . YES NO YES _NO YES NO YES _NO YES NO YES _NO YES NO YES _NO YES NO YES _NO WINDOWS SELF - FLASHING THERMA-PANE GLASS. BURNISH SLATE OTY WIDTH HEIGHT LINER TRIM. .LINER TRIM COLOR YES _ NO YES — NO YES — NO YES — NO YES _ NO LOUVERS WHITE ADJUSTABLE W/ BIRD SCREEN QTY WIDTH HEIGHT . LINER TRIM LINER TRIM COLOR YES — NO YES — NO YES — NO YES — NO YES — NO LINER PANELS LOC LENGTH HEIGHT PANEL TYPE GAGE COLOR LINER TRIM TRIM COLOR YES — NO YES -- NO YES — NO YES _ NO ROUND 20' THROAT WHITE VENTILATORS QUANTITY RIDGE MOUNTED SLOPE MOUNTED 9" X 10' RIDGE VENTILATORS OTY AT 10' SECTIONS LINEAR .FEET CONTINUOUS ROOF JAXS OTY TYPE DK- 3 1/4' - 4' DIAMETER DK- 5 4' - 7' DIAMETER DK- 8 7' - 13' DIAMETER ROOF CURB FRAMING SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY ( A.B.C.). DO NOT CUT PURUNS FOR CURB FRAMING UNLESS RELEASED BY THE A.B.C. DESIGNER. MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING IS 3000/. THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURBS MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. OTY WIDTH LENGTH SLOPED AT RIDGE ROOF CURBS QTY OUTSIDE WIDTH OUTSIDE LENGTH MIN. HT. GAGE COLOR e' 18 e' 18 SKYLIGHTS L WALL LIGHTS TRANSLUCENT SKYLIGHTS QTY:_ SIZE TRIM: TRANSLUCENT 4' 5' WALL LIGHTS QTY:_ RECENT PRODUCT REVISIONS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS SPECIFIC JOB BUT ARE NOTEWORTHY PRODUCT CHANGES. 1. THINK SAFEfYI FACAD CLEAR CORNER TYPE VERT OR SLOPED HEIGHT LENGTH PROJECTION UNDER FACADE UNIT FACIA PANEL TYPE : GAGE. COLOR: TRIM COLOR -.— SOFFIT PANEL TYPE: GAGE COLOR: TRIM COLOR: BACK PANEL TYPE : GAGE COLOR: TRIM COLOR: CANOPIES SOFFIT SOFFITCLEAR OTY EW SW SLOPE PROJECTION LENGTH UNDER BEAM PANEL TYPE COLOR EAVE TRIM TRIM COLOR: DOWNSPOUT ELBOWS ONLY: — DOWNSPOUT RETURN: — OVERHANGS OTY PROJECTIONLENGTH SOFFIT TYPE COLOR GAGE SW 26 SW 26 DOWNSPOUT ELBOWS ONLY, DOWNSPOUT RETURN: EW 26 p\ EW — 26 PARTITIONS OTY WIDTH LENGTH HEIGHT PANEL TYPE GAGE COLOR SPECIAL NOTES MEZZANINE DECKING PANEL - MRP 26Ga ALCT SCREW FASTENED DATE ENGRI DATE I NO.1 REVISIONS MADE CK'D DATE I ENGR DA DRAWING SUBMITTAL SCALE: NONE DATE STATUSFOR CONSTRUCTION DRAWN BY: MSM 9/30/1 FOR APPROVAL FOR PERMIT ONLY CHECKED BY: MARKM 9/30/1 FOR PRELIMINARY DESIGN APPD BY: I MM /30/O Ver. 19.0 HAPPY DAYS CARWASH LAKE MARY BLVD. ?i% apl LAKE'' ARY ' FL AMERICAN BUILDINGS COMPANY STEEL SYSTEMS & ROOFS DRAWING. N NUMBER' 11641101 ABC-2 0 0O 5 BP04-A O 0 m 41 5 0 Y1N oN Gm v m 1 0a 1 m l 1 m l TcRi m l ml BP03-C - — - —- — — BP01-C ml ml a l0aq114'9 1L m I I I m l I m m l I I 1 1 I I I I 1 I 1 I 1 1 I 17 N W I N I Y I N I N I I N f~V (~1V I 1 1 I 1 I I 1 1 1 1 1 1 I 1 1 i I 1 I I 1 1 1 v11 1 1 1 n 11. 14'9 11 1 m mmaaa m m l m l m l 1 BP04-C BP02-C 1 24'6 ANCHOR BOLT PLAN A601F-A 0OIS o e U N m w w w 16'2 1 1 16'8 1 1 NO. REVISIONS MADE CK'D DATE ENGR DATE NO.1 REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STAB SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA 4%&" AMERICAN BUILDINGS COMPANY FFOROR APPROVAL ON FOR PERMR ONLY FOR PRELIMINARY DRAWN BY. MSM 9/30/03 CHECKED BY: MARKM 9/30/03 DESIGN APPD BY: 1 MM 10/01/03 p NU REV No 0CADBY: 1MarkM 09/z9/o3 08:15:45 Ver. 19.0 MBIER' 11641101 AB-1 REACTION SCHEMATICS M fA e C V Mom\ H 1 1 A C V LOADING CONDITION FRAME LINE 01 A B C Vkips) Hx kips) H kips) V kips) Hx kips) V kips) D+C 0.4 1.3 0.4 D 0.2 0.7 0.2 L 1.2 4.0 1.2 W+ 1.4 1.3 4.7 1.4 W- 1.4 1.5 4.7 1.4 WTX at X braced-1.1 11.8 1 0.0 1.1 1 -1.1 1 1.8 Hx - Horizontal force due to X-brocing in the plane of the wall LOADING CONDITION FRAME LINES 05-06 A C H NPO V kips) Hx kips) H kips) V kips) Hx kips) D+C o.1 1.7 0.1 1.7 D 0.1 1.0 0.1 1.1 L 0.3 3.3 0.3 3.3 WL- 1.8 4.2 2.4 5.4 WLX' of X braced boys) 1.8 1.8 4.7 4.7 0.9 2.4 2.4 5.9 5.9 0.9 W1-> 3.1 4.4 5 0.4 Wl<- 1.8 2.0 3.1 3.5 W2-> 0.6 1 -1.9 0.5 2.0 W2<- 0.6 0.8 0.7 0.7 W3-> 2.3 5.7 2.3 1.0 W3<- 2.7 0.7 2.3 4.9 W4-> 1.4 3.3 1.3 3.4 W4<- 1.4 2.1 1.5 2.1 MEZZL 22.0 22.0 MEZZDL 11.0 11.0 Hx - Horizontal force due to X-brocing in the plane of the wall M A!.-) A C V M A!.-) J A B V LOADING CONDITION FRAME LINES 02-03 A C Hkips) V kips) H kips) V kips) Hx kips) D+C 0.3 1.7 0.3 1.7 0 0.1 0.9 0.1 0.9 L 0.8 4.2 0.8 4.2 WL- 2.8 6.5 1.9 5.6 WLX- at X braced boys) 2.8 6.5 1.9 1.9 7.5 7.5 2.4 W,-> 3.1 4.1 1.2 0.9 W, <- 1.9 1.0 2.9 2.8 W2-> 0.6 3.0 0.5 1.9 W2<- 0.9 0.3 0.3 1.6 W3-> 2.8 5.8 1.5 2.6 W3<- 1 2.2 0.8 2.6 4.6 W4-> 0.3 4.8 0.8 3.5 W4<- 1.2 1 2.0 3.3 Ix - Horizontal force due to X-brocing in the plane of the wall H iA e V LOADING CONDITION FRAME LINE 07 A e C kips) Hx kiPs) H kips) kips) HxI (kips) V kips) D+C 0.3 1 0.9 1 0.3 D 0.1 0.5 1 0.1 L 0.8 2.7 0.8 MEZZL 12.0 2.5 12.0 MEZZD 6.0 1.3 6.0 W+ 0.9 2.2 3.2 0.9 W- 0.9 2.5 3.2 0.9 WTX at X braced boys) 2.8 2.8 1.9 0.0 2.8 2.8 1.9 Hx - Horizontal force due to X-bracing in the plane of the wall WIND 2.2K 1.1K - 1.1K 1 0.8K t 0.8K LOADING CONDITION FRAME LINE 04 A B H kips) V kips) H kips) V kips) Hx kips) D+C 0.3 2.3 0.3 2.3 D 0.2 1.3 0.2 1.3 L 0.8 5.9 0.8 5.9 WL- 1.3 7.3 1.6 7.7 WLX' at X braced boys) 1.3 7.3 1.6 1.6 9.6 9.6 2.4 W1-> 1.6 6.3 0.2 5.5 W, <- 0.1 1 -4.7 1.5 5.7 W2-> 0.5 ii -5.9 0.5 5.9 W2<- 0.4 5.2 0.4 5.2 W3-> 1.4 7.1 0.1 6.2 W3<- 0.2 5.4 1.4 6.5 W4-> 0.4 6.6 0.4 6.7 W4<- 0.3 6.0 0.2 6.0 MEZZL 0.3 11.0 0.3 11.0 MEZZO 0.2 6.0 0.2 6.0 Hx Q Horizontal force due to X-brocing in the plane of the wall D : Uniform dead load. D+C : Uniform dead load including uniform collateral load. E Earthquake (seismic) load. L Uniform live load. S Uniform snow load W: Wind load W% : Wind load where J is the case number. W- . WE- : Wind load with the arrow showing the direction of the wind. W+ : Wind load (pressure) applied perpendicular to the frame. W- Wind load (suction) applied perpendicular to the frame. WL- Longitudinal wind load. WLX" Longitudinal wind load with X-bracing loads included. WTX- Transverse wind load. - ELX- Longitudinal seismic load with X-bracing loads included. ETX' Transverse Seismic load. LPAFHJ- Alternating Five load pattern using full and half load. If the value of / is 1 then the odd numbered spans are fully loaded. If the value is 2 then the even numbered spans are fully loaded. LPDFN/- Alternating five load pattern using full and no load. If the value of is 1 then the odd numbered spans are fully loaded. If the value is 2 then the even numbered spans are fully loaded. LPDFN/- Live loadpatternwith two adjacent spans having full load and all other spans with no load. The value of jf indicates the number of the initial span where the full load Is applied. SPEFH- Snow load pattern with full load on the and spans and half load on all interior spans. SPEHF- Snow load pattern with half load on the end spans and full load on all interior spans. SPAFHJ- Alternating snow load pattern using full and half load. If the value Of / is 1 then the odd numbered spans are fully loaded. If the value is 2 then the even numbered spans are fully loaded. SPSFH/- Snow load pattern with a single span having full load and all other spans with half load. The value of / indicates the number of the span where the full load is applied. SPSHF/- Snow load pattern with a single span having half load and all other spons with full load. The value of / indicates the number of the span where the half load is applied. SPDFHJ- Snow load pattern with two adjacent spans having full load and all other spans with half load. The value of E indicates the number of the initial span where the full load is applied. SDSHF/- Snow load pattern with two adjacent spans having half load and all other spans with full load. The value of / indicates the number of the initial span where the half load is applied. SU: Unbalanced snow load. SUL#<- Unbalanced snow load with the heavier load applied on the left Ide of the ridge. - SUR/--> Unbalanced snow load with the heavier load applied on the H side of the ridge. j PORTAL FRAME REACTIONS ® COLUMN LINE 5-6 e ( WIND DIRECTION MAY BE OPPOSITE) REACTIONS ARE BASED ON 1 BRACED BAYS) NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'O DATE I ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA eiq" AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED B.- MARKM 9 30 03 DESIGN APPD BY: MM 1o/o,/o3 DRAWING. NUMBER' I 11641101 AB-2 REV. NO. 0 CADeY: I MarkM D9/29/03 07:57:21 Ver. 19.0 51 SIDE OFLAB ao I M M CO N 3/4•AB 11 1 t 1 BP01 -A 10 12' 3 3 4 Att n BP04-A 5 1 1t 1t 3/4-AS N co n M I BP05-A a- 9 uulslut ur b OUTSIDE OF SLAB OUTSIDE OF SLAB N+ N n M 1/4-AB 2 2 1 3/4-AD 2 2 1 \ 7 14 4 32 n BP03-A l B 11 BP03-C B BP07-B BP BAS EP LATE DETAILS 04-C BP01 -C 11 31 1 4 . 4 1 7 w 1t1 OI N OUTSIDE OF SLAB BP02-C 51 OUTSIDE SLAB. I M M CO N 11 1J 31 3/4 AB 1 BP03-B P 4, Sufis w 4 3 3 11 Lo — 10 1 BP05-B 10 31 11 1 t 3/4-AB N co M c OUTSIDE E , n I— I SLAB " J 0 BP08-B Y NO.1 REVISIONS MADE I CK'D DATE I ENGR I DATE NO.1 REVISIONS MADE CK-D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE EUFAULA ALABAMA STATUS HAPPY DAYS CARWASH FOR CONSTRUCTION DRAWN BY- MSM 9/30/03 LAKE MARY BLVD. FOR -APPROVAL FOR PERMIT ONLY CHECKED BY: MARKM 9 30/03 LAKE MARY , FL AMERICAN BUILDINGS COMPANY FOR PRELIMINARY DESIGN APPD BY: MM 10/01/03 STEEL SYSTEMS & ROOFS DRAWING. REV.NO. CAD BY::I MarkM 09/29/03 07:57:21 Ver. 19.0 NUMBER-1 11641101 AB-3 D SPLICE QTY I — SIZE DEPTH CEUR-AT SPLICE A B C 4 4 4 1/2 X 1 1/4 11 1/4 2X1/ 2 X 1 1/2 7 7/8 7 7/8 9 1/2 126 13/16 13' 5 15 16 13' 0 3/8 t2I : 1 t FB 12 2 1 25' 0 t 22- 4 7 3 O 5'0(+- 1/16) t 2.0 t 4'0 Y t0 HAEC- 5001 EI-0101A 8 EC- 5002 h 8 1' 3 e T CL OF OLUMN 11'2 t TO Cl OF COLUMN 11'2 t TO CL OF COLUMN 1'3 2 Td CL OF COLUMN B 4 V 25' 0 OUT TO OUT OF GIRT LINE C COLUMN & BEAM CROSS SECTION CS01-A FRAME LINE 01 G NO. 1 REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMfITAI SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY j FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY l FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 30/03 DESIGN APPD BY: MM 10/01/03 DRAWING. NUMBER' 11641101 E-1 REV. NO. 0 cAoBY: MarkM 09/29 03 07:57:18 Ver. 19.0 SPLICE QTY I DEPTH CLEAR AT SPLICE A B 8 8 3/4 X 2 3/4 X 2 1'01 VO 1111 7/16 12'11 12 0 uh t0' 10,11 loll 23'3 CLEAR 101 V 25'0 OUT TO OUT OF GIRT LINE A - C RIGID FRAME CROSS SECTION CS02-A FRAME ID: 11641.101.01A FRAME LINES 02-03 N0. REVISIONS MADE CK'D DATE ENGR DATE N0. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUSHAPPY SCALE: NONE pg7E DAYS CARWASH LAKE MARY BLVD. FOR LAKE -NARY , FLFOR STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION APPROVAL PERMR ONLY FOR PRELIMINARY BY: MSM 9/30/03DRAWN HECKED BY: MARKM 9 30/03 ESIGN APPD BY: MM 10/01/03 DRAWING. NUMBER' 11641101 E-2 REV.NO. 0CADBY. Mark 09/29/03 07:57:19 Ver. 19.0 SPLICE BOLT T SPLICE A B 4 4 1/2 X 1 1/4 1/2 X 1 1/4 7 7/8 7 7/8 22'8 1/16 23.7 1/4 C 4 1/2 X 1 1/2 X 2 7 7/8 23'0 3// 8 11'11 7/16D E 8 8 3/4 3/4 X 2 1b 1'O 12'11 1%2 XH4 2 7 7/8 25'0 OUT TO OUT OF GIRT LINE 1'3 7 11'2 TO CL OF COLUMN B 11'2 TO CL OF COLUMN 1'3 7 12 2 25'0 1 23'8 7 3 O 5'0(+— 1/16) 2'0 2'0 1 2'0 1 4'0 COLUMN & BEAM CROSS SECTION CS01—B UPPER FRAME RIGID FRAME CROSS SECTION CS03—A FRAME ID: 11641101.018 FRAME LINE 04 NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D I DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA p" AMERICAN BUILDINGS COMPANY FFOROR CONSTIVAL ON FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 9 30/03 DESIGN APPD BY: I MM 10/01/03 DRAWING, NUMBER' 641 101 E-3 REV.NO. 0CADBY: MaTkM 09/29/03 07:57:26 Ver. 19.0 A B 8 8 3/4 X 2 3/4 X 2 1'6 1'6 21'5 5//8 22'4 13/16 FB-I FB-1 FB-1 12 2 25'0 22'5 3 O 5'0(+— 1/16) n FB- FB- 1'3 1'3 1'3 22'6 CLEAR 1'3 p 25'0 OUT TO OUT OF GIRT LINE A C RIGID FRAME CROSS SECTION CS02-B FRAME ID: 11641101.02A FRAME LINES 05-06 NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STAB SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY J FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 9 30 03 DESIGN APPD BY: I MM Se 10/01/03 DRAWING. NUMBER' 1641 101 E-4 NO. 1 0CADBY: I MarkM 09/29/03 07:57:22 Ver. 19.0 ABLE SPLICE CITY I — SIZE DEPTH CLEAR AT SPLICE A B C 4 4 4 1/2 X 1 1/2 1/2 X 1 1/2 1 /2 X 1 1 /2 7 7/8 7 7/8 9 7/8 226 13/16 23'5 15 16 23'0 1 12 211 25'0 t 22'4 3 O 5'0(+- 1/16) 1 n? 4'0 7 FB 8 77 7 8 1.3 : 1 1 11'2 : TO CL OF COLUMN 1 11'2 1 TO CL OF COLUMN COLUMN & BEAM CROSS SECTION CS03-8 FRAME LINE 07 NO- REVISIONS MADE CWD DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE v HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY FFOROR CONSTRUCTION RO FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY. MSM 9/30/03 CHECKm BY: MARKM 9/30/03 DESIGN APPD BY: I MM W 1o/o1/o3 DRAWING. NUMBER' 641 101 E-5 REV.NO. 0CADeY: MarkM 09/29/03 07:57:23 Ver. 19.0 L Nj- t 1 Sheeting Direction T n h n h n n n n h n n n n n n n n n n n n ui ui vi vi n lei ui vi vi 0 lei vi 0 In lei 0 vi n ui Iei vi NI NI NI NI NI N1 N1 N1 NI N1 NI NI N1 NI N1 NI Ni NI N1 N1 I e0N N e0N N N N N N to N t0 NN N 10 10 t0 10 N N l0N D N 11 r 1 11Lr MN. eieLr eL 1L 1N1Lr 1a1r. 1a1r. 1L 1(rL 1N- 1a1r. HH nn ROOF SHEETING PLAN RF01 S-A U'L JIRVI um kJm J.A. i I ADJACENT HIGH BUILDINGGIRTLINE --' All I BC4-21.2 BZ14-27.11 3/48R TYPICAL U.N. 24'6 REVISIONS 8Z14-21.5 y4RKTYPICALU.N. 17'6 2 60'8 z OUT TO OUT OF PURUN LINE ROOF FRAMING PLAN RF01 F-A ENGR I DATE I NO.1 REVISIOI BZ16-19.2 1 4P1 TYPICAL U. . 17'111 U. 0 ADJACENT STEP IN EAVE BUILDING - - - > 22 SEE SHEET E-7 FOR HIGH ROOF 0 V 3 DATE DRAWING SUBMITTAL SCALE. NONE DATE EUFAULA ALABAMA STATUS HAPPY DAYS CARWASH FOR CONSTRUCTION DRAWN BY: MSM 9/30/03 LAKE MARY BLVD. FOR APPROVAL CHECKED BY: MARKM 9/30/03 LAKE MARY FLFORPERMITONLY AMERICAN BUILDINGS COMPANY FOR PRU MINARY DESIGN APPD BY: UM 10/01/03 STEEL SYSTEMS & ROOFS DRAWING. RUND. CAD BY MarkM 09 29/03 08:18:20 Vey. 19.0 NUMBER' 1641101 E-6 0 10 0 Z JD O D tY m LIJ 1 OQJ LLI ZO Ll- O (0 UJ I LU LvZLd W= QV) C) LIJ LIJQV) I V m w w w r w w w w w r vi vi wi wi 6 ri N wi - wi wi ui ti vi ui ti In 0NNNNNNNNNNINNNNNIN1NI1u1m1wI10110IoI0110Im10Iw1mIwIo0w10 Na Na Na Na Na Na Na Na Na Na N0. Na Na Na Na Na Na Sheeting Direction ROOF SHEETING PLAN RF01 S-6 cevv a JM ,1Nc fe= a W.) BC4-20.11 X BC4-20.11 X/ cnvc —., um kacc 8Z16-17.7 3/48K 8Z16-18.7 3/4KK 8Z16-17.7 3/4KB TYPICAL U.N. TYPICAL U.N. TYPICAL U.N. 16'2 16'8 16'2 1 4 5 6 7 50'0 OUT TO OUT OF PURUN LINE ROOF FRAMING PLAN RF01 F-B THIS ROOF SYSTEM DESIGN USES WEB CRIPPLING CLIPS FINSTALLED STEM DESIGN USES ANTI —ROLL CUPS INSTALLED AS SHOWN IN SECTION RF50/AA SHOWN IN SECTION RF50/AA ON DRAWING DWR-1.0 DWR-1. LOCATED ON ALL PURLINS ON FRAME LINES: 4 E INDICATED ON FRAME CROSS SECTIONS. mber is: CL-12 Clip Mark Number is: CL-15 NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE I CK'D DATE ENGR DATE DRAWING SUBMITTAL STAB SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 9/30/03 DESIGN APPD BY: I MM 10/01/03 DRAWING. NUMBER' 11641101 E-7 REV.NO. 0CADBY: MaTkM 09 29 03 08:15:40 Ver. 19.0 8 r - - - - - - - - - - - - - - - ER-5001- SC4-17.0----._ 7, i I / I 1)GA-1 V / I / I / I / I / I / SC4-17.4 EC-5002 8Z16-10.6 1/4CZ TYPICAL U. 12*6 1A SZ16-10.6 1 /4ZC TYPICAL U. 12'6 25'0 OUT TO OUT OF GIRT LINE r ENDWALL FRAMING AT FRAME LINE 01-A EC-5001 THCL1 0 Yto a a ai 1.5)BA-20 SHEETING PACKAGE MK## EW01 S-A pr rm`I 0 1H NO. REVISIONS MADE CWD QATE ENGR DATE NO. REVISIONS MADE CK'D I DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS E_ UFAULA ALABAMA AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION FORS FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 9 30/03 DESIGN APPD BY: I MM 10/01/03 DRAWING. NUMBER' IREV.NO. 1 11641 101 E-8 0CADeY: MarkM 09/29/03 07:57:20 Vey. 19.0 5261-- ---- ( 1.5)GA-1., (I'5)RSA-1 BC4-15.6 BC4-15.10 1.5)GA-4, (1.5)RSA-1 \\ EC-5— 20'F---------------- —_-Z RR-0201 -------------- \ 4 EC-5201 a _ a EI-01018 rn 0 0 N h EOGE JOISTcn c iA N 0 FN O' OPEN TO ADJACENT BUILDING --> o z p a o IO o I C.-0202 RC-0201 BZ16-10.6 V4CZ BZ16-10.6 V4ZCTYPICALU.NN TYPICAL U. 12 6 12 6 C 25'0 OUT TO OUT OF GIRT LINE r ENDWALL FRAMING AT FRAME LINE 04—B OPEN TO ADJACENT BUILDING --> SHEETING PACKAGE MK# EW01 S—B NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH. LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY J FOR PREUMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 9 30 03 DESIGN APPD BY: I AIM 10/01/03 DRAWING. NUMBER' 11641101 E-9 ll.N0• 0CADBY: MarkM 09/29/03 07:57:23 Ver. 19.0 0 N N 1.5)GA-1, (1.5)RSA-1 — — I BR5-11,9 --7 I 1.5)GA-1 I (1.5)GA-1 v \ / o \ ! Y I ! \ I BRS-11.9 1 I 8C16-10.6 1 4ZZ 1 1 I HRGBXI I w I \\ I I iI I II g 6.0 X 4'0 ml - ng FRAMED OPENING m nII I I_ I ki I Z DF80C6-6.o — ! L] ! EC-5301 8Z 16-10.6 1 /4CZ TYPICAL U.N. i 25'0 OUT TO OUT OF GIRT UN* E 8C16-10.6 1 SZ 16-10.6 1 /4ZC TYPICAL U. ENDWALL FRAMING AT FRAME LINE 04-B EC-5302 w m 1 cm o I a N N 1.5)BA-20 SHEETING PACKAGE MKS EW04S-B NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERICAN. BUILDINGS COMPANY FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED. BY: MARKM s 30/03 DESIGN APPD. BY: 1 MM 10/01/03 DRAWING. NUMBER' 1641101 E-10 REV.NO. 0CADBY: MarkM 09/29/03 07:57:24 Ver. 19.o rGE-1R rC3.5)TGTI w/ (3.5) TFEC7 B (3.5)FSE-1 GEIL 1 3) BA-20 2.5)BA-20 P1 - L3P26-1.8 1/2 SIDEWALL SHEETING PLAN SW01 S—A SPLICE BOLT TABLE SPLICE QTY SIZE DEPTH ICLEAR AT SPLICE A B C D 8 8 4 4 34X 1 34 3/ 4 X 1 3/4 1/ 2 X 1 1/2 1/ 2 X 1 1/2 101 2 10 1 282 5 7/8 5 7/8 821 2 1/ 2 DH8OC4- 10.0 DH8OC4-10.0 rZ2 rOH80C4-1OA --i rZ1rI I I ml m m m n rZ1 rZ2 In 10' 0 X 12'0 =1 10' 0 X 12'0 n 10- 0 X 12'0 vFRAMED OPENING U FRAMED OPENING u U FRAMED OPENING UI m Goo m co a a rZ1 a a rZ2 I;z RI 8' 61 1 IWO 1 6'0 1 2'6 1 10'0 1 5'0 o.$) cA-1 I I l I 1 I F I 6'- 0' 11 3' 6. 7 1 HRGBX2 6' 0 X 4'0 J j FRAMED OPENING I t DH80C4-6.0 I I SHEETING PACKAGE MK## SW01 S—B B04- 20.8 i max\ r8C16- 15.7 1/2CC \ 1p7bT UXI T. A 6'4 X 7'2 FRAMED OFC OPENING i E- IJ mLl I I I 1 RC- 0401 13'9 CLEAR 6'- 4- 1' 5 6b X 4'0FRAMED alp OOPENIN m, DH80C4- 6.0 I I 8Z12- 8.9P1 TYPICAL U.N. 51 24'6 1 8Z16- 1.8 7/8ZC TYPICAL U.NR 17' 6 8Z16- 16.11CC 51 8Z16-16.1 5/8P1 TYPICAL U.N. TYPICAL U. 17' 11 1 16'2 1 8Z16- 15.7 1/2CC TYPICAL U. 16' 8 8Z16- 16.1 5/BP2 TYPICAL U. 16' 2 1 51 1 2 3 4 5 6 7 60' 8 OUT TO OUT OF GIRT LINE I 50'0 OUT TO OUT OF GIRT LINES Z1 - BZ12-5.2 7/8CZ z2 - 8z16-4.2 7/8cz D1 - CU8OC4-7.1 3/8AP1 84 DJ8OC4-7.1 3/8BP2 SIDEWALL FRAMING PLAN SW01 F—A D3 - IM8OC4-7.1 3jewi SIDEWALL FRAMING PLAN SW01 F—B GRID LINE A GRID LINE A NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STAB SCALE. NONE PATE HAPPY DAYS CARWASH LAKE MARY BLVD.?<5'" LAKEMARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA AMERIC BUILDINGS COMPANY FOR CONSTRUCTION FOR APPROVAL [ ] FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHECKED BY: MARKM 9/30/03 DESIGN APPD BY: MM 10/01/03 DRAWING NUMBER' 1 641 101 E-1 1 REV NO. 0 CADBY: MBTkM 09/29/03 08:18:28 Ver. 19.0 THECL 3.5 THL1-15.2 THECR THEM 4 THL1-15.2 THECR N N N N N N N N N N N N N N N N N NI NI FN NN NNI NN1 fN fN NI WNI WN1 fNI rtN wN N N NN fN mN mNa ImNa 1mNa mNa mNa 1mNa J ImNa mNa mNNN a m a m a 1m a 1mNNa- a 1mNa ImNa ImNa N N N N N N N N N N N N N N N N N N N N im J 1m J 1m J N rN,r J rN,r J eN J N N N N, J 1mN 0 N 0 I nN 1 N m rN,r 11 m nN,r mI 1nN m1 rN 1m SIDEWALL SHEETING PLAN SW02S-B SIDEWALL SHEETING PLAN SW02S-A 11 1'51 13'9 CLEAR 1-51 8Z 16-16.1 5/8P1 8Z 16-15.7 1 /2CC TYPICAL .N. TYPICAL U.N. 51 16'2U1 16'8 7 6 5 r50' 0 OUT TO OUT OF GIRT LINE SIDEWALL FRAMING PLAN SW02F-B GRID LINE C 8Z16- 16.1 5/8P2 I 51 SZ16-16.11CC TYPICAL U.N. TYPICAL U.N. 1110' 0 OUT TO OUT OF GIRT LINE 8Z16- 16.5 1 /2CC TYPICAL U.N. 17' 6 V 60' 0 OUT TO OUT OF GIRT LINE SIDEWALL FRAMING PLAN SW02F-A GRID LINE C 8Z12- 24.5 VP2 TYPICAL U.N. 24'6 i NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA ALABAMA eigz" AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION FOR APPROVAL FOR PEWIT ONLY FOR PRELIMINARY WN BY: AISM 9/30/03 ECKED BY: MARKM DESIGN 930 03 APPD BY: I MN 10/01/03 DRAWING. NUMBER' 11641101 E-12 REV.NO. 0 cAD eY: MarkM 09/29/03 08:15:21 Vey. 19.0 SO'O OUT TO OUT OF LEDGER ANGLE LINE 23 O 2'0(+— 1/16) JOIST SPACING 1'6 1 w O n w1 BRIDGING LOCATIONS m m m x x x Xm cc T T T T T T T T T T T T T T T T T T T T T T T T T N N N N N N N N N N N N N N N N N N N N N N N VI N N V1 N N N n M w w Ln N w NI V1 to w VI w w V1 fA in N riN b T T T T T T T T T T T T T T T T T T T T T T T T T N N N N N N N N N N N N N N N N N N N N N N N V1 In VI fn in CA VI in Nf n V) A fA n w m u, in A w U1 w w IA Xm X X N K m com x x x 2)3x3x3/16 L X 25'0 J 16'8 50'0 OUT TO OUT OF LEDGER S1 — BRIDGING S2 — BRIDGING CLEARANCE UNDER BAR JOIST — 10.0 MEZZANINE FRAMING PLAN RF01 F-D TOP OF MEZZANINE SLAB - 11'7 MEZZANINE SLAB - 3' TOP OF BAR JOIST - 11'4 BAR JOIST SEAT DEPTH - 2 1/2' TOP OF MEZZANINE BEAMS ALONG LINE A AND C — 11'1 1/2 TOP OF MEZZANINE BEAMS ALONG LINE 7 - 11'4 50 0 D ",} 6 1 23 O 2'0(+— 1/16) D 1'6 24'0 26'0 Y U I 0 I D n 00 IN N I' O IJ I In IM1 I I I I I m I I I N I iv I I I I I I I MRP24-24.5 1/2 MR024-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 MRP24-24.5 1/2 MRP24-26.5 1/2 ERECTION NOTEIII 1. BRIDGING TO BE SPECIFIED BY BAR JOIST SUPPLIER. 2. INSTALL ALL BRIDGING BEFORE APPLYING ANY LOADS TO JOIST, FAILURE TO DO SO CAN RESULT IN INJURY OR DEATH. 3. TO PROVIDE FOR PROPER ALIGNMENT, TACK WELD JOIST TO THE FRAMES, PRIOR TO INSTALLATION OF BRIDGING. ANY NECESSARY ALIGNMENT SHOULD BE DONE DURING THE INSTALLATION OF THE BRIDGING. AFTER BRIDGING IS INSTALLED JOIST SHOULD BE FULLY WELDED TO SUPPORTS. 4. WHEN UNLOADING BY CRANE ALWAYS HOOK CHNNS OR SLINGS TO TOP OR BOTTOM CHORDS, NOT TO WEB MEMBERS, PREFERABLY AT 1/3 POINTS. 5. HOISTING CABLES FOR LONG SPANS SHALL NOT BE RELEASED UNTIL AT LEAST ONE LINE OF BRIDGING HAS BEEN INSTALLED AT MID SPAN. 6. TEMPORARY GUYS AND BRACING ARE TO BE PROVIDED BY THE ERECTOR WHERE NEEDED FOR SOUARING,PLUMBING AND SECURING THE STRUCTURAL FRAMING AGAINST LOADS SUCH AS WIND LOAD ACTING ON THE EXPOSED FRAMING AS WELL AS LOADS DUE TO ERECTION EQUIPMENT AND ERECTION OPERATION. SEE SHEET E-16 FOR DECKING ATTACHMENT MEZZANINE DECKING PLAN RF01 S-D DATE ENGRI DATE NO.1 REVISIONS MADE CK'0 DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATESTATUS HAPPY DAYS H FOR CONSTRUCTION DRAWN BY: MSM 9/30/03 LAKE MARY BLLVD.VD. J FOR APPROVAL J FOR PUW ONLY CHECKED BY: MARKM 9/30/03 LAKE MARY , FL FOR PRELIMINARY DESIGN APPD BY: MM l 10/01/03 STEEL SYSTEMS & ROOFS CAD BY: MarkM 09 29 03 08:15:28 Ver. 19.0 DRAWING. 641 101 E-13NUMBER' ALABAMA I REV.NO. I GIRT OF01 4 SDHH AAX 6) STRUCTURAL FASIENER(S) 6'11 12 x 1 1/4 GIRT I/% c CSSUXI GIRT D GIRT IRf 0 r HEADER 4 5/8' E--------- I N I CL-3 CSSUXI I ^ PCL 4DOO'F JAMBlXl CL36'4 NP) I CUT _ FORDFIELD LOCATED- 3 SILL JAMB I I I I JAMB 6) #12X1 1/4 SDHH I I BHB-1 FRAMED OPENINGS I I BASE ANGLEIIIBASEANGLEVARIES) SECONDARY VARIES) JAMB AA N- AA JAMB DOOR WIDTH I BUTTON HEAD BOLTS REQUIRED AT STRIP WINDOW SPECIAL PERSONNEL DOOR FRAMING OFOA SPECIAL PERSONNEL DOOR FRAMING 0FO1 FRAMED OPENING KEY OFOW JAMB TO GIRT CONNECTION OF01VIEWATHEADER - AAX SECTION VIEW AT HEADER AAX JAMB TO GIRT CONDITION AAX AA JAMB CUPCL-3 CL-10 (12' JAMBS) SECONDARY BOLTS • I 1/2 X 1 1/4 A325 i STRUCTURAL BOLTS _ 1/2 X 1 1/4 A325 I IOETI HEADER CUP 4 5/8' CL-3 117 mm i BUTTON HEAD BOLTS GIRT i 1/2 X 1 A307 z 6) STRUCTURAL FASTENER(S)- 12 X 1 1/4 I JAMB JAMB TO GIRT CONNECTION OF01 HEADER TO JAMB CONNECTION OF21ATJAMBBASE - AAX AA WE" PREfi,UHON: DO Nor STEP. W OR CLIMB *1 GPM OR U* soars F.JW TO AdERE A 10 THIS PREGUTION ANY RESULT N A SERKYA RMURY. OF GENERAL NOTES FOR FIELD LOCATED FRAMED OPE INGS JAMB 2 7/8" 8" JAMBS) JAMB 3 EDGE 3 3/8' 9 1/2' JAMBS) 12' CUP 2 1/2 -- 1. FRAMED OPENINGS ARE FIELD LOCATED. CUT' STANDARD PANELS AND GIRTS AS 3 7/8' JAMBS) CL-3 CL-4 (12' JAMBS) REQUIRED. - . B SQUEEZE CUP 1/8. AT EEXPOSED HOLEBUTTONHLLOCATION - 12' JAMBS ONLY) 1 3/8 A DOOR WIDTH 1 3/8 2. MAXIMUM HEIGHT OF FRAMED OPENING HEADER IS V-2 .7/8' LESS THAN EAVE HEIGHT. Cl-7 ((8' JAMBS) 7/8• GIRT 1/2.0 ANCHOR BOLTS - DOOR WIDTH + 2 3 4" CL-8 (9 1/Z' JAMBS CL-ICL-gTO BY OTHERS) 3. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. BACK FOR 12' I TYPICAL `ANCHOR BOLT LAYOUT JAMBS) c 0 4. JAMBS MUST BE LOCATED A MINIMUM OF 1'-0" FROM CENTER LINE OF COLUMNS. BUTTON HEAD BOLTS NO CH) E ANGLE FIELD NOTCH) 8 0 STRUCTURAL BOLTS 1/2.0 X 1 1/4' A325 2 1 2 3 GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS 4)STRUCTURAL FASTENERS 12X1 1/4 I 1 FINISH 1/2 FLOOR 1. FRAMED OPENINGS ARE SHOP LOCATED. SOME- PANELS MAY REQUIRE FIELD FINISH GRADE a . CUTTING. - 2. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. FIELD CUT AND FIELD DRILL GIRT JAMB JAMB SQUEEZE CUP L-7 8' JAMBS) CL-8 9 1/2' JAMBS) NOT BY AB.C.) ANCHOR BOLTS AT FIELD LOCATED FRAMED OPENINGS BBAC TO BACKCL-9 22 PlOR A1A2CJSECTION -A' G#RT TO JAMB CONNECTION OF16 JAMB BASE CONNECTION OF11 FRAMED OPENING ANCHOR BOLT DETAIL OF61 FIELD AND SHOP LOCATED FRAMED OPENING NOTES OF91 AA I AA AAX N0. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK-D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE EUFAULA ALABAMASTATUS FOR CONSTRUCTION DRAWN BY: MSM 9/30/03 HAPPY DAYS CARWASH - FOR APPROVAL CHK'D BY: MARKMER1FORPERMITONLY 9/30/03 LAKE MARY BLVD. LAKE MARY , FL AMERICAN BUILDINGS COMPANY 7 FOR PREUMINARY DSGN APP BY, MM 10/01/03 STEEL SYSTEMS & ROOFS REV.NO. DRAWING. CAD BY: 408.0000000000000 6AO70L0000000000 11641101 E-14NUMBER' - zoom 0T21AB WAOW-2X HEAD FLASHING FIELD SLIT PANELS AND SLIDE HEAD FLASHING BEHIND o PANELS = 7oT26-AB 2 0 0 JAMB FLASHING z WALL PANE OT TAB% WAOW-2) 1_11 III III T CL-10 (12' JAMBS) COVER FLASHING (OPTIONAL) i FOCF8-LENGTH JAMB SECONDARY BOLTS 1/2 X 1 1/4 A325 I WALL MAIN FASTENER(S) HEADER 12X1 1/4 1 -0' O.C. JAMB FLASHING SEE 0T92/A8) FJ15-LENGTTFFii i BUTTON HEAD BOLTS 1/2.0 X 1' A307 HEAD FLASHING WALL PANE i COVER FLASHING (OPTIONAL) LONGSPAN WALL PANE SHOWN JAMB MULTI -RIB PANEL SIMILAR WINDOW WIDTH r i SHEETING AND FLASHING ELEVATION OTOA SECTION AT HEADER AND COVER FLASHING OT21 SECTION THRU FRAMED OPENING JAMB OT26 LONGSPAN / ARC 11 PANE WALLS - AB 1 X AB LONGSPAN III OR MULTIRIB PANE WALLS I AB OPENING WIDTH HEAD FLASHINGSCHEDULE HEAD COVER 1FLASHIING SCHEDULE 8" HEADERS 9 1/2' HEADERS V-O" 1 PIECE FDH2-1'-3' 1 PIECE FOCF8-1'-G' 1 PIECE FOCF95-1'-6' 2'-0" 1 PIECE FDH2-2'-3' 1 PIECE FOCF8-26-6' 1 PIECE FOCF95-2'-6' 3'-0' 1 PIECE FDH2-3'-3" 1 PIECE FGCF8-3'-6' 1 PIECE FOCF95-3'-6! 4'-0' 1 PIECE FDH2-4'-3' 1 PIECE FOCF8-4'-6' 1 PIECE FOCF95-4'-6' 5'-0' 1 PIECE FDH2-5'-3" 1 PIECE FOCF8-5'-6" 1 PIECE FOCF95-5'-6" 1 PIECE FDH2-6'-3" 1 PIECE FOCF8-6'-6' t PIECE FOCF95-6'-6' 1 PIECE FDH2-7'-3' 1 PIECE FOCF8-7'-6' 1 PIECE FOCF95-7'-6' OTHER 1 PIECE FDH2- L +3' 1 PIECES FOCF8- L +6" 1 1 PIECE FOCF95- L +6' OPENING HEIGHT JAMB FLASHING SCHEDULE ARCHITECTURAL LONGSPAN AND MULTI -RIB 1'-0" 1 PIECE FJ158-1'-1 1/2- 1 PIECE FJ15-1'-1 1 2' Y-0" 1 PIECE FJ158-2'-1 1/2- 1 PIECE FJ15-2'-1 1 2" 3'-0' 1 PIECE FJ158-3'-1 1/2- 1 PIECE FJ15-3"-1 1/2- 4 '-0" 1 PIECE FJ158-4'-1 1/2- 1 PIECE FJ15-4'-1 1/2- 05'" 1 PIECE FJ158-5'-1 1/2- - 1 PIECE FJ15-5'-1 1 2' 6'-0' 1 PIECE FJ15B-6'-1 1/2- 1 PIECE FJ15-6'-1 1 2" 7"-0' 1 PIECE FJ158-7'-1 1/2" 1 PIECE FJ15-7'-1 1 2' OTHER 1 PIECE FJ158- L +1 1/2- 1 PIECE FJ15- L OPENINGHEIGHT JAMB COVER FLASHING SCHEDULE 8' JAMBS 9 1/2' JAMBS 1'-0" 1 PIECE FOCF8-l'-0' 1 PIECE FOCF95-1'-0' 2'-0' 1 PIECE FOCF8-2'-O' 1 PIECE FOCF95-2'-0" 3'-O' 1 PIECE FOCF8-3'-0' 1 PIECE FOCF95-3'-0' 4'-0' 1 PIECE FOCF8-4'-0' 1 PIECE FOCF95-4'-O' 5'-0' 1 PIECE FOCF8-5'-0" 1 PIECE FOCF95-5'-0' 6'-0' 1 PIECE FOCF8-6-O' 1 PIECE FOCF95-6'-O" 7'-0' 1 PIECE FOCFB-6'-0' i PIECE FOCF95-7-0' OTHER 1 PIECE FOCFS- L 1 PIECE FOCF95- L OPENING WIDTH SILL FLASHING SCHEDULE SILL COVER FLASHINGING SCHEDULE 8' SILLS 9 1/2' SILLS 1'-0' 1 PIECE FSJ1-1'-0' - i PIECE FOCF8-1'-O" 1 PIECE FOCF95-1'-0' 2'-0" 1 PIECE FSJ1-2'-O' 1 PIECE FOCF8-2'-0" 1 PIECE FOCF95-2'-O' 3'-0" 1 PIECE FSJi-3'-O' 1 PIECE FOCFB-3'-0' 1 PIECE FOCF95-3'-O" 4'-0' 1 PIECE FSJ1-4'-0" 1 PIECE FOCF8-4'-0' 1 PIECE FOCF95-4'-O' 5'-0" 1 PIECE FSJI-5'-O' i PIECE-FOCF8-5'-O' 1 PIECE .FOCF95-5'-0' 6'-0' 1 PIECE FSJ1-6'-O' 1 PIECE FOCF8-6'-0' 1 PIECE FOCF95-6'-0" 7'-0' 1 PIECE FSJI-7'-0' 1 PIECE FOCF8-7'-0" 1 PIECE FOCF95-7'-O' OTHER. 1 PIECE FSJ1- L 1 PIECES FOCF8- L 1 PIECE FOCF95- L HEAD AND HEAD COVER FLASHING SCHEDULE OT91 JAMB AND JAMB COVER FLASHING SCHEDULE OT92 SILL AND SILL COVER FLASHING SCHEDULE OT91 ARCHITECTURAL III, ARCHITECTURAL V RIB, LONGSPAN III AND MULTI -RIB PANEL WAILS ABX1 ARCHITECTURAL Ill, ARCHITECTURAL V RIB, LONGSPAN III AND MULTI -RIB PANE WALLS ABX ARCHITECTURAL III, ARCHITECTURAL V RIB, LONGSPAN III AND MULTI -RIB PANE WALLS ABX2 i i 30.48 cm O.C. JAMS i COVER FLASHING (OPTIONAL) SILL FLASHING 1/2.0 X i' A307 i i i BUTTON HEAD BOLTS i SILL i v I 1/2 X 1 1/4 A325 i SECONDARY BOLTS CL-10 (12" JAMBS) Oj12%/itZ4. CL-3 CLIP WALL MA5TEN SECTION AT SILL AND COVER FLASHING OT21 ABX NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. LAKE MARY , FL STEEL SYSTEMS & ROOFS EUFAULA AI.ABAMA AMERICAN BUIIAINGS COMPANY FOR CONSTRUCTION F APPROVAL ONLY, FOR PRELIMINARY DRAWN BY: MSM 9/30/03 CHK' D BY: MARKM 9/30/03 DSGN APP BY: MM o/01/03 NUMBER* 11641101 E-15 REV. NO. zoom CADBY: 408.0000000000000 6A aD0000000000 DECKING BAR JOIST WELD WASHER (SEE NOTE-1 BE[ SCREWS (SEE NOTE-2 BE[ NOTE-1: NOTE-2: ALL WELD WASHERS ARE 1/2" SAE WASHERS. SCREWS ARE #12 X 1 1/4 SDHHT4 OR #12 X 1 1/2 SDHHT5 1. SEND WELD WASHERS 1'6" O.C. AT PANEL 1. SEND SCREWS 1'6" O.C. AT PANEL END LAPS. END LAPS. 2. SEND WELD WASHERS 1'6" O.C. AT PANEL 2. SEND SCREWS 1'6" O.C. AT PANEL ENDS. ENDS. 3. SEND WELD WASHERS 1'6 O.C. AT EACH 3. SEND SCREWS 1'6 O.C. AT EACH INTERMEDIATE JOIST. INTERMEDIATE JOIST. DECKING TO JOIST DETAIL REVISIONS MADE CKb DATE NO REVISIONS MADE CK'D DATE DRAWING SUBMITTAL STATUS SCALE: N NE DATE HAPPY DAYS CARWASH LAKE MARY BLVD. - LAKE MARY , FL STEEL SYSTEMS & ROOFS - EUFAULA , A ABAMA AMERBUILDINGS FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY FOR PRELIMINARY DR4 ' Ms 9/30/o CHECKED BY: MARK 9/3O/03 DESIGN APPD BY• MM 0/01/0DRAWING N MBER 1 1641101 E-16 REv. NO. 0 01/25/96 O.DUNN Ver. 8.02