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Permit 2425 Mayport Rd (vault) JOBADDRFM ) 5 Tr WORK lip PROPERTY OWNER O CONTRACTOR C TELEPHONE PERAHT Ni AB" �r DATE INSPECT IOM SLAB TMBE" / Z 2 _'n,C) cao -- NAIIIN�ATHBVG FRAMWGiCOVER UPI-(6 -c r INSMMON FINAL BUILDING G1TE OF OCCUPANCY � ELECTRICAL P INSPECHONS ROUGH 1- o l FINAL ,,LRS 2�_c, MECSE1 LAICAL INSPECTIONS ROUGH ' � � '°'``� s c�-� �-��-o FINAL 0 y9 9 t 052 23 INSPECTIONS ROU(SJ ER SLAB 12-i 3 _bo TOPOUT ,I 16_6I /_ �2,j--&'' WA ISE WJ.R FINAL �)L .16 NOTES. 1- 21 of CITY OF ATLANTIC BEACH (} l�c�nClTI1/IChIT' r"sC DI I!: C'1:n:;-• i J 1900 RRAIIUr)l F ROAD-ATI ANTIC RFAM. FI 12231-TFI 247-5€926,-FAX 247-5877 l PFRMIT INFORMATION 1:.C)CAT1®N INFORMATION Pe mitParNer SIGN 65 Address: 2425 MAYPORT ROAD t T - ATLANTIC RFAC`H Fl_ 32233 A C!agc of Werk- NFW I Tnwnghin: 2 Ranp_e: 29 Book: J PrnnnaoA I Ices• r:r)MNAFPr..IAI 1 �of/a1.7 Rlnrlr• Cpr_finn•R } Smare Feet �. Cep! A/�Ia�a• J Darcel Number- IIw,1r.re.�• n��4• _. •r..r_e vrfzs• ::.e a::: eeat. __. _-�__ f�L1AA1iD A/IC/A DAAITDV IAit- a rase :=`s cs . _r- •-:vte AJJ.—_ . On9C n %A/ CTC0KI %A/AV I i4 1Si'S l �sb. `rl, vv !'l'1ff&!! d = 41-41e1V v V L-%.# {{- { A nn w f A6i554J 19551 t SU. '4J.VV i J6"1i::iJ41i:7iL1�i_, 1_L JLLaJV I _te rdlu-i_ w � n.nntnnnn Ph___ (904)4G4 7nnn A r nn er�ry w w AND r:+�-r-i�i w i ar�iaiia i�i�.e. EVA nn wyorI: DesF rl�D9,s T S..1t�N!1 S 11C0R1`d R t" 1A Y.1�'L. 1'LEE l LAN'DHNG GOu"LEV R.D T� --- UUN T KAtiTt✓Mb) APPUCA T iOW FEES -- i I`KV tK i 1v',INtK PLEB M i 405.u-v I � i w j � � I I j } i i I j j j I II ` I I r j Inanc•tlnna 0guvi eroei- ----- I FINAI Fl F(-.TRI(' l j 1 J i I ( i I i j I I Kin IAIQDC!`TinAIQ RAI 1QT DC DCnI ICQTCr1 AT 1 CACI 7A LJn11DC DDInD Tn IAICDC!^TI/'lAl I Y,1V TICEY - 11,1_1 i.V 1 fi/Y,1V fY1V V 1 BE .ZEQUES i.V!'l i L.L./\V �e DInD 1 IKIQ. RI III fD!NG N40TRRIAI RI iBMSH AND DEBR!S FR0N!TH!_Q IA/r1RK 1k41 ICT NOT RF PLACED IN PI B C -SP CE ANDAX I MI MT RF 1-I FAP;=n 1 IP ANPI NAI 11 f=n AIA/AV RV FITWI=P r;r)NTPACTr)P r)P r)%A/AIBP ••Pti1L.tJRC T w irOivii L.i VYi i i i i PIC CVi�'ilo 1 mu%,i IwIN i lr_n L.Avv %,m" mroul..i j +D1iliNER PRYING TWICE FOR BUILDING IMPROVEMENTS" !SSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF i HIS PERM!f AND SUBJEC 1 -U EVOCATION FUR VIUi_A I IUN OF APPLICABLE PRUViSiUNS OF LAW. } I I i !I J - $45.8814 j I ATTIC BEACH BLI'ILDING DEPT. Date: 9/21/86 It Receipt: 8898732 I --- --------- ---- - --- ---�-- DIECKS _ 39871 y RUG-18-2000 09:308 FROM: 247-5645 70:819413554421 P:1/1 CITY OF ATLANTIC BEACH ' APPLICATION FOR SIGN PM41T ci'� cif tii�tl0C L-ac!) "1 NAME: 71, ADDRESS:J CC /A '[ c.�`�l /yin/ �U PHONE:_./O T Y 7d O(TYPE � f �� OF SIGN; la�1 II ,moi si�E: �'-� x /- = 7 /'�4,/ PROPOSED LOCATION: ee?"e zg C)"C/j/4 WILL THE SIGN REQUIRE AN ELECTRICAL P TY �S ELECTRICAL CONTRACTOR: Signs over fifty (50) feet in area, and/or any s:.gn which is more than seventeen (17) feet above the ground, or any sign weighing more than one thousand (1,000) pounds, must be submitted with drawings from a registered engineer. Signs with a solid area greater than t-hirty (30) square feet must be erected to withstand a wind pressure of at least thirty-five (35) pounds per square foot. Drawings must also show that Weight of sign will be supported by the roof or ground support on which it will be erected. This application must be submitted along with the following: 1. A plot plan of the land, showing the position of the sign in relation to buildings or structures. 2. A blueprint or ink drawing showing the plans and specif- icatioas, and the construction and/or attachment to the building or in the ground. 3. Other information as may be required under Sec. 17-2(b) , Code of Ordinan tyof that c ach. APPLICANT SIGNATURE: A Date: 91SA) OWNER SIGNATURE: � Date-RVag, p � � S V, P�\tia Q R 0�� P SHEET 1 OF 2 GROUND SIGN CALCULATIONS DATE: 9/6/00 REFERENCE: GULF COAST SIGNS DESIGN NO. : 00-B-123 PAGE 3 CUSTOMER: SMOKERS EXPRESS/QUICK STOP S.R. AlA & FLEET LANDING ATLANTIC BEACH, FLORIDA WIND LOAD (WL) : 28 .81 PSF ASCE 7-93 = 43 .90 PSF EXPOSURE: C SHAPE FACTOR (Cf) : 1.20 MPH I Kz Gz 110 1.00 0. 93 1.27 SIGN CHARACTERISTICS: TOTAL HEIGHT: 17 ' - 7 1/4" AREA EFFECTIVE FORCE SQ.FT. HEIGHT KIPS (A) (H) FT. REGION #1 165.81 8 .80 7.28 REGION #2 0.00 0. 00 0.00 REGION #3 0.00 0. 00 0. 00 REGION #4 0.00 0.00 0. 00 SUPPORT 0. 00 0.00 0. 00 SUM FORCE= 7.28 SUPPORT CALCULATIONS : QTY. OF SUPPORTS: 2 MOMENT, M = ( WL*Cf*12* ( (A1*H1) + (A2*H2) + (A3*H3) +(A4*H4) +A5*H5) ) ) / (1000*SUPPORTS) M = 384.4 K-IN Fy = 46.00 KSI Fb = 0.66 Fy*1.33 40.38 KSI RALPH 0. YOUNG, P.E. S = M/Fb 3268 DUNCAN AVENUE 9.52 IN-3 SARASOTA, FLORIDA 34239 USE 8" SQ. x 3/8" WALL STEEL TUBE (S = 26.4 IN^3) r/' t�--7 SHEET 2 OF 2 SMOKERS EXPRESS/QUICK STOP FOOTING: 2 REQ'D CONCRETE: 3000 PSI AT 28 DAYS SOIL: 1. 50 KSF DEPTH: 3 . 00 FT. LENGTH: 8.00 FT. WIDTH: 4 .00 FT. SIGN WT. : 0.50 KIP/SUPPORT WIND MOMENT = (MOMENT/12) + (FORCE*DEPTH/SUPPORTS) 42 .95 -FT x 1.5 64 .43 K-FT DEAD LOAD = (L*W*D*0.15KIP/FT'3) + (WT SUPPORT & SIGN) = 14. 90 KIP RESISTING MOMENT = (DL) (L/2) + (W*D*1K/FT^2) (D/2) = 86.60 K-FT > 64 .43 K-FT FOOTING SIZE: 8 ' - 0" LONG x 41 - 0" WIDE x 31 - 0" DEEP 7.11 CU. YD. RALPH 0. YOUNG, P.E. 3 2 6 8 DUNCP_N P_VEN__72 SARASOTA, FLORIDA 34239 l L MANUFACTURE&INSTALL(1)S/F INTERNALLYM. v£° ILLUMINATED PYLON SIGN.CABINETS TO BE ❑ ££o`9.00 EXTRUDED ALUMINUM WITH 1-1/2"x 2"RETAINERS E"z" a m PAINTED TO MATCH?M.S.# BLUE. w �''°£ SIGN#2-SIDE"A" SIGN#2-SIDE"B" SIGN TO HAVE A FABRICATED ALUMINUM BASE \ 0 ° OPTION#2 OPTION#2 PAINTED TO MATCH P.M.S.# BLUE. on v € "QUICK STOP"FACES&PRICE FACES TO BE 3/16" PAN-FORMED ACKYSTEEL."QUICK STOP"&"NOBLE ❑ 9 m € ROMAN'S"FACE COLORS TO BE AS SHOWN ON PAGES#4&#5 OF THIS DRAWING PACKAGE.PRICE g d 10 FACE COLORSTO BE P.M.S.#185 RED&WHITE PER + WN m THIS COLOR PRINT. PRICE FACES TO HAVE a j 4 TRACKING FOR 2'O"EXTENDED REVERSE COLOR z LL N CHANGEABLE PRICING NUMBERS."ATM"LOTTERY" z = S aw L4 w < (1 &"MONEY ORDERS"FACES TO BE 3/16"CLEAR PLEXIGLAS PAINTED TO MATCH P.M.S.#185 RED E y N a u COPY ON A WHITE BACKGROUND.CREDIT CARD c ' a m LOGOS ARE TO BE DIGITALLY PRINTED ON WHITE z o $ < W YINYL APPLIED 15T SURFACE TO 3/16"CLEAR W ° Y e o Q1 z " • I PLEXIGLAS. c W n N W Z rn W vf C d 0 S G ILLUMINATION FOR EACH CABINET PROVIDED BY(8) z °a u q d z -c v 96"CW/HO FLOURESCENT LAMPS POWERED BY(2) 120 VOLT BALLASTS. E z m SUPPORT STRUCTURE:(2)6"x 8"x 3/8"STEEL .. G °M„ SQUARE TUBES.TOP OF TUBES TO BE CAPPED < LU mO29 to m SOLID.SUPPORT POSTS TO BE PAINTED TO MATCH ° O VN Regular ' . • - • P.M.S.# BLUE.FOOTERS:(2)3'0"D x a x f, u¢i' p QN ' s rr r rr �►J 3 6 W r 3 O L=7.f f CUM YARDS 3000 g o = ATM LOTTERY C�28 DAYS CONCRETE. # m y W 6i S ffi�mNxC z # ~ wok SIGN TO BE MANUFACTURED TO U.L.STANDARDS& us E MOlItEY ORDERS z BEAR MARK,INSTALLATION SHALL CONFORM TO ° c $ w ®lam ® NATIONAL ELECTRIC CODE&ALL OTHER ID APPLICABLE LOCAL CODE8.120 VOLT POWERTO C 0 SIGN LOCATION PROVIDED BY OTHERS. •� al c m ', ow � G � IT _ Q i ri - �i' 15'7-1/4"x 8'1"=126.14 SQ/FT 8.0 ., 3"t I �C r r , 3 6 C7 t i ETI* OF ATrANT!C BEA:H I 8Q0 8€fUffl la cn:Tir_uric c4•sn'`?- I G PERMIT INFORMATION : r�r•A sms'm►m mm:mm-r:ssIMPSa1 .i: � wrrsr.zrsa im e.as�xr�A rilp"i- i j Permit Number: 20664 e.+.a.o�e• 7A)� RAAY OR , ROM i i r.ddres.-: I Permit TVD@: SIGN sTt nsst�tr� cacnr+u cG rt.;n e r—•�:e a eSs C.s+_.•-svG G, G L .JL•'...%v' I 1 Class of Work: NEW •1•^.:'shi^',.` � szsri'G n iL2!!E!!l. Proposed Ilse- f: .'IMFRrIA: m s,..:.� �+�_ ,-= �oSt=�._ mr:uL�. Srr:.iio:l: I Salare- Feet- F,--t �u- I �usxt�m�m�sirte. I rarcej "umber. I Ir ".yliiiPllrK ITiC3reM ,tlN. - Dante 1Sz_ed: a�-s se^rsnn Name: LiL a.f'-'if�MP "---X A ;FANTRY RY iN(;. I ' .s�_r G`J`J7J i Tc! Fees: _"+�-v0 Address: 890 ,,NES I tKN 'v`L'AY i e-eets .sss a se :A. `•.s.GvL? I .1M(; `J 1\ 01�11fiLLE, FL 32256 r% A— n�•r. nrnnrnnnn — r r..aw raw: 91,_012-0 G Phone: 999 4b4-7200 vy,0s m+ s rest, Er cy t SIGN A r EN i! AINl CE A i NC)R I H END OF PRPERTY ..�.cgi�i'f ::f u — - - �l '1LfC�1T_i0N FEES - _ 4 — - i m�vr-�•c r rlvvrvt : — tEr" Mi"i -.J(J I i I I � � r P 1 f i _ i FINAL ELECTRIC j ( I i I s ' I { CDItnAC AI GCNOT!CE T 24 :" ):.f;S "KLR 10 wvi'EC i`ON � I Bi11LpINr, MATFPIAI RI lRRlcu ARID DEB01c tonne %Alt NEW RA!![?T LICIT PIP' �_. ./� n v S.....��..+.. rr.._i.. ..v vu' IIkE♦I�+l old s—F G !4V L'! 'L�iL�..l' !!�! +"l1...L:' FACE A L' MUST PF C;I FARM !IP Atjn WA111 F171 A1•"+pAV RY 9=1—WCO r-nAGTDA^TnG3 fit? �IAiiIPY'f 1 f wmc_ur% :w U0::f+r l-a rrr:i n :CTRL CONS i rein.l It N LIEN LA CAN RESULT IN Tilt PROPERTI( 1 OWNER PAYiN s lWiCE FOR BUILDING IMPROVEMENTS" j iSZSUE ;r GCORDiN 1 U APPROVED PLANS WHICH ARE FART OF THIS PERMIT AND SUBJECT TO REVOCATION rVrc JIIJi_hi l rtJi� car riPR;C;AULE PROVISIONS Or LAW. I -- --- -— -- —--- — -— ---r 1 I � I i I $45.18 14� Dates 9/21/8A 81 Receipt: NW361 ATLANTIC BEACH BOILDING DEPT CHECKS I .� _ 86119siD ! RUG-16-2000 09:308 FROM: 247-5845 TO:819413554421 P:1/1 a CITY OF ATLANTIC BEACH ' s v ��c -� .. , ci APPLICATION FOR SIGN PMMIT ADDRESS PHONE: ?"Zoo TYPE OF SIGN; SIZE: 8— X /S' / 42C,/�s� PROPOSED LOCATION:G"r�/T/?r M6 e---W6 WILL THE SIIIN REQUIRE AN ELECTRICAL PL�`RM T' ELECTRICAL CONTRACTOR: Signs over fifty (50) feet in area, and/'or any sign whish is more than seventeen (17) feet above the ground, or any sign neighing more than one thousand (1,000) pounds, must be submitted with drawings from a registered engineer. Signs with a solid area greater than thirty (30) square feet must be erected to withstand a wird pressure of at least thirty-five (35) pounds per square foot. Draw_rLgs must also show that weight of sign will be supported by the roof or ground support on which it will be erected. This application must be submitted along with the following: 1. A plot plan of the land, showing the position of the sign in relation to buildings or structures. 2. A blueprint or ink drawing showing the plans and specif- ications, and the construction and/or attachment to the building or in the ground. 3. Other information as may be requited under Sec. 1T-2(b) , Code of Ordinanc ty of t t'c B ach. APPLICANT SIG�IATUR£ ate: 4 OWNER SIGNATURE: Date:--`��'-�-�� O � c4� k; 1 - c Uac� 11-5/ 8 &$T. 8" o d 8 z 3° WO' — 461 1 MANUFACTURE&INSTALL(1)D/F INTERNALLY a1 2°• ILLUMINATED PYLON SIGN.CABINETS 70 BE ❑ efiolo EXTRUDED ALUMINUM WITH 1-1/2"x 2"RETAINERS "=z°a m PAINTED TO MATCH P.M.S.# BLUE. ! $ 'N v c 1 N , I C � �Lo "QUICK STOP"FACES&PRICE FACES TO BE 3/16" ar. 1 v PAN-FORMED ACRYSTEEL."QUICK STOP"&"NOBLE •@ r€ ROMAN'S"FACE COLORS TO BE AS SHOWN ON °y ° m e PAGES#4&#5 OF THIS DRAWING PACKAGE.PRICE ❑ -n ' I ' FACE COLORS TO BE P.M.S.#185 RED&WHITE PER THIS COLOR PRINT. PRICE FACES TO HAVE g a o TRACKING FOR 2'0"EXTENDED REVERSE COLOR + W 0 m CHANGEABLE PRICING NUMBERS."ATM-LOTTERY" a M o LL &"MONEY ORDERS"FACES TO BE 3/16"CLEAR i U. n 5 id ' • , • PLEXIGLAS PAINTED TO MATCH P.M.S.#185 RED z 2 S a COPY ON A WHITE BACKGROUND.CREDIT CARD n LOGOS ARE TO BE DIGITALLY PRINTED ON WHITE a `• N a ® u VINYL APPLIED 15T SURFACE TO 3/16"CLEAR ' a _ .z°. m a m = N PLEXIGLAS. W a Y o o z - • - , • - • - • - , • - • vZ in ILLUMINATION FOR EACH CABINET PROVIDED BY 8 0 N V u. (A y N ATM • LOTTERY ATM • LOTTERY " ( ) W � " Z M W awe � MONEY ORDERS MONEY ORDERS 96 CW/HO FLOURESCENt LAMPS POWERED BY(2) o o ° 120 VOLT BALLASTS. �i a° u 4 d z i U ■1172 m ®� ® SUPPORT STRUCTURE:(2)8"x 8"x 3/8"STEEL O M., to " RE Ei O_ _ ____- H -_ _ EmNpq }SOL[D SUPPORT POSTS t0 B PAINTED TO e gPMS # BLUE FOOTERS:!213 0,D - - - -- =----------- - --- - ............___------ 4'0 $ "IN x 9'6"L=8.44 CU81C YARDS 3000 M ° - W a `o ad m 28 DAYS CONCRETE. W '^ SIGN#1-SIDE"A" SIGN#1-SIDE"B" Ho SIGN TO BE MANUFACTURED TO U.L.STANDARDS& _ i A LA c BEAR MARK INSTALLATION SHALL CONFORM TO Z # C POTENTIAL FUTURE POTENTIAL FUTURE W W o 8 ; to NATIONAL ELECTRIC CODE&ALL OTHER c d $ w W ` w CAR WASH SIGN CAR WASH SIGN APPLICABLE LOCAL CODES.120 VOLT POWER TO c SHOWN GHOSTED SHOWN GHOSTED SIGN LOCATION PROVIDED BY OTHERS. 0 •A rA mb i M .�.1' i -�'.. /-�. 7 i i G' c• 1 v i i•,;` L% 3��•i `� U�C�Y� O ./ 15 7-1/4n x 8'1"=_126.14 SQ/FT � i G 0 CITY OF � st�c f�eacC - jl�vLida 800 SEMINOLE ROAD ATLANTIC BEACH, FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX (904) 247-5805 SUNCOM 852-5800 DAT f7 —o JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Final Electrical Inspections Dear Connie: Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS 20? 78 /04' M;Ae Cover aol 26 91F 4D0 7 22q25g or-4 �,kxdeeccownd) ,2 /IV 6 3 ?2 q 4 6t 6vee A ea 1 2 / g43 311�4 , I Please call me at 904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT s' �►�' t CITY OF Office of Building Official REQUEST FOR INSPECTION �} Date .r t F � � Permit No. .2 Time A.M. Received PM. 2-4(;25 Job Address Locality Owner's N > Name • t c..- <+ `� etor BUILDING CONCRETE EC�[Bl6At PLUMBING MECHANICAL Framing u Footing C1 Rough Wiring G Rough ❑ Air Cond.& O Re Roofing Cl SlabWFenapl mPole 11��`Top Out L0 Heating insulation a Lintel %r Sewer `1 Fire Place Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday Inspection Made ___ PM. Inspector Final Inspection t Certificate of Occupancy +" J-20— Date �4 CITY OF Office of Building Official REQUEST FOR INSPECTION Date Permit No. ` 7 Time Received -21 ( d Job Ad e s, Locality S37-8tub Celt Owner's -(o&--* � � i Gt1j j xr�L� Name Contracto BUILD CONCRETE ELECTRICAL PLUMBING -4t.CHANFaL", Framing Footing C Rough Wiring C Rough & } Re Roofing E-1 Slab C Temp Pole C Top Out C Heating Insulation C Lintel 0 Final C Sewer C Fire Place_ Pre Fab READY FOR INSPECTION A.M. riday Mon. Tues. Wed, Thurs. FP.M. A.M. Inspection Made ___P.M. Inspector Final Inspection C Certificate of Occupancy C Date CITY OF fit&_ dQ-_ A" Office of Building Official REQUEST FOR INSPECTION Date 2 - 22-01 Permit No. Time J Received 29 J 2W2 5- Job Address Locality r L.4 Owner's ZING !, _____ Marne .... tractor BUILDING CONCRETE ELECTRICAL PLUi MECHANICAL Framing C} Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond.& Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel Final Sewer ❑ Fire Place Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Fnda A.M. Inspection Made © P.M. Inspector T Final Inspection Certificate of Occupancy r Date ' CITY OF Office of Building Official `z p hJ I t✓ V' REQUEST FOR INSPECTION 7 — ) Date _se's_._-.--r�! _ Permit No, Time A.M. Received P.M. r Job Address Locality Owner's Name t ContractorBUILDING CONCREELECTRICAL PLUMBING MECHANICAL Framing L] Footing ❑ Rough firing ❑ Rough ❑ Air Cond.& Re Roofing ❑ Slab ❑ Temp Pole ❑,�., Top Out ❑ Heating Insulation 11 Lintel 1-11FinalU-�+Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Mon, Tues. Wed. Thurs. Friday A.M. Inspection Made r _Q PM, Inspectory�. Final Inspection ❑ �j ificate of Occupancy❑ Date CITY OF Office of Building Official REQUEST FOR INSPECTION Date— Permit No, Time Received Pm ------— r-D Job Address Locality Owner's Name Contractor QT!:D CONC TE 4—"�RIC I�N C.ELkg _Al> WMBIN Framing El Footing E, Rough Wiring El Rough 0 Air Cond.& Re Roofing D Slab 01 Temp Pole 0 Top Out E Heating Insulation C Lintel C Final Sewer 0 Fire Place Pre Fab READY FOR INSPECTION A.M. Mon. To(— Tues. Wed. Thurs. Friday—P.M. A.M. Inspection Made RK Final Inspection 01 Certificate of Occupancy Ei Date CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the requirements of Section 106 of the Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: Address: 2425 MAYPORT ROAD Owner: LIL CHAMP A/K/A PANTRY INC. ATLANTIC BEACH, FL 32233 8930 WESTERN WAY JACKSONVILLE, FL 32256 Construction Type: CONCRETE BLOCK Use Classification: COMMERCIAL Permit Number: 20625 Date: 2/28/2001 DON C. FORD, C.B.O. Post in a conspicuous space SHEET 1 OF 2 GROUND SIGN CALCULATIONS DATE: 9/6/00 REFERENCE: GULF COAST SIGNS DESIGN NO. : 00-B-123 PAGE 1 CUSTOMER: SMOKERS EXPRESS/QUICK STOP S.R. AlA & FLEET LANDING ATLANTIC BEACH, FLORIDA WIND LOAD (WL) : 28 .81 PSF ASCE 7-93 43 .90 PSF EXPOSURE: C SHAPE FACTOR (Cf) : 1.20 MPH I Kz Gz 110 1. 00 0. 93 1.27 SIGN CHARACTERISTICS: TOTAL HEIGHT: 25 ' - 0" AREA EFFECTIVE FORCE SQ.FT. HEIGHT KIPS (A) (H) FT. REGION #1 160.14 16.50 7. 03 REGION #2 0.00 0.00 0. 00 REGION #3 0.00 0. 00 0. 00 REGION #4 0.00 0.00 0.00 SUPPORT 10.67 4 .00 0.47 SUM FORCE= 7. 50 SUPPORT CALCULATIONS: QTY. OF SUPPORTS : 1 2 MOMENT, M = ( WL*Cf*12* ( (A1*H1) + (A2*H2) + (A3*H3) +(A4*H4) +A5*H5) ) ) / (1000*SUPPORTS) M = 707.3 K-IN Fy = 46.00 KSI Fb = 0.66 Fy*1.33 40.38 KSI RALPH 0. YOUNG, P.E. S = M/Fb 3268 DUNCAN AVENUE 17.52 IN^3 SARASOTA,, FLORIDA 34239 USE 8" SQ. x 3/8" WALL STEEL TUBE (S = 26 .4 IN'3) ' �. d�"'� SHEET 2 OF 2 SMOKERS EXPRESS/QUICK STOP FOOTING: 2 REQ'D CONCRETE: 3000 PSI AT 28 DAYS SOIL: 1.50 KSF DEPTH: 3 .00 FT. LENGTH: 9.50 FT. WIDTH: 4 .00 FT. SIGN WT. : 0. 75 KIP/SUPPORT WIND MOMENT = (MOMENT/12) + (FORCE*DEPTH/SUPPORTS) 70.19 -FT x 1.5 105.28 K-FT DEAD LOAD = (L*W*D*0.15KIP/FT"3) + (WT SUPPORT & SIGN) 17. 85 KIP RESISTING MOMENT = (DL) (L/2) + (W*D*1K/FT'2) (D/2) = 111.79 K-FT > 105 .28 K-FT FOOTING SIZE: 9 ' - 6" LONG x 41 - 0" WIDE x 31 - 0" DEEP 8.44 CU. YD. RALPH 0. YOUNG, P.E. 3268 DUNCAN AVENTUE SARASOTA, FLORIDA 34239 CITY OF ATLANTIC BEACH UariArx 1 1 it--IN i Or 13UILi. ING I i Rnn St=t\ INO G onnn ATI N !L•L Ch,;L 3 ti_: 247-5826-FAX: 247-5877 � j PERMIT INFOPMATION LOCA i0N INFORMATION 1 Permit Number: 20687 Address: 2425 MAYPORT ROAD E 1 Permit Tvpe- Sl(-,N ATLANTI i+v BEACH, FL 32233 i f Class of Work: NEW Townsheipx 2 Range: 28 Book: i I Proposed tlsp' C`nnA�a�aC�e� LOT(s):2 Block: Section:8 1 Square Feet: _ F Subdivision: f Fet_Value- Parcel Number f Improv. Cost: j _— OWNER INFORMATION dame: LIL CHAMP A/K/A PANTRY INC. { Total Fees: 30.00 j Address: 8930 WESTERN WAY Aw..... i .., L , q,,,, 30.00 JACKSONVILLE, FL 32286 . I Dates Paid: 9/20/2000 Phone: (904)464-7200 r�_Work_ esc: ERET ;"MALL 51+ i�i1 1 _ A1if"01 T BUILDING ELEVATION PRJl OPERTY OWNER —CON I RACT OR(S) APIP [CATION FEES PEFNIIT 'u.^^ I I I I � i I 1 � i I i � ! 1 f i inspections Required_. ! FINAI F1 Ff_'TRtC` I ! I � j � I NOTICE INSPECTIONS MUST BE REQUESTED All'LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND 11I►11C`T RC (`I CAMCM I m neon a ens,s r-r. w.- AY +..•EiT ER '•^ - s.v, v[ s^Aeon !; :SL`�Ot1T L9 i �i i r-s�t��.Utv i PiHt:i�JK UK vWN�r'Z V, I .._,.,. ...�.� FAILURE I0 (;UMPLY WITH THE CONSTRUCTION LIEN LAVH CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMFNTS -_I ISSUED ACCORDING TO APPROVED PLANS WHICH ARF PART OF THIS PFR-MIT AND gi'BjEC-T TO RE%inrn TInw! FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. 1 I I l i r /I $39.99 14 i _ ( f *— Dues 9121/89 91 Receipt: 9999732 CHECKS 3987 AT LAW 1C BE,iCI-� Bi, ZjINO DEPT. 99189893 21988 ;UCa-18-x000 09:308 FROM: 247-5845 TO:B19413554421 CITY OF ATLA&IC £EACH APPLICATION FOR SIGN PERMIT NAME: ^/� /go /p ADDRESS, .�`.JOivG PHONE: r TYPE OF SIGN; tJ/f cis 1�i?? xZE: c7'�a „X /S �6 PROPOSED LOCATION:/09CJIV7 WILL THE SIGN REQUIRE AN ELECTRICAL PM, IT' C`3' ELECTRICAL CONTRACTOR: ZA--5,- 1?117 Signs over fifty (50) feet in area, and/or any sign. which is more than seventeen (17) feet above the grounds or any sign neighing more than one thoUidnd (1+000) pounds must be submitted Leith drawings kioit a registered engineer. Signs With A solid area "iter thei thirty (30) square.. Fant musC be erected to vithstand a Wind pressure of At least thirty-five (35) pot lYds per sgilake foot. Drawings must also show that weight of sign will be supported by the roof or ground support on which it will be erected. This application must be submitted alohg frith the follo*ing: 1. A plot plan of the land+ shorting the position of the sign 3n relation to buildings or structures. 2. A blueprint or ink drawing showing the plans and specif- JeAtions, and the construction andlor attachment Eo Ehe r building or in the ground. 3. Other information as may be requited under Sec. 1%-2(b) , Code of Ordinanc 7b ti Beach. APPLICANT SIGNATURE: - Date: 9 OWNER SM ATURE: Date: ba A .+ c $ c Uacc Q E ?g1.- e s e•:e a s. �iyy �La as +aa -D.:. II p• 7"E r a a n s c'' e�A oa ooc 6 5-1/2 9-1/4 a m r� as "aaa ❑ —0 LL . r 3 EXTRUDED ALUMINUM n� CABINET WITH 2"xIMP \ 1�to u c- °° a CORNER MOUNTING STRAPS O EACH OF V c y o°o THE 4 CORNERS QII c a ( ) "@ _o s •-b a 3/8"INSTALLATION II a t; as as a HARDWAREAS N -j a ° a' n' . REQUIRED BY WALL (�r ° 4%A °<e ^ TYPE&CONDITION 113 m (4REQUIRED) a a a'es'e•.° oo a O a° ';aa a: ft N O (V ' a as ae a 3 o LL al a_ .. D" = ly W J W V e `°'a °°�a•n.' t7 z O' F as '"aa '.a LL J N FA Wo ''aa D w w u N a- 19 (=j D a'.. n' . n e a e .s e•o: m > x6 H .� O N :Q m as -aa a. W 1 M > Z f a rte+ he Lu � pd0 0sp � S b E O e•° •`y 0 a o = ama c NOBEL ROMAN'S CABINET OPTION#1 a° '' C'\Q�Pr LJyQLU ' �+ W e s as 'zoa a O O p NWJJm l.pa tc T o II f M Y OZ$� ® N v W MNXc z a Ln PL MANUFACTURE&INSTALL(1)5/F INTERNALLY ILLUMINATED WALL SIGN.CABINET TO BE FABRICATED ALUMINUM ANGLE STRUCTURE W J W °o u~N WITH 1-1/2"x 2"RETAINERS PAINTED TO MATCH P.M.S.#185 RED.FACE TO BE 3/16"PAN-FORMED ACKYSTEEL.FACE COLORS TO BE c d W E PM.S.#185 RED,P.M.S.#356 GREEN&WHITE PER THIS COLOR PRINT.ILLUMINATION PROVIDED BY(1)'72",(2)64"&(2)36'CW/HO FLOURESCENT LAMPS POWERED BY(1)120 VOLT BALLASTS.SIGNS TO BE MANUFACTURED TO U.L.STANDARDS&BEAR MARK. C INSTALLATION SHALL CONFORM TO NATIONAL ELECTRIC CODE&ALL OTHER APPLICABLE LOCAL CODES.120 VOLT POWERTO SIGN •� 9 c LOCATIONS PROVIDED BY OTHERS. mAs ' m °m O m nm w. w.. 4' o 2"x 6'5-1/2"=26.91 SQ/FT \ \ gacg ■ \%<f: 0g�!!� ION s IL O 0 � .�, cc t-§■i| ~ \ }/{L C2 �\} . ❑ § oma kms § a � � § § ® § \ ■ 3 Zx } � o ; < © 16 .2 § ( § \ ] ■ 22 § § 101111 ; ■ § £ � ` M. Gaq � ; 2 a ■ 2o \^ a � u to � § 00 I L Ll i j I I J#§&f■ ad �amax{ � 2 . ' - � . w .99 J \ k ° .� 0 § . as. . . . . ® j § | , � t . ■ Dy: LpmIZ Z�ur,L, o/ /z,,/"uu/ / > ? �1 ^� �� »~ 7 ^+ `^ y/n �' °,- ' | � - TEE C". OF ATLANTIC BLC.P%Af%L1 Ifi I I IVI L IN 1 U r LUV I L i-)i P4 6 Ann.4;;:hAimni r-P n ATLANT!C n- n! -, L 32233,-TF: -126�-i: 2.9...b LOCA I ION iNr_0RiWA7t i0i-4 PERMIT JNFnPMAT1nN Permit Number: 20666 rAddress: 24425 MAYPORT ROAD i. Permit Tvne- SI(,N I'LA., 71-*- = ACC, FiL .3223j Class of V&k- NEW Township.- 2 Range: 26 Book: Prononpff "-se- r_C)MMEERC-0 UIOCK: erection:8 Square Feet: Subdivision: r-#--* V-Altico Parcei Number: Improv. Cost: OWNER INFORMATION Names LIL CHAMP AIK/A PANTRY INC. 1VV Total Fees: 30.00 Address: 8930 WESTERN WAY 0.0 0 jACKSONVILLE, FL -2256 Date Paid: 9120012000 Phone: (904'464-7200 Work Desc: EREAC0 T SIGN VATiON APPLICATION FEES PROPERTY OWNER PERMIT An—nn inspections Required I FINAI R 1=r_TP1r_ NOTICE- INSPECT-IONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACE® IN PUBLIC SPACE, AND SPACE, I L41 AT RP ri J=AP97n I ID Akin UAI JI =M AIAJANI n%/r-jl ' CONTFRACTOR OR %-3'WN;rE-__7k F-MIL-UMC i%j ;.*%jMrLT VVII i r1l T tit- t;UNS-tRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PFRMIT ANnRl JR.IF( T Tr)Pr_X/r)(-AT1nF1 F UK VIULA I IUN OF APPLICABLE PROVISIONS OF LAW. ATLANTIC BEACH BUILDING DEPT. s3e..86 14 Dates 9/21/90 11 Receipt: 00732 IKM3221888 3987 AUG-1e-2000 09:30A FROM: 247-5645 70:619413554421 P:1/1 f-.. r^ A aj •T.. Y . CITY OF ATLAN tIC $EACH APPLICATION FOR SIGN PST: ; NAME: - � G/C'e- y ADDRESS: cK�Cel �.!`i✓�.ucaAuDPHONE:_/ 7_!�T �o2�C TYPE OF SZGN;Gy4zG ( Q _ SXEE: �fy? '�'�.J S�z o?6.9/ PROPOSED LOCATION: Z 5 0^'- LZ' 4l x-1 S WILL THE SIG,Y REQUIRE AN ELECTRICAL P IT' ELECTRICAL CONTRACTOR: Signs over fifty (50) feet in area, and/or any sign which is more thin seventeen (1 7) feet above the ground; or any sign weighing more than one thousand (i,000) pounds, must be submitted With drawings from a registered engineer. Signs Oith a Solid area "- dtbk than Ehirty (30) square feet must be erected to withstand a wind pressure of at least thirty-f'i've (35) pounds per sgUake foot. Drawings must also shot- that weight of sign Will, be supported by the roof or gtound support on which it will be erected. This application must be submitted along With the following: 1. A plot plan of the lands showing the posiEion of the sign in relation to buildings or structures. 2. A blueprint or ink drawing showing the plans and specif- ications, and the construction and/or attachment to the ' building or in the ground. 3. Other information as may' be required under Sec. 141-2(b) , Code of OrdinancEy o Atlan c ach. APPLICANT SIGNATURE: 'L-Date: OWNER SIGNATURE: Date: % It( ed G i �0 TO � t�Q GJ 1 � o U$—p�cc IF . n .•n .i �ii a o; ,i E 6'S-1/2" 9-1/4" aA _o a O 0 ffLL(L v£i EXTRUDED ALUMINUM CA13INET WITH 2'x 1/4" \ �En p CORNERMOUNTING d n% -:9 ° STRAPS®EACH OF \ P-v -c2o THE(4)CORNERS m U 0 a ° 13 1 ° a 3/6"INSTALLATIONm J 3 xam ;mm :n HARDWAREAS Da d tl e' REQUIREDDYWALL ❑ m 0 MR a'+fin" Yaa '4' TYPE&CONDITION (4RMUIRED) .O ...:.0...•.O'... J u m N o-,s a".a o e z 4a 9Y °- O Q D W Q LL S W U Z y- = Q Z X Q .O. N ¢ m O Q W U Z be W g Y ,o v C O 2 U N L N Z N O tl O' S W n N mi W ay¢ .° a-,a . H 111 m Z 1Y F am a -Q U N G n Z Yf Q L7 8 am0. 0!( P��1� .�. u>N^ a yC, li U Q UI.aJJg�+ .no 'inn .m. GQ`Pb Rjo _ O Q OGLL�P'1 I :a Y h IA C zROto.i W O 11 f Mk Y RAN / *kV V W Z �/11N qLn xc MANUFACTURE&INSTALL(1)SIF INTERNALLY ILLUMINATED WALL SIGN.CABINET TO BE FABRICATED ALUMINUM ANGLE STRUCTURE H u~ w M WITH 1-1/2"x2"RETAINERS PAINTED TO MATCH P.M.S.#185 RED.FACE TO BE 3/16"PAN-FORMED ACRYSTEEL.FACE COLORS TO Bo E d H W i W rM.S.#185 RED,WHITE&BLACK PER THIS COLOR PRINT.ILLUMINATION PROVIDED BY(1)72",(2)64"&(2)36"CW/HO FLOUKESCENT LAMPS POWERED BY(1)120 VOLT BALLASTS.SIGNS TO BE MANUFACTURED TO U.L.STANDARDS&BEAR MARK.INSTALLATION SHALL C CONFORM TO NATIONAL ELECTRIC CODE&ALL OTHER APPLICABLE LOCAL CODES.120 VOLT POWERTO SIGN LOCATIONS PROVIDED BY .� m OTHERS. o m � m (3m 4` `o 2"x 6'S-1/2"=26.91 SQ/FT m ru\ u " � s !�a■%| ji�klk a20 . bV§ x .0f0 x o0 «,0 0 IL . ❑ B 0r o g ■ k U, d � b8 ® k § d & 2t L q�j . U � a : t § « § � E � _ , < U £ £ � r � � -Z be ° 0 " 2 ■ F ■ km = : & ® o - • � _ - 86 (n § ka 10 2140 [ ii,ilillillillilljliijillllllllllillllouz � u . I . « u � k { 0000 § Bee��•.am a E m 2 15$(\k! ® r�---; !7l » } d E � e 0000 u z� \ B k `\train � �.■ § § �� ^ ` § � J \ ui . ■ 000 0 § . k � . . . % o ■ a «- LANE SUPPLY, INC. 120 Fairview Arlington, TX 817-261-9116 DESIGN CALCULATIONS FOR : Lil Champ#1401 2426 Mayport Rd Atlantic Beach, FL Eighteen-Column Canopy : 18'-10 X 188'- 10 Canopy Lane Reference Number : LSC - 21665 Rev 1 Date : 15-Nov-00 TABLE OF CONTENTS : Canopy Calculations : Design Loads : 1 Deck Design : 2-3 RECEIVPfolk Purlin Design : 4-15 Header Design : 16-23 Column & Foundation Design : 24-25 PICU 11, 2000 Attachments : City of Atlantic Beach Lane SL-316 Deck Panel Properties 6M1191M9 and, Zoninj Lane Standard Base Plate Design Design Sketch Engineer's Seal: AP+PROVED CI?B��6 N�NOFFI ETIC TH Iz--7-7� r � Calculations By: Lane Supply, Inc. LSC-21665 Rev 1 Customer: Lil Champ#1401 By• "C Project. 18'-10 X 188- 10 Canopy Che k: Code: 1997 Standard Building Code Roof Loads: Dead Load = 3.00 p.s.f. (SL-316 Deck) Live Load = 20.00 p.s.f. _ TOTAL = 23.00 p.s.f. Fascia Load: Height = 38.00 in. Dead Load = 20.00 p.l.f. Wind Loads: Speed = 110 m.p.h. Velocity Pressure, q = 26.5 p.s.f. Lateral Load : 1.8 X q = 47.62 p.s.f Deck Uplift : -1.3 X q = -34.39 p.s.f Frame Uplift : -0.8 X q = -21.16 p.s.f Seismic: Av = 0.05 max Aa = 0.05 max Base Shear: Cs = 2.5 X Aa / R = 0.100 Seismic Hazard Exposure Group: 1 Seismic Performance Category: B Soil Profile Type S = 2.0 (Worst Case) Structural System Inverted Pendulum Structure R = 1.25 Cd = 1.25 11/15/00 LSC-21665 Rev 1 Page 1 of 25 DECK DESIGN: "Tee" I P1 P21 v 23.00 PSF o v <-- X1 ---> I<------- L1 ------->1 I<------- L2 ------->I <--- X2 --->1 Wd= 3.00 PSF X1= 3.75 FT W1= 20.00 PSF L1= 8.17 FT Deck : Ww= -34.39 PSF L2= 8.17 FT Frame : Ww= -21.16 PSF X2= 3.75 FT P1= 20.00 PLF P2= 20.00 PLF MAd= 96.09 FT-LBS/FT RAd= 55.27 PLF MAI= 140.63 FT-LBS/FT RAI= 173.89 PLF Frame MAw= -148.81 FT-LBS/FT Frame : RAw= -184.01 PLF Deck : MAw= -241.82 FT-LBS/FT Deck : RAw= -299.02 PLF MA(d+l)= 236.72 FT-LBS/FT RA(d+l)= 229.15 PLF * Frame : MA(d+w)= -39.64 FT-LBS/FT Frame : RA(d+w)= -128.75 PLF * Deck : MA(d+w)= -109.57 FT-LBS/FT Deck : RA(d+w)= -243.75 PLF MAB(d+l)= 146.71 FT-LBS/FT RBd= 0.97 PLF * Frame : MAB(d+w)= -94.90 FT-LBS/FT RBI= 163.33 PLF * Deck : MAB(d+w)= -145.81 FT-LBS/FT Frame : RBw= -136.40 PLF Deck : RBw= -221.65 PLF MBC(d+l)= 146.71 FT-LBS/FT RB(d+l)= 164.30 PLF * Frame : MBC(d+w)= -94.90 FT-LBS/FT Frame : RB(d+w)= -135.43 PLF * Deck : MBC(d+w)= -145.81 FT-LBS/FT Deck : RB(d+w)= -220.68 PLF MCd= 96.09 FT-LBS/FT RCd= 55.27 PLF MCI= 140.63 FT-LBS/FT RCI= 173.89 PLF Frame : MCw= -148.81 FT-LBS/FT Frame : RCw= -184.01 PLF Deck : MCw= -241.82 FT-LBS/FT Deck : RCw= -299.02 PLF MC(d+l)= 236.72 FT-LBS/FT RC(d+l)= 229.15 PLF * Frame : MC(d+w)= -39.64 FT-LBS/FT Frame : RC(d+w)= -128.75 PLF * Deck : MC(d+w)= -109.57 FT-LBS/FT Deck : RC(d+w)= -243.75 PLF UBF;20 GAUGE GRADE C.DECK +S=.386 CU.IN. -S=.300 U.N. FY=40 KSI * Includes 1.33 wind load reduction factor. 11/15/00 LSC-21665 Rev 1 Page 2 of 25 DECK DESIGN: "Main" 1 P1 P21 v 23.00 PSF o v 1<-- X1 ---> 1<------- L1 ------->11<------- L2 ------->1 <--- X2 --->1 Wd= 3.00 PSF X1= 2.75 FT WI= 20.00 PSF L1= 6.67 FT Deck : Ww= -34.39 PSF L2= 6.67 FT Frame : Ww= -21.16 PSF X2= 2.75 FT P1= 20.00 PLF P2= 20.00 PLF MAd= 66.34 FT-LBS/FT RAd= 48.20 PLF MAI= 75.63 FT-LBS/FT RAI= 133.01 PLF Frame : MAw= -80.03 FT-LBS/FT Frame : RAw= -140.76 PLF Deck: MAw= -130.05 FT-LBS/FT Deck : RAw= -228.73 PLF MA(d+l)= 141.97 FT-LBS/FT RA(d+l)= 181.21 PLF * Frame : MA(d+w)= -10.29 FT-LBS/FT Frame : RA(d+w)= -92.55 PLF * Deck : MA(d+w)= -47.90 FT-LBS/FT Deck : RA(d+w)= -180.53 PLF MAB(d+l)= 96.76 FT-LBS/FT RBd= 0.10 PLF * Frame : MAB(d+w)= -70.82 FT-LBS/FT RBI= 133.33 PLF * Deck : MAB(d+w)= -108.28 FT-LBS/FT Frame : RBw= -117.09 PLF Deck : RBw= -190.27 PLF MBC(d+l)= 96.76 FT-LBS/FT RB(d+l)= 133.43 PLF * Frame : MBC(d+w)= -70.82 FT-LBS/FT Frame : RB(d+w)= -116.99 PLF * Deck : MBC(d+w)= -108.28 FT-LBS/FT Deck : RB(d+w)= -190.17 PLF MCd= 66.34 FT-LBS/FT RCd= 48.20 PLF MCI= 75.63 FT-LBS/FT RCI= 133.01 PLF Frame : MCw= -80.03 FT-LBS/FT Frame : RCw= -140.76 PLF Deck : MCw= -130.05 FT-LBS/FT Deck : RCw= -228:73 PLF MC(d+l)= 141.97 FT-LBS/FT RC(d+l)= 181.21 PLF * Frame : MC(d+w)= -10.29 FT-LBS/FT Frame : RC(d+w)= -92.55 PLF * Deck : MC(d+w)= -47.90 FT-LBS/FT Deck : RC(d+w)= -180.53 PLF USE 20 GAU�aE GRADE C DECK +S=.386 CU.IN. -S=.300 CU.IN. FY=40 KSI * Includes 1.33 wind load reduction factor. 11/15/00 LSC-21665 Rev 1 Page 3 of 25 BEAM DESIGN: P-a Wd= 95.27 PLF I P W1= 173.89 PLF v 269.15 PLF Ww= -184.01 PLF -- --- "A B^ Pd= 173.89 LBS 1<-----X----> <---------- L---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 50.50 FT DL= -0.094 0.778 X= 1.92 FT DL+LL= -0.267 2.206 (+downward, -upward) Md(@ OH)= 508 FT-LBS RAd= 2772 LBS Ml(@ OH)= 319 FT-LBS RAI= 4730 LBS Mw(@ OH)= -338 FT-LBS _ RAw= -5006 LBS MOH(d+I)= 828 FT-LB lu= 1.33 FT RA(d+l)= 7502 LBS MOH(d+w)= 170 FT-LB lu= 1.92 FT RA(d+w)= -2234 LBS RBd= 2395 LBS RBI(Max)= 4391 LBS RBw= -4640 LBS MSP(d+l)= 85547 FT-LB lu= 12.63 FT RB(d+l)= 6786 LBS MSP(d+w)= -28376 FT-LB lu= 1.33 FT RB(d+w)= -2244 LBS USE: W 18X40 REF.AISC 9TH ED. 2-172 BEAM DESIGN: P-b Wd= 40.97 PLF ( P W1= 163.33 PLF v 204.30 PLF Ww= -136.40 PLF ^A B^ Pd= 128.89 LBS 1<-----X----> 1<---------- L ---------->1 Pl= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 50.50 FT DL= -0.040 0.333 X= 1.92 FT DL+LL= -0.203 1.675 (+downward, -upward) Md(@ OH)= 322 FT-LBS RAd= 1248 LBS MI(@ OH)= 300 FT-LBS RAI= 4443 LBS Mw(@ OH)= -251 FT-LBS RAw= -3711 LBS MOH(d+l)= 622 FT-LB lu= 1.33 FT RA(d+l)= 5691 LBS MOH(d+w)= 72 FT-LB lu= 1.92 FT RA(d+w)= -2462 LBS RBd= 1028 LBS RBI(Max)= 4124 LBS RBw= -3439 LBS MSP(d+l)= 64966 FT-LB lu= 12.63 FT RB(d+l)= 5152 LBS MSP(d+w)= -30458 FT-LB lu= 1.33 FT RB(d+w)= -2411 LBS USE: W18X40 REF.AISC 9TH ED. 2-172 11/15/00 LSC-21665 Rev 1 Page 4 of 25 BEAM DESIGN: P-c Wd= 62.20 PLF ( P W1= 133.01 PLF v _195.21 PLF Ww= -140.76 PLF ---- ^A B^ Pd= 133.01 LBS 1<-----X----> <---------- L---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 19.75 FT DL= 0.162 0.007 X= 10.25 FT DL+LL= 0.309 0.070 (+downward, -upward) Md(@ OH)= 4631 FT-LBS RAd= 1619 LBS MI(@ OH)= 6987 FT-LBS RAI= 3031 LBS Mw(@ OH)= -7394 FT-LBS _ _ RAw= -3207 LBS MOH(d+l)= 11618 FT-LB lu= 1.33 FT RA(d+l)= 4650 LBS MOH(d+w)= -2763 FT-LB lu= 10.25 FT RA(d+w)= -1588 LBS RBd= 380 LBS RBI(Max)= 1313 LBS RBw= -1016 LBS MSP(d+l)= 7343 FT-LB lu= 8.00 FT RB(d+l)= 1693 LBS MSP(d+w)= -2573 FT-LB lu= 1.33 FT RB(d+w)= -636 LBS USE: W12X14 , REF.AISC 9TH ED. 2-172 BEAM DESIGN: P-d Wd= 14.10 PLF P Wl= 133.33 PLF v 147.43 PLF Ww= -117.09 PLF ^A B^ Pd= 110.65 LBS i<-----X----> i<---------- L ---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 19.75 FT DL= 0.094 -0.012 X= 10.25 FT DL+LL= 0.240 0.051 (+downward, -upward) Md(@ OH)= 1875 FT-LBS RAd= 489 LBS MI(@ OH)= 7004 FT-LBS RAI= 3038 LBS Mw(@ OH)= -6151 FT-LBS RAw= -2668 LBS MOH(d+l)= 8879 FT-LB lu= 1.33 FT RA(d+l)= 3527 LBS MOH(d+w)= -4276 FT-LB lu= 10.25 FT RA(d+w)= -2179 LBS RBd= 44 LBS RBI(Max)= 1317 LBS RBw= -845 LBS MSP(d+l)= 6282 FT-LB lu= 8.00 FT RB(d+l)= 1361 LBS MSP(d+w)= -3111 FT-LB lu= 1.33 FT RB(d+w)= -801 LBS USE: W 12X14 REF.AISC 9TH ED. 2-172 11/15/00 LSC-21665 Rev 1 Page 5 of 25 BEAM DESIGN: P-e Wd= 62.20 PLF P WI= 133.01 PLF v __ __195.21 PLF Ww= -140.76 PLF ^A B^ Pd= 379.77 LBS l<-----X----> I<---------- L---------->1 PI= 1313.48 LBS Pw= -1015.58 LBS Deflections: (inches_) Overhang Midspan L= 20.75 FT DL= -0.015 0.062 X= 4.25 FT DL+LL= 0.004 0.155 (+downward, -upward) Md(@ OH)= 2176 FT-LBS RAd= 1394 LBS MI(@ OH)= 6784 FT-LBS RAI= 3586 LBS Mw(@ OH)= -5587 FT-LBS RAw= -3343 LBS MOH(d+l)= 8959 FT-LB lu= 1.33 FT RA(d+l)= 4980 LBS MOH(d+w)= -3412 FT-LB lu= 4.25 FT RA(d+w)= -1949 LBS RBd= 540 LBS RBI(Max)= 1380 LBS RBw= -1191 LBS MSP(d+1)= 9447 FT-LB lu= 8.00 FT RB(d+l)= 1920 LBS MSP(d+w)= -2694 FT-LB lu= 1.33 FT RB(d+w)= -651 LBS USE: W 12X14 REF.AISC 9TH ED. 2-172 BEAM DESIGN: P-f Wd= 14.10 PLF IP W1= 133.33 PLF v 147.43 PLF Ww= -117.09 PLF ^A B^ Pd= 44.29 LBS <-----X----> j<---------- L---------->1 PI= 1316.67 LBS Pw= -844.82 LBS Deflections: (inches) _ Overhang Midspan L= 20.75 FT DL= -0.008 0.017 X= 4.25 FT DL+LL= 0.011 0.111 (+downward, -upward) Md(@ OH)= 316 FT-LBS RAd= 266 LBS MI(@ OH)= 6800 FT-LBS RAI= 3594 LBS Mw(@ OH)= -4648 FT-LBS RAw= -2781 LBS MOH(d+l)= 7116 FT-LB lu= 1.33 FT RA(d+l)= 3860 LBS MOH(d+w)= -4332 FT-LB lu= 4.25 FT RA(d+w)= -2516 LBS RBd= 131 LBS RBI(Max)= 1383 LBS RBw= -991 LBS MSP(d+l)= 7778 FT-LB lu= 8.00 FT RB(d+l)= 1514 LBS MSP(d+w)= -3589 FT-LB lu= 1.33 FT RB(d+w)= -860 LBS USE: W 12X14 REF.AISC 9TH ED. 2-172 11/15/00 LSC-21665 Rev 1 Page 6 of 25 BEAM DESIGN: P-g Wd= 62.20 PLF P WI= 133.01 PLF v 195.21 PLF _ Ww= -140.76 PLF ^A B^ Pd= 540.49 LBS 1<-----X----> (<---------- L ---------->) PI= 1379.98 LBS Pw= -1191.07 LBS Deflections: (inches) Overhang Midspan L= 21.75 FT DL= -0.021 0.080 X= 3.25 FT DL+LL= -0.051 0.238 (+downward, -upward) Md(@ OH)= 2085 FT-LBS RAd= 1515 LBS MI(@ OH)= 5187 FT-LBS RAI= 3497 LBS Mw(@ OH)= -4614 FT-LBS RAw= -3391 LBS MOH(d+l)= 7272 FT-LB lu= 1.33 FT RA(d+l)= 5012 LBS MOH(d+w)= -2529 FT-LB lu= 3.25 FT RA(d+w)= -1876 LBS RBd= 581 LBS RBI(Max)= 1446 LBS RBw= -1319 LBS MSP(d+l)= 10524 FT-LB lu= 8.00 FT RB(d+l)= 2027 LBS MSP(d+w)= -3467 FT-LB lu= 1.33 FT RB(d+w)= -738 LBS USE: W12X14 REF.AISC'9TH ED. 2-.172 BEAM DESIGN: P-h Wd= 14.10 PLF P W1= 133.33 PLF v 147.43 PLF Ww= -117.09 PLF ^A B^ Pd= 131.05 LBS l<-----X----> l<---------- L---------->) PI= 1383.33 LBS Pw= -990.80 LBS Deflections: (inches) Overhang Midspan L= 21.75 FT DL= -0.004 0.018 X= 3.25 FT DL+LL= -0.035 0.176 (+downward, -upward) Md(@ OH)= 500 FT-LBS RAd= 353 LBS MI(@ OH)= 5200 FT-LBS RAI= 3506 LBS Mw(@ OH)= -3838 FT-LBS RAw= -2821 LBS MOH(d+l)= 5700 FT-LB lu= 1.33 FT RA(d+l)= 3859 LBS MOH(d+w)= -3338 FT-LB lu= 3.25 FT RA(d+w)= -2468 LBS RBd= 130 LBS RBI(Max)= 1450 LBS RBw= -1097 LBS MSP(d+l)= 8470 FT-LB lu= 8.00 FT RB(d+l)= 1580 LBS MSP(d+w)= -4536 FT-LB lu= 1.33 FT RB(d+w)= -967 LBS USE: W 12X14 REF.AISC 9TH ED. 2-172 11/15/00 LSC-21665 Rev 1 Page 7 of 25 BEAM DESIGN: P-i Wd= 62.20 PLF W1= 133.01 PLF Ww= -140.76 PLF L= 21.83 FT 195.21 PLF _^ (<----------- L -------->1 Rd= 679 LBS RI= 1452 LBS Md= M3706.4 FT-LBS Rw= -1537 LBS A7th= 7925.7 FT-LBS R(d+l)= 2131 LBS Mw= -8387.2 FT-LBS R(d+w)= -858 LBS M(d+l)= 11632.1 FT-LBS Lu= 8.00 FT OK M(d+w)= -3519.4 FT-LBS Lu= 1.33 FT OK * Includes 1.33 wind reduction factor. USE W12X14 REF:AISC 9TH'EQ. Pg 2-175 Deflections: (inches) Midspan DL= 0.124 DL+LL= 0.388 (+downward, -upward) BEAM DESIGN: P-j Wd= 14.10 PLF W1= 133.33 PLF Ww= -117.09 PLF L= 21.83 FT 147.43 PLF A A 1<----------- L -------->1 Rd= 154 LBS RI= 1456 LBS Md= 840.0 FT-LBS Rw= -1278 LBS MI= 7944.9 FT-LBS R(d+l)= 1609 LBS Mw= -6977.0 FT-LBS R(d+w)= -1124 LBS M(d+l)= 8784.9 FT-LBS Lu= 8.00 FT OK M(d+w)= -4614.3 FT-LBS Lu= 1.33 FT OK * Includes 1.33 wind reduction factor. USE. W12X14 ,REF.AISC"9TH.E© Pg' 2-175 Deflections: (inches) Midspan DL= 0.028 DL+LL= 0.293 (+downward, -upward) 11/15/00 LSC-21665 Rev 1 Page 8 of 25 BEAM DESIGN: P-k P1 P2 P3 Ptd = 2395.42 LB 1 P11 = 4390.62 LB _ V V V P1w = -4639.62 LB ^A B^ P2d = 1028.03 LB 1<-a->I<------ b-----A<----- c----->I<-d->l P21 = 4124.17 LB I<------------- L------------------------------>I P2w = -3439.16 LB P3d = 2395.42 LB a = 3.31 FT P31 = 4390.62 LB b = 8.17 FT P3w = -4639.62 LB c = 8.17 FT d = 2.19 FT L = 21.83 FT Wd= 78.20 PLF W1= 133.01 PLF Ww= -140.76 PLF RAd = 3613.2 LB RAI = 7572.2 LB RAw = -7568.1 LB RA(d+l) = 11185.5 LB RA(d+w) _ -3954.9 LB RBd = 3913.0 LB RBI = 8237.2 LB RBw = -7774.4 LB RB(d+l) = 12150.3 LB RB(d+w) _ -3861.4 LB MAB(dl) = 16761.8 LB-FT MAB(II) = 42302.9 LB-FT MAB(wl) _ -39711.7 LB-FT MAB(dl+ll) = 59064.7 LB-FT OK MAB(dl+wl) _ -22949.9 LB-FT OK Lu = 8.2 FT DL Defl. = 0.17 in. DL+LL Defl. = 0.58 in. USE: W14X30 REF.AISC 9TH ED. 11/15/00 LSC-21665 Rev 1 Page 9 of 25 BEAM DESIGN: P-1 + P1 P21 Wd= 62.20 PLF v 195.21 PLF v W1= 133.01 PLF ^A B^ Ww= -140.76 PLF 1<--- X1 ---> !<------------ L -------->j<--- X2 --->) P1d= 379.77 LBS P11= 1313.48 LBS RAd= 1214 LBS P1w= -1015.58 LBS RAI(MAX)= 3758 LBS P2d= 3613.22 LBS RAw= -2975 LBS P21= 7572.25 LBS RA(d+l)= 4971 LBS P2w= -7568.12 LBS RA(d+w)= -1761 LBS L= 24.00 FT X1= 4.25 FT RBd= 4645 LBS X2= 1.75 FT RBI(MAX)= 9962 LBS RBw= -9832 LBS RB(d+l)= 14607 LBS RB(d+w)= -5186 LBS MA(d)= 2176 FT-LB MA(I)= 6784 FT-LB MA(w)= -5587 FT-LB MA(d+l)= 8959 FT-LB lu= 1.33 FT OK MA(d+w)= -3412 FT-LB MA(d+w)= -2565 FT-LB lu= 4.25 FT OK MAB(d+l)= 9838 FT-LB lu= 8.00 FT OK MAB(d+w)= -432 FT-LB lu= 1.33 FT OK MB(d)= 6418 FT-LB MB(I)= 13455 FT-LB MB(w)= -13460 FT-LB MB(d+l)= 19873 FT-LB lu= 1.33 FT OK MB(d+w)= -7041 FT-LB lu= MB(d+w)= -5294 FT-LB lu= 1.75 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) _ -0.029 0.027 -0.033 (-) is down DL+LL (in) _ I -0.145 0.131 -0.111 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE: W12X14 REF.AISC 9TH ED Pq 2-175 11/15/00 LSC-21665 Rev 1 Page 10 of 25 BEAM DESIGN: P-m P1 P2 Wd= 14.10 PLF v 147.43 PLF v W1= 133.33 PLF ^A B^ W w= -117.09 PLF 1<--- X1 j<------------ L -------->j <--- X2 ---> P1d= 44.29 LBS P11= 1316.67 LBS RAd= 274 LBS P1w= -844.82 LBS RAI(MAX)= 3767 LBS P2d= 153.89 LBS RAw= -2841 LBS P21= 1455.56 LBS RA(d+l)= 4041 LBS P2w= -1278.23 LBS RA(d+w)= -2566 LBS L= 24.00 FT X1= 4.25 FT RBd= 347 LBS X2= 1.75 FT RBI(MAX)= 3404 LBS RBw= -2795 LBS RB(d+l)= 3750 LBS RB(d+w)= -2449 LBS MA(d)= 316 FT-LB MA(I)= 6800 FT-LB MA(w)= -4648 FT-LB _ MA(d+I)= 7116 FT-LB lu= 1.33 FT OK MA(d+w)= -4332 FT-LB MA(d+w)= -3257 FT-LB lu= 4.25 FT OK MAB(d+l)= 10312 FT-LB lu= 8.00 FT OK * MAB(d+w)= -3179 FT-LB lu= 1.33 FT OK MB(d)= 291 FT-LB MB(I)= 2751 FT-LB MB(w)= -2416 FT-LB MB(d+l)= 3042 FT-LB lu= 1.33 FT OK MB(d+w)= -2125 FT-LB lu= MB(d+w)= -1598 FT-LB lu= 1.75 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.012 -0.0261 0.005 () is down DL+LL (in) = 0.0181 .1821 0.036 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE: W- 12X14 REF RISC`9TH.ED. Pg 2 175 11/15/00 LSC-21665 Rev 1 Page 11 of 25 BEAM DESIGN: P-n Pi P21 Wd= 62.20 PLF v 195.21 PLF v W1= 133.01 PLF ^A B^ WW= -140.76 PLF <--- xi ---> I<------------ L -------->j <--- X2 --->1 P1d= 379.77 LBS P11= 1313.48 LBS RAd= 1428 LBS P1w= -1015.58 LBS RAI(MAX)= 3758 LBS P2d= 679.03 LBS RAw= -3415 LBS P21= 1452.03 LBS RA(d+l)= 5185 LBS P2w= -1536.59 LBS RA(d+w)= -1987 LBS L= 24.00 FT X1= 4.25 FT RBd= 1497 LBS X2= 1.75 FT RBI(MAX)= 3395 LBS RBw= -3360 LBS RB(d+l)= 4892 LBS RB(d+w)= -1863 LBS MA(d)= 2176 FT-LB MA(I)= 6784 FT-LB MA(w)= -5587 FT-LB MA(d+l)= 8959 FT-LB lu= 1.33 FT OK MA(d+w)= -3412 FT-LB MA(d+w)= -2565 FT-LB lu= 4.25 FT OK MAB(d+l)= 12329 FT-LB lu= 8.00 FT OK * MAB(d+w)= -2387 FT-LB lu= 1.33 FT OK MB(d)= 1284 FT-LB MB(I)= 2745 FT-LB MB(w)= -2905 FT-LB MB(d+l)= 4028 FT-LB lu= 1.33 FT OK MB(d+w)= -1621 FT-LB lu= MB(d+w)= -1219 FT-LB lu= 1.75 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.030 -0.0971 0.019 O is down DL+LL (in) = 0.036 -0.2531 0.050 (+) is up Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE: ` W 12X14 REF:AISC'§fWEED�,Pg 2AZ5 11/15/00 LSC-21665 Rev 1 Page 12 of 25 BEAM DESIGN: P-o I P1 P21 Wd= 62.20 PLF v 195.21 PLF v_ W 1= 133.01 PLF ^A B^ W w= -140.76 PLF 1<--- X1 ---> j<------------ L -------->j<--- X2 --->1 P1d= 3913.05 LBS P11= 8237.22 LBS RAd= 4693 LBS P1w= -7774.43 LBS RAI(MAX)= 10032 LBS P2d= 580.58 LBS RAw= -9519 LBS P21= 1446.49 LBS RA(d+l)= 14725 LBS P2w= -1318.57 LBS RA(d+w)= -4827 LBS L= 24.00 FT X1= 0.42 FT RBd= 1460 LBS X2= 2.25 FT RBI(MAX)= 3492 LBS RBw= -3327 LBS _ RB(d+l)= 4951 LBS RB(d+w)= -1868 LBS MA(d)= 1636 FT-LB MA(I)= 3444 FT-LB MA(w)= -3252 FT-LB MA(d+l)= 5080 FT-LB lu= 1.33 FT OK MA(d+w)= -1616 FT-LB MA(d+w)= -1215 FT-LB lu= 0.42 FT OK MAB(d+l)= 12506 FT-LB lu= 8.00 FT OK MAB(d+w)= -2947 FT-LB lu= 1.33 FT OK MB(d)= 1464 FT-LB MB(I)= 3591 FT-LB MB(w)= -3323 FT-LB MB(d+l)= 5055 FT-LB lu= 1.33 FT OK MB(d+w)= -1859 FT-LB lu= MB(d+w)= -1398 FT-LB lu= 2.25 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.005 -0.1061 0.025 () is down DL+LL (in) = 0.014 -0.3221 0.073 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USh: W12X14 'REF.AISC 9TH ED 'Pq`: 2-115 11/15/00 LSC-21665 Rev 1 Page 13 of 25 BEAM DESIGN: P-P S P1 P21 Wd= 14.10 PLF v_ _ _ 147.43 PLF v W1= 133.33 PLF ^A B^ Ww= -117.09 PLF 1<--- X1 ---> (<------------ L -------->j <--- X2 --->I P1d= 153.89 LBS P11= 1455.56 LBS RAd= 318 LBS P1w= -1278.23 LBS RAI(MAX)= 3137 LBS P2d= 130.30 LBS RAw= -2640 LBS P21= 1450.00 LBS RA(d+l)= 3455 LBS P2w= -1096.86 LBS RA(d+w)= -2322 LBS L= 24.00 FT X1= 0.42 FT RBd= 342 LBS X2= 2.25 -FT RBI(MAX)= 3500 LBS RBw= -2858 LBS RB(d+l)= 3842 LBS RB(d+w)= -2516 LBS MA(d)= 65 FT-LB MA(I)= 618 FT-LB MA(w)= -543 FT-LB MA(d+l)= 683 FT-LB lu= 1.33 FT OK MA(d+w)= -477 FT-LB MA(d+w)= -359 FT-LB lu= 0.42 FT OK MAB(d+l)= 10418 FT-LB lu= 8.00 FT OK MAB(d+w)= -4505 FT-LB lu= 1.33 FT OK MB(d)= 329 FT-LB MB(I)= 3600 FT-LB MB(w)= -2764 FT-LB MB(d+l)= 3929 FT-LB lu= 1.33 FT OK MB(d+w)= -2435 FT-LB lu= MB(d+w)= -1831 FT-LB lu= 2.25 FT OK DEFLECTIONS X1-OH T San X2-OH DL (in) = 0.002 -0.0311 0.008 O is down DL+LL (in) = 0.018 -0.3171 0.072 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USS; W 12X14 REF.AISC'9TH ED Pg 2-175 11/15/00 LSC-21665 Rev 1 Page 14 of 25 BEAM DESIGN: P-q _ I P1 P21 Wd= 62.20 PLF v _ 195.21 PLF v WI= 133.01 PLF ^A B^ W w= -140.76 PLF 1<--- xi ---> I<------------ L -------->j <--- X2 --->I P1d= 679.03 LBS P11= 1452.03 LBS RAd= 1402 LBS P1w= -1536.59 LBS RAI(MAX)= 3129 LBS P2d= 580.58 LBS RAw= -3173 LBS _ P21= 1446.49 LBS RA(d+l)= 4532 LBS P2w= -1318.57 LBS RA(d+w)= -1771 LBS L= 24.00 FT X1= 0.42 FT RBd= 1516 LBS X2= 2.25 FT RBI(MAX)= 3492 LBS RBw= -3436 LBS RB(d+l)= 5007 LBS RB(d+w)= -1920 LBS MA(d)= 288 FT-LB MA(I)= 617 FT-LB MA(w)= -652 FT-LB MA(d+l)= 905 FT-LB lu= 1.33 FT OK MA(d+w)= -364 FT-LB MA(d+w)= -274 FT-LB lu= 0.42 FT OK MAB(d+l)= 13185 FT-LB lu= 8.00 FT OK " MAB(d+w)= -3435 FT-LB lu= 1.33 FT OK MB(d)= 1464 FT-LB MB(I)= 3591 FT-LB MB(w)= -3323 FT-LB MB(d+l)= 5055 FT-LB lu= 1.33 FT OK MB(d+w)= -1859 FT-LB lu= MB(d+w)= -1398 FT-LB lu= 2.25 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.008 -0.1381 0.033 () is down DL+LL (in) 0.024 -0.4231 0.098 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USS': W 1'W 4 REF.AISC 9TH ED. Pg.. Z-1115. 11/15/00 LSC-21665 Rev 1 Page 15 of 25 HEADER DESIGN H-a P1 P2 P3 Ptd = 2772.03 LB I I I P11 = 4730.23 LB V V V P1w = -5005.70 LB "A B^ P2d = 1248.21 LB 1<-a->I<------ b----->I<----- c----->1<-d->l P21 = 4443.16 LB I<------------- L------------------------------>1 P2w = -3710.52 LB P3d = 2772.03 LB a = 1.83 FT P31 = 4730.23 LB b = 8.17 FT P3w = -5005.70 LB c = 8.17 FT d = 1.83 FT L = 20.00 FT Wd= 26.00 PLF W1= 0.00 PLF Ww= 0.00 PLF RAd = 3656.13 LB RAI = 6951.81 LB RAw = -6860.96 LB RA(d+1) = 10607.94 LB RA(d+w) _ -3204.82 LB RBd = 3656.13 LB RBI = 6951.81 LB RBw = 6332.09 LB RB(d+l) = 10607.94 LB RB(d+w) _ -2675.96 LB MAB(dl) = 12623.09 LB-FT MAB(II) = 30887.90 LB-FT MAB(wl) _ -27729.69 LB-FT MAB(dI+II) = 43511.00 LB-FT OK MAB(dl+wl) _ -15106.60 LB-FT OK Lu = 8.17 FT DL Defl. = 0.21 in. DL+LL Defl. = 0.70 in. USE: W 1 OX26 REF.AISC 9TH ED. 11/15/00 LSC-21665 Rev 1 Page 16 of 25 HEADER BEAM DESIGN: H-b Ptd= 1619 LBS lP1 IP2 P31 P11= 3031 LBS V V V P1w= -3207 LBS ------ �^A --- B" -- P2d= 489 LBS j<--- X1 ---> j<----X2---->j<----X3---->1 <--- X4 --->1 P21= 3038 LBS P2w= -2668 LBS P3d= 1619 LBS X1= 1.25 FT P31= 3031 LBS X2= 5.42 FT P3w= -3207 LBS X3= 5.42 FT X4= 1.25 FT Wd= 14.00 PLF RAd= 1957 LBS RBd= 1957 W1= 0.00 PLF RAI= 4550 LBS RBI= 4550 Ww= 0.00 PLF RAw= -4541 LBS RBw= -4541 RAd+I= 6507 LBS RBd+I= 6507 RAd+w= -2584 LBS RBd+w= -2584 MA(DL): -2035.1 FT-LBS MA(LL): -3788.3 FT-LBS MA(W L): 4008.9 FT-LBS Deflection MA(DL+LL): -5823.3 FT-LBS LU= 1.25 FT DL= 0.01 in MA(DL+WL): 1484.1 FT-LBS LU= 1.25 FT DL+LL = 0.01 in SPAN Deflection M(DL+LL): 3935.0 FT-LBS LU= 5.42 FT DL = -0.01 in *M(DL+W L): -3721.1 FT-LBS LU= 5.42 FT DL+LL = 0.01 in MB(DL): -2035.1 FT-LBS MB(LL): -3788.3 FT-LBS MB(WL): 4008.9 FT-LBS Deflection MB(DL+LL): -5823.3 FT-LBS LU= 1.25 FT DL = 0.01 in MB(DL+WL): 1973.8 FT-LBS LU= 1.25 FT DL+LL = 0.01 in * Includes 1.33 wind load reduction factor. USE: W12X14 REF. AISC 9TH ED. 2-174 11/15/00 LSC-21665 Rev 1 Page 17 of 25 HEADER BEAM DESIGN: H-c Ptd= 1214 LBS 1P1 JP2 P31 P11= 3758 LBS V_ V V P1w= -2975 LBS ^A B" Ptd= 274 LBS 1<--- X1 ---> j<----X2---->j<----X3---->1 <---X4 --->I P21= 3767 LBS P2w= -2841 LBS P3d= 1428 LBS X1= 1.25 FT P31= 3758 LBS X2= 5.42 FT P3w= -3415 LBS X3= 5.42 FT X4= 1.25 FT Wd= 14.00 PLF RAd= 1420 LBS RBd= 1683 W1= 0.00 PLF RAI= 5641 LBS RBI= 5641 Ww= 0.00 PLF RAw= -4344 LBS RBw= -4886 RAd+I= 7060 LBS RBd+I= 7324 RAd+w= -2925 LBS RBd+w= -3203 MA(DL): -1528.1 FT-LBS MA(LL): -4696.9 FT-LBS MA(WL): 3718.6 FT-LBS Deflection MA(DL+LL): -6225.1 FT-LBS LU= 1.25 FT DL= 0.01 in MA(DL+WL): 1646.9 FT-LBS LU= 1.25 FT DL+LL = 0.01 in SPAN Deflection M(DL+LL): 4791.1 FT-LBS LU= 5.42 FT DL= -0.01 in *M(DL+WL): -4413.0 FT-LBS LU= 5.42 FT DL+LL = 0.01 in MB(DL): -1795.6 FT-LBS MB(LL): -4696.9 FT-LBS MB(WL): 4268.3 FT-LBS Deflection MB(DL+LL): -6492.5 FT-LBS LU= 1.25 FT DL = 0.01 in - MB(DL+WL): 2472.7 FT-LBS LU= 1.25 FT DL+LL = 0.01 in * Includes 1.33 wind load reduction factor. USE: W 12X14 REF. AISC 9TH ED. 2-174 11/15/00 LSC-21665 Rev 1 Page 18 of 25 HEADER BEAM DESIGN: H-d Ptd= 4645 LBS SP1 JP2 P31 P11= 9962 LBS V V V P1w= -9832 LBS --- ^A B^ P2d= 347 LBS (<---X1 ---> I<----X2---->j<----X3---->) <---X4 --->1 P21= 3404 LBS P2w= -2795 LBS P3d= 1497 LBS X1= 1.25 FT P31= 3395 LBS X2= 5.42 FT P3w= -3360 LBS X3= 5.42 FT X4= 1.25 FT Wd= 19.00 PLF RAd= 5309 LBS RBd= 1434 W1= 0.00 PLF RAI= 12421 LBS RBI= 4339 Ww= 0.00 PLF RAw= -11976 LBS RBw= -4011 RAd+1= 17730 LBS RBd+I= 5773 RAd+w= -6667 LBS RBd+w= -2577 MA(DL): -5821.4 FT-LBS MA(LL): -12452.2 FT-LBS MA(WL): 12289.4 FT-LBS Deflection MA(DL+LL): -18273.6 FT-LBS LU= 1.25 FT DL = 0.01 in MA(DL+WL): 4863.2 FT-LBS LU= 1.25 FT DL+LL = 0.03 in SPAN Deflection M(DL+LL): -1766.4 FT-LBS LU= 5.42 FT DL = -0.02 in `M(DL+WL): -1961.7 FT-LBS LU= 5.42 FT DL+LL = -0.04 in MB(DL): -1886.3 FT-LBS MB(LL): -4244.1 FT-LBS MB(WL): 4200.3 FT-LBS Deflection MB(DL+LL): -6130.4 FT-LBS LU= 1.25 FT DL = 0.01 in MB(DL+WL): 2314.0 FT-LBS LU= 1.25 FT DL+LL = 0.02 in * Includes 1.33 wind load reduction factor. USE: W12X19 REF. AISC 9TH ED. 2-174 11/15/00 LSC-21665 Rev 1 Page 19 of 25 HEADER BEAM DESIGN: H-e Ptd= 4693 LBS 1P1 JP2 P31 P11= 10032 LBS _V____ V - - V P1w= -9519 LBS "A B^ P2d= 318 LBS <--- X1 ---> j<----X2---->j<----X3---->1 <---X4 --->I P21= 3137 LBS P2w= -2640 LBS P3d= 1402 LBS X1= 1.25 FT P31= 3129 LBS X2= 5.42 FT P3w= -3173 LBS X3= 5.42 FT X4= 1.25 FT Wd= 19.00 PLF RAd= 5358 LBS RBd= 1308 Wl= 0.00 PLF RAI= 12397 LBS RBI= 3901 Ww= 0.00 PLF RAw= -11571 LBS RBw= -3761 RAd+I= 17755 LBS RBd+I= 5210 RAd+w= -6213 LBS RBd+w= -2452 MA(DL): -5880.5 FT-LBS MA(LL): -12540.3 FT-LBS MA(W L): 11899.0 FT-LBS __ Deflection MA(DL+LL): -18420.9 FT-LBS LU= 1.25 FT DL= 0.01 in MA(DL+WL): 4525.1 FT-LBS LU= 1.25 FT DL+LL = 0.03 in SPAN Deflection M(DL+LL): -2414.6 FT-LBS LU= 5.42 FT DL = -0.02 in *M(DL+WL): -1900.4 FT-LBS LU= 5.42 FT DL+LL= -0.04 in MB(DL): -1767.8 FT-LBS MB(LL): -3911.6 FT-LBS MB(W L): 3966.3 FT-LBS Deflection MB(DL+LL): -5679.4 FT-LBS LU= 1.25 FT DL= 0.01 in MB(DL+WL): 2198.5 FT-LBS LU= 1.25 FT DL+LL = 0.02 in * Includes 1.33 wind load reduction factor. USE: W12X19 REF, AISC 9TH ED. 2-174 11/15/00 LSC-21665 Rev 1 Page 20 of 25 HEADER BEAM DESIGN: H-f Ptd= 1460 LBS jP1 JP2 P31 P11= 3492 LBS VV _ V P1w= -3327 LBS ^A B" P2d= 342 LBS 1<--- X1 ---> 1<----X2---->j<----X3---->1 <--- X4 --->1 P21= 3500 LBS P2w= -2858 LBS P3d= 1516 LBS X1= 1.25 FT P31= 3492 LBS X2= 5.42 FT P3w= -3436 LBS X3= 5.42 FT X4= 1.25 FT Wd= 14.00 PLF RAd= 1718 LBS RBd= 1787 WI= 0.00 PLF RAI= 5242 LBS RBI= 5242 Ww= 0.00 PLF RAw= -4744 LBS RBw= -4877 RAd+I= 6959 LBS RBd+I= 7028 RAd+w= -3026 LBS RBd+w= -3090 MA(DL): -1835.7 FT-LBS MA(LL): -4364.4 FT-LBS MA(WL): 4159.2 FT-LBS Deflection MA(DL+LL): -6200.1 FT-LBS LU= 1.25 FT DL = 0.01 in MA(DL+WL): 1747.0 FT-LBS LU= 1.25 FT DL+LL = 0.01 in SPAN Deflection M(DL+LL): 4376.1 FT-LBS LU= 5.42 FT DL = -0.01 in *M(DL+W L): -4252.1 FT-LBS LU= 5.42 FT DL+LL = 0.01 in MB(DL): -1905.8 FT-LBS MB(LL): -4364.4 FT-LBS MB(WL): 4294.5 FT-LBS Deflection MB(DL+LL): -6270.2 FT-LBS LU= 1.25 FT - DL = 0.01 in MB(DL+WL): 2388.7 FT-LBS LU= 1.25 FT DL+LL = 0.01 in * Includes 1.33 wind load reduction factor. USE.: W12X14 REF. AISC 9TH ED. 2-174 11/15/00 LSC-21665 Rev 1 Page 21 of 25 HEADER BEAM DESIGN: H-g Ptd= 1515 LBS IPI JP2 P31 P11= 3497 LBS V _ V V P1w= -3391 LBS ^A B" P2d= 353 LBS (<---X1 ---> j<----X2---->j<----X3---->1 <---X4 --->I P21= 3506 LBS P2w= -2821 LBS P3d= 1515 LBS X1= 1.25 FT P31= 3497 LBS X2= 5.42 FT P3w= -3391 LBS X3= 5.42 FT X4= 1.25 FT Wd= 14.00 PLF RAd= 1785 LBS RBd= 1785 W1= 0.00 PLF RAI= 5250 LBS RBI= 5250 Ww= 0.00 PLF RAw= -4802 LBS RBw= -4802 RAd+I= 7035 LBS RBd+I= 7035 RAd+w= -3017 LBS RBd+w= -3017 MA(DL): -1904.6 FT-LBS MA(LL): -4371.6 FT-LBS MA(W L): 4239.3 FT-LBS Deflection MA(DL+LL): -6276.2 FT-LBS LU= 1.25 FT DL= 0.01 in MA(DL+W L): 1755.4 FT-LBS LU= 1.25 FT DL+LL= 0.01 in SPAN Deflection M(DL+LL): 4380.4 FT-LBS LU= 5.42 FT DL= -0.01 in *M(DL+WL): -4144.1 FT-LBS LU= 5.42 FT DL+LL = 0.01 in MB(DL): -1904.6 FT-LBS MB(LL): -4371.6 FT-LBS MB(WL): 4239.3 FT-LBS Deflection MB(DL+LL): -6276.2 FT-LBS LU= 1.25 FT DL= 0.01 in MB(DL+WL): 2334.6 FT-LBS LU= 1.25 FT DL+LL = 0.01 in * Includes 1.33 wind load reduction factor. USE: W 12X14 REF. AISC 9THED. 2-.174 11/15/00 LSC-21665 Rev 1 Page 22 of 25 HEADER BEAM DESIGN: H-h Ptd= 1394 LBS 1P1 JP2 P3I P11= 3586 LBS V V V P1w= -3343 LBS "A B" P2d= 266 LBS (<---X1 ---> j<----X2---->j<----X3---->1 <--- X4 --->1 P21= 3594 LBS P2w= -2781 LBS P3d= 1394 LBS X1= 1.25 FT P31= 3586 LBS X2= 5.42 FT P3w= -3343 LBS X3= 5.42 FT X4= 1.25 FT Wd= 14.00 PLF RAd= 1620 LBS RBd= 1620 W1= 0.00 PLF RAI= 5383 LBS RBI= 5383 Ww= 0.00 PLF RAw= -4734 LBS RBw= -4734 RAd+I= 7003 LBS RBd+I= 7003 RAd+w= -3114 LBS RBd+w= -3114 MA(DL): -1753.8 FT-LBS MA(LL): -4482.1 FT-LBS MA(WL): 4179.3 FT-LBS Deflection MA(DL+LL): -6235.9 FT-LBS LU= 1.25 FT DL = 0.01 in MA(DL+WL): 1823.6 FT-LBS LU= 1.25 FT DL+LL= 0.01 in SPAN Deflection M(DL+LL): 4423.7 FT-LBS LU= 5.42 FT DL = -0.01 in *M(DL+W L): -4182.2 FT-LBS LU= 5.42 FT DL+LL = 0.01 in MB(DL): -1753.8 FT-LBS MB(LL): -4482.1 FT-LBS MB(W L): 4179.3 FT-LBS Deflection MB(DL+LL): -6235.9 FT-LBS LU= 1.25 FT DL = 0.01 in MB(DL+WL): 2425.4 FT-LBS LU= 1.25 FT DL+LL = 0.01 in * Includes 1.33 wind load reduction factor. USE: W12X14REF. AISC 9TH ED. 2-174 11/15/00 LSC-21665 Rev 1 Page 23 of 25 COLUMN DESIGN: "Main" P(AXIAL)= 17.76 K Base Shear= 0.54 K fa(AXIAL)= 1.2736 KSI M(WL)= 82.54 FT-K <<Controls fb(Max)= 16.2342 KSI M(UNBAL)= 0.00 FT-K M(SEIS.)= 9.96 FT-K Clr. Ht.= 17.00 ft. USE: _ 98" Dia. 1/4"Thick Pipe Fascia Ht.= 3.17 ft. Col. Trib= 27.00 ft. A= 13.94 SQ.IN. Wind Load= 47.62 psf. 1= 549.14 IN.^4 #of COL.= 2 S= 61.02 CU.IN. r= 6.28 IN. Mw=W(Fascia Ht.*2*Col. Trib./#of col* D= 18.00 IN. (Clr. Ht.+Fascia Ht./2)+(Clr. Ht.)^2*Wrap t= 0.25 =IN. Mw= 82544.36 ft-Ib/ft Fy= 35.00 KSI Mu=Live Load*Col. Trib.*(Canopy Width/2)^2/2 Mu= 0.00 ft-Ib/ft K= 2 Ms=Base Shear*L L= 18.58 FT Ms= 9956.63 ft-Ib/ft KUr= 71.06 OK Max DEF.= 1.03 OK Cc= 127.89 ALL.DEF.= 2.00 IN Fa= 15.97 D/t= 72.00 COMPACT Fb= 23.10 KSI fa/1.33Fa= 0.0599724 1.33F'ex= 39.330181 KSI fb/1.33Fb= 0.5284044 fa/Fa+fb/Fb= 0.5883768 OK TOP CONNECTION: USE: Standard Cap Plate BASE CONNECTION: USE: LPB'P 18 70 FOUNDATION: (RESTRAINED AT GRADE) d^2=(4.25*M)/(S3*b) M(MAX)= 82544.4 FT-LBS Pmax= 17.76 k S3= 250 PCF X d Area= 16.00 ft^ 2 b= 5.657 FT Bearing= 1109.69 psf d= 6.283 FT Footing= Square USE: 4 FT.SQ. X 6,75 FT. DEEP FOOTING(TOTAL) As=12*M/6d*24000)= 0.5537713 SQ.IN. USE: 16#6's (SQ. CAGE)w/#4 TIES w/ 135 hooks @ 12"O.C. 11/15/00 LSC-21665 Rev 1 Page 24 of 25 COLUMN DESIGN: "Tee" P(AXIAL)= 10.61 K Base Shear= 0.37 K fa(AXIAL)= 0.7609 KSI M(W L)= 90.03 FT-K <<Controls fb(Max)= 17.7066 KSI M(UNBAL)= 0.00 FT-K M(SEIS.)= 6.79 FT-K Clr. Ht.= 17.00 ft. USE 18" Dia. - 1/4"Thick Pipe Fascia Ht.= 3.17 ft. Col. Trib= 29.67 ft. A= 13.94 SQ.IN. Wind Load= 47.62 psf. 1= 549.14 IN.^4 #of COL.= 2 S= 61.02 CU.IN. r= 6.28 IN. Mw=W(Fascia Ht.*2*Col. Trib./#of col* D= 18.00 IN. (Clr. Ht.+Fascia Ht./2)+(Clr. Ht.)^2*Wrap t= 0.25 IN. Mw= 90031.00 ft-Ib/ft Fy= 35.00 KSI Mu=Live Load*Col. Trib.*(Canopy Width/2)"2/2 Mu= 0.00 ft-Ib/ft K= 2 Ms=Base Shear*L L= 18.58 FT Ms= 6794.31 ft-Ib/ft KUr= 71.06 OK Max DEF.= 1.12 OK Cc= 127.89 ALL.DEF.= 2.00 IN Fa= 15.97 D/t= 72.00 COMPACT Fb= 23.10 KSI fa/1.33Fa= 0.0358312 1.33F'ex= 39.330181 KSI fb/1.33Fb= 0.5763298 fa/Fa+fb/Fb= 0.612161 OK TOP CONNECTION: USE: Standard Cap Plate BASE CONNECTION: USE: LPBP 18 - 70` FOUNDATION: (RESTRAINED AT GRADE) d^2=(4.25*M)/(S3*b) M(MAX)= 90031.0 FT-LBS Pmax= 10.61 k S3= 250 PCF X d Area= 16.00 ft ^2 b= 5.657 FT Bearing= 663.00 psf d= 6.468 FT Footing= Square USE: 4 FT.SQ. X 6.75 FT. DEEP FOOTING(TOTAL) As=12*M/Qd*24000)= 0.6039974 SQ.IN. USE: 16#6's (SQ: CAGE)w/#4 TIES w/ 135 hooks aQ 12" O.C. 11/15/00 LSC-21665 Rev 1 Page 25 of 25 --- ------- ( _ .. LANE SUPPLY,INC. 1 A& MM: �,■�� 120 Fairview Arlington,Texas 76010 817-261-9116 0.7t 'N. 1 . 125 IN. Z Z o LnN o o Z 00 8` 2`! (9, o � 06 3 4) f i I i 15.969 IN. LANE SL-316 DECK PANEL PROPERTIES GAGE ASTM A446 DESIGN +I -1 +S -S +M -M GRADE It, (in.) (in-) (in`) (in3) (in3) (ft-Ib/ft) (ft-Ib/ft) C 0.632 0.281 0.267 0.168 400.0 252.4 24 D 0.0239 0.633 0.273 0.267 0.161 501 .0 302.2 i 22 C 0.0299 0.780 0.374 0.328 0.230 492.3 345.9 D 0.783 0.3610.330 0.220 618.8 411.9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 C 0.0359 0.92 0.472 0.386 0.300 579.2 450.8 D 0.927 0.456 0.389 0.285 730.5 534.4 . . . . . . . . . .: . . . . . .. . . . . . . . . . . . . . I . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 C 0.0478 1 .286 0.683 0.551 0.450 827.3 675.6 D 1.255 0.658 0.533 0.434 1000.6 813.7 NOTES 1. Designed per AISI Cold Formed Steel Design Manual, 1986 Ed. 2. Complete calculations are available upon request. 3. Elements 8 and 9 are deducted when the web is not fully effective. REV 0,: 9 FEBRUARY 1995 REVS: 3 MARCH 1995 LANE SUPPLY, INC. Mc 120 1--airview _,■�� Arlington, Texas 7601 817-261-91166 FAX 817-275-1660 STANDARD BASE PLATE DESIGN Bolt Weld Weld Base LPBP # M PBOLT Dia. t REQ'D t ACTUAL Req'd Actual Plate (D - M) (ft-k) (k) (in) (in) (in) (1/16 in) (in) Mark 18 - 10 10 3.53 1 1/2 0.51 3/4 0.51 5/16 LBP 13 18 - 20 20 7.06 1 1/2 0.72 3/4 1.02 5/16 LBP 13 18 - 30 : 30 10.59 1 1/2 0.89 1 1.52 5/16 LBP 14 18 - 40 40 14.12 1 1/2 1.02 1 1/4 2.03 5/16 LBP 15 18 - 50 50 17.65 1 1/2 1.14 1 1/4 2.54 5/16 LBP 15 18 - 60 60 21.18 1 1/2 1.25 1 1/4 3.05 5/16 LBP 15 18 - 70 70 24.71 1 1/2 1.35 1 1/2 3.56 5/16 LBP 16 18 - 80 80 28.24 1 1/2 1.45 1 1/2 4.07 5/16 LBP 16 18 - 90 90 31.76 1 1/2 1.53 1 3/4 4.57 5/16 LBP 17 18 in. Diameter Column CONSTANTS: D= 18 in. A36 Steel Plate Fy = 36 ksi bEFF= 4.627 in. E70xx Electrode Fw= 0.928 k/in/16th eEFF= 2.314 in. A307 Anchor Bolts Ft= 20 ksi EQUATIONS: P BOLT= M x 12 in/ft Weld M x 12 ialft _ Mx 12 MIR 2 bolts(17 in.) W = Swad x Fw Fw(n x DZ/4) 4 x P x e EEE x 1 bolt tREQD- q 0.75 x Fy x(b EFF) D j . + WELD + - lip] 2" ---1 i II 2„ 2- > "- 8 -.� I:\WORKING\Design sketch\21000\21665 Rev 1.dwg, 12/05/00 03: 17: 12 PM, JjC s9'-to" !e'-!u'our ro our carni (1 Cul mms W.0•a'-s'aG uAY .,so, day I'-C' W-!C' {'-C' t•_s• c'-e• s'-a' t'-a' I I o I 1 1 1 H-s i Il nail. I I a l I a la • I 14L J --E I ntn. I e �`•I I _ I I I A � I I I I I I O k H e I I o I I O o I I I I I I H-! I I nail. I I I I I I I I 1 I I — ----------- —i 3' St-.118 PANa 1t NCM.ra'-o' s" 1 i� EQ N EQ Q a U$c L z8 c 1470" 0Qoto e m p� Q 8": 4 O ,OLLvf;o �a m N �mNv tAZ , / �i gtNmc0 U E�� c �,.o`oc -0 c: _FNF - 9 EIL ra j N ❑ � m � ��C a NORTH CANOPY ELEVATION c # W ym yL 6 4 Z a z xR W 13 n f- U H N O iV LL X 2 r0. W A W O EZ, a m ¢ ou EXTRUDEDALUMINUM z ¢ p u Y CADINET WITH 2"z V4" W Y o p z CORNERMOUNTING m w u " °% O S O THE((4))CORMER58(STRAPS 0 EACH�F) yW M = ZLu- L a VERTICAL MOUNTING g dc O p O m 0 ANGLE0CENTER OF U Z Q U N d n z < U SIGN CA5INET 3/8'INSTALLATION # c c ; E HARDWAREAS Z m m REQUIRED DY WALLp 14 TYPE&CONDITION " c (0 REQUIRED) o >M n Y N qmQ^M 4 mJ$N A t+f C 0 N O W2. L \^— :y Y N c t!A e♦.y 3 m o II F h HotA ® W MANUFACTURE&INSTALL(1)S/F INTERNALLY ILLUMINATED CANOPY SIGN.CABINET TO BE EXTRUDED ALUMINUM!WITH 1-1/2"x 2"RETAINERS ' °° W z $ In�q"A o of 4r - Nnwin PAINTED WHITE.FACES TO BE 3/16"PAN-FORMED ACRYSTEEL.FACE COLOR5 TO BE P.M.5.*185 RED,WHITE&BLACK PER TH19 COLOR PRINT.°, W w in °o 8 ILLUMINATION PROVIDED BY(3)64"&(3)96"CW/HO FLOURESCENT LAMPS POWERED BY(1)120 VOLT BALLAST.SIGNS TO BE MANUFACTURED o d W 6 w TO U.L.STANDARDS&BEAR MARK.INSTALLATION SHALL CONFORM TO NATIONAL ELECTRIC CODE&ALL OTHER APPLICABLE LOCAL CODES.120 m VOLT POWER TO SIGN LOCATIONS PROVIDED BY OTHERS. • c c � o � m rJ m 0 3'O"x 13'2"=39.50 SQ/FT CITY OF ATLANTIC BEACH nI=:DADThAr:KITnC: Pj III nixin 900SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 241-5877 PERMIT INFORMATION LOCAT ION INFORMATION'_ , Permit Number:' 20668 Address: 2425 MAYPORT ROAD Parmit Tunp- SIGN I ATLANTIC BEACH, FL 32233 Class of Work- NEW 1 Township: 2 Lange: 28 Book: Drr%r%#%ei%ri I Ian- r_0UU;=PrIAI Lot(s).-2 Block: Section:8 Square Fee Subdivision: Parrpl Ntimhar- Improv. Cost: - ER INFORMATION r%-&- I W=&V fzzuad: III- r�HAMP A/K/A PANT Total Fees: 30.00 Address- 8930 RY_ING.i WESTERN WAY Date Paid- r11Phone- (9041-464-7200 0 /20 -000 1A rk Desc: ERE VVALL S(GN1GC�ANOPY;IFR( WrIEL81ZATIOGN C U-N T R A kio;T UQ R 1;-.1j P') r% -0- PROPERTY o0vir PE-R M 1 T 30.000 Inspections Required m ;=r_TPir. NOTICE- INCDC:f'TIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND ani ICT PIP (,l PAPF-n 110 NAI AIII Fn AWAY RY FITHFR CONTRACTOR OR OWNER 7AiLURE 'i'0 CoOl"WAIPLA' 'r ^n1k1f%'rftI 1^lri^*.l I I=LI A VV AW f"A U 0CQ1 If T IIJ TW9: P0111PPIRTY OWNER PING TWICE FOR BUILDING IMPROVEMENTS" B %Joe- 10-N ISSUED ACCORDIN TO APPROVED PLANS WHICH ARE PART OF-1 HIS PERMIT AND S,11 JEC T, T 0 R ,A ATI tUR'yI0LATIQN OF APFLIUABLEE7 PkO-ViSiO14,5 iDF LAW, ATLANTIC BEACH YUILDING DEPT, Dater 9/21/00 It Receipt-. 8898736DECKS 3981 AUG-18-2000 09:30A FROM: 247-5845 70:819413554421 P:1r1 . 6, Fes.�� _ •z� '_ -. CITY OF ATLANfiIC BEACH APPLICATION FOR SICK PML41T NAME ADDRESS-,2k,4 G`t 45//-)/,v6 /Q cel?PHONE:-?d�,t- 0 (� TYPE OF SIGN; ..' Nary vI4�S�� IZE: `a PROPOSED LOCATION:/11LNZ6,!tz WILL THE SIG,Y REQUIRE AN ELECTRICAL 7,e� T'. G`3" ELECTRZCAi. CONTR.lCTOA:. 7 _ F " E;S C) 9,2 Signs over fifty (50) feet in area, and/or any s:,gn which is more thea seventeen (17) feat above the ground; or any sign wCighlAg more than one thoudand (i,000) pounds; must be submitted with drawings from a registered engineer. Sighs with A Solid area g-at0l' than . Ehirty (30) square flet mtist be erected to Withstand d Wind pressure of at least thirty-five (35) pounds per sgilare foot. Drawings must also show that Weight of Sign will be supported by the roof or ground support on which it will be erected. This application must be submitted along with thg6 following: 1. A plot plan of the lAnd; showing the position of the sign in relation to buildings or structures. 2. A blueprint or ink drawing showing the plans and specif- ications. And the construction and/or attachment to the building or in the ground, 3 Other information as mo be required under Sec. 1j-2(b) , Code of Ordinance ty f t1 t c 8 aeh. APPLICANT SIGNATURE: oate: r- 0 OWNER SIGOATURE: Date: QNB Peck f P4p,• 4 C. � CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BMH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION �L.00AInON INFORMATION Permit Number: 20625 Address: 2425 MAYPORT ROAD Permit Type: COMMERCIAL v __.__._..___ ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est.Value: Parcel Number: ^� Improv. Cost: 500,000.00 OWNER INFORMATION Date Issued: 9/13/2000 Name: LIL CHAMP A/K/A PANTRY INC, Total Fees: 10,711.00 Address: 8930 WESTERN WAY Amount Paid: 10,711.00 1 .JACKSONVILLE, FL 32256 Date Paid: 9/15/2000 + Phone: (04)464-7200 Work Desc:,CONSTRUCT NEIN CONVENIENCE STORE PER PLANS HSF 2800 CONTRACTOR_ S�__ APPLICATION FEES DIX CONSTRUCTION, INC. PERMIT 2,490.00 WATER IMPACT FEE 748.00 THIS PERMIT IS FOR CONVENIENCE STORE ONLY SEWER IMPACT FEE +6,300.00 DOES NOT INCLUDE CAR WASH. RADON GAS-H.R.S. 13.30 RADON CAB 5% 0.70 CROSS CONNECTION 35,00 CONST-SURCHARGE 12.60 SCHARGEiATL.BCH. 1.40 WATER METER/TAP 560.00 CAPITAL IMPROVE. 550.00 l Inspections Required TREE BARRICADES `FOOTING SLAB COVER UP FRAMING FINAL BUILDING CERTIF/OCCUPANCY INSULATION NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. Coerator• COYLE Date: 9/21/89 @1 Receipt: N%738 AT TIC BEACH UILDING DEPT- _ total paysent f11�71L86 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH, FL 32233-TEL: 247-5826-FAX: 247-5877 _ PERMIT INFORMATION LOCATION INFORMATION Permit Number: 20625 Address: 2425 MAYPORT ROAD Permit Type: COMMERCIAL ATLANTIC BEACH, FL 32233 Class of Work: NEW I Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL ! Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est.Value: Parcel Number: Improv. Cost: 500,000.00 OWNER_INFORMATION_ Date Issued: 9/13/2000 Name: LIL CHAMP A/K/A PANTRY INC. 4 Total Fees: 10,711.00 1 Address: 8930 WESTERN WAY Amount Paid: 10,711.00 i JACKSONVILLE, FL 32256 Phone: 904 464-7200 ---Date Paid_�9/15/209/15/2000 -----Phone:----- : __-��_�__-- Work Desc: CONSTRUCT NEW CONVENIENCE STORE PER PLANS HSF 2800 _—_- _CONTRACTOR___-�__ ___ _ _ APPLICATION FEES DIX CONPE STRUCTION, INC. ^ RMIT 2,490.00 1 WATER IMPACT FEE 748.00 THIS PERMIT IS FOR CONVENIENCE STORE ONLY ! SEWER IMPACT FEE 6,300.00 DOES NOT INCLUDE CAR WASH. RADON GAS-H.R.S. 13.30 { RADON CAB 5% 0.70 J CROSS CONNECTION 35.00 CONST.SURCHARGE 12.60 SCHARGE/ATL.BCH. 1.40 II WATER METER/TAP 560.00 CAPITAL IMPROVE. 550.00 InsrTREE BARRICADES FOOTING Tis Required SLAB COVER UP FRAMING FINAL BUILDING CERTIF/OCCUPANCY INSULATION #° l� { NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. operator: DEME Date= 9/21/89 01 Reeeipt: 8099736 AT TIC BEACH UILDING DEPT. Total pays"t >I18711.N i rr CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address Y. /-f x Date Heated Square Footage -A @ $ per sq t 6 Garage/Shed @ $ per sq rt S— \Nt , d" CarportiPorch Ilk -24 sq 'f-t Dec k per sa ft Patic) P r sq ft 00 TOTAL VALUATION : S-601600 Total Valuation -ist `166 '6nj� 0 Cj Remaining Value S per thousand or portion thereat TOTAL BUILDING FEE + 'il. Filing Fee $ Fireplaces @ $15 . 00 $, 4 BUILDING PERMIT FEE 'Fo ,-d WATER IMPACT FEE SEWER IMPACT FEE WATER METER/TAP - CAPITAL IMPROVEMENT -SEWER TAP S. 4 ?0RADON iHRS) G10,50 -Yo Pon T, a0, SECTION H PAVING HYDRAULIC SHARES CROSS CONNECTION (ROO) SURCHARGE . 0050 & 0 0 4. GRAND TOTAL DUE ADDITIONAL PERMITS OR FEES : Mechanical P" umb-i ag. E- ectric/New Electr-ic/Temp : Sw2.r-,tminaPoo1 SeptIc Tanx q D-e'- - ; Siqn,,_.__Finish Floor Elevation Survey Other- CALCULATIONS and/or NOTES : DIX CONSTRUCTION, INC. �7-4 10w1 fAr 3 3409 N.OCEANSHORE BOULEVARD•FLAGLER BEACH,FLORIDA 32136-2752 Naw OFFICE PHONE(904)446-1116 • FAX(904)446-3414 Jim IIx Lic.#CGCA10508 August 23, 2000 To the City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 To Whom It May Concern: Please accept this letter as authorization for Susan Kirby to apply and sign for any permits on the Convenience Store project located at the corner of AIA and Fleet Landing in behalf of Dix Construction, Inc. Sincerely, Jam s D. Dix, President Lic nse Holder CGCA1O5O8 CHARLENE LOPEZ = MY COMMISSION#CC 682247 EXPIRES:January 3,2002 "+.°,, ... Bonded Thru Notary Public Underwriters 09/26/2000 09:59 FAX 0 001 Gulf Coast Sips of Sarasota, Inc. Date: Tuesday, September 26, 2000 To: City of Atlantic Beach George Worley Phone: 904-247-5817 Fax: 904-247-5805 From: Gulf Coast Signs of Sarasota, Inc. Michael P. Cockerham Phone: 840-741-1916 Ext. 219 Fax: 941-355-4421 Pages: Subject: Smokers Express #1401 revised art work. George: As we discussed this morning, please find the revised copy of artwork for the above location. This is a copy change only, the structures have not changed. If you have any questions, please give me a call. Thank you, Mike Cockerham cc: Diane Bailey Lee Hawkinson *6A o ifFi� iil� a 1 �lil � �b MANUFiACIURE&INSTAL L(1)D/F INtEW4A LY MdUMNATE0VYLON90 KCASRWSTOB ❑ 5�� a' EXTRUDEDALL%NVMWIfHi-112"x3'REr MERS Y lif O i PAINTEDTOMATCHP,M.S,# AMEN, $ ESS `SMOKEKSEXPRE59"FACESdPRJCESiC ST09E yb ` 8/16-PAN-FOWWACRYSTEEL : ExP/t W&"NOBLEROMAN'S•f�TOBE ; AD SHOWN ON PAGES 11114 d#5 OF THIS ❑ ` u PACKAGE.rRICEFACE COLORS t0 BE F•M. *tB6 REDO:WHITE MRTH15COLOR PICN•.. FACES TO HAVE TRACKING FOR 2'0`EXTENDED m t► COLORCFiANGEADLEPRICINGNUMDEIZS. /M• LOTTEKY"&"MONEYORDOWFACESTO 8/16- • s CLEARPLEX AS PANTEDrOMATCH P. 41106 R� RED COPYONAWHREBACKGROUND,CREfJiTCARD K o : LOGOS ARE TO BE 01 OITALLY FRtWMM ON VIFMTE n VINYL AFMADIST SURFACE TOSAO'CLEAR p # 8^ r N FLEXIGLAS. Z ' 4 AMU ILLUMINATION FOR EACH CABINET BY(8) II k a 96-CW/HOFLOURE5C£NTIAMlIl5 tUEREo6Y(2) ■N" xpN�pmwogg 120 VOLT BALLASTS. ■044wo®®!■ice NOW= SUPPORTBTRUCTUKE:(2)WKWx3fWSV.EL :.. ::7 '.•r`::.• 'a'; '. `iE SOLO•SLE°PORTPOST9%0SEP NTEDTTO"CH M _ •�:_ } •,?fig::: =1 :i ��t Gf:r•1.,'1.:::. �I � fin t AtEEN.FOOTERS:(;)y 0'D ? x4 0"Wx 8'0"L-7.12 CUBN:YARDS3 PSI®26DAYS. P Tt SIGN#1-SIDE-A* SIGN#1-SIDE"B' SIGN TO BE MANUFACTURED TO Ul.STANRARDS 11 # POTENTIAL FUTURE IPOTENTtALr-unm OEARMARK.INSTALLATIONSHALLCONFO TO �• CAR WASH CION CAR WASH SIGN NATIONAL ELECTRIC CODE&ALLOTHER g SHOWNGHOSTED SHOWNC4"YED AfPLiCAOLELOCAL CODEB.120Y0LTF0 Td E 6 rp SIGN LOCATIONPROVOEDBYOTHERS. m o 0 o i \ 115'71/4•x a'r=126.14 BQJFr m N O � MANUFACTURE&INSTALL(1)SIF WERM LY ILWMIMTEDPYLON5IGN.CABINET8f0 Q 9XTRUDEDALUMINUMwlrttl-112"x2"RET FmNTEPT01AATCH P.M.S.* {KEEN. S1HAVE 9K�N#iL-�vIDE"A" A#2-SVEW SIGN TO HAVEAFABRICATEPALO LIMVASE 11 N2hFt OPnON#t2 OFRON#t2 PAINTEDTOMAICHP.M.S.* $KEEN. "SMOKERS EXPRESS"FACIE$&MCEFACEST00E r �� if�►T 3iWFA +OIt1WACKY5nEL.'9M0KER6 O I I Alf EXPREW&°NOBLE ROMAN'S'PACE COLORS TO BE AS9HOM ON PAGES*A A#3 OF THIS VKA W6 PACKAGE.PRICE FACE COLORS 108E r.M.S.C65 w m _ REP&WIlTEPt INISCOLORMOW M=FACES le TO HAVE TRACKINGR 2'FOO°EXTENDED REVERSE c' N COLOR CHANGEABLE PRICINCa NUMSFRs..,'ATM• p t LOTTERY"&'Y%9YORDERS°FACEST08t8118' k PI F cLEMVWLASFAMWTOMATCHPM.Q.MS 9 �j RED COPY ON A WHTLB BACKGROUND. IT CARD e= LOGOSARE TO BE DIGITALLY MRPMD ON WN"E .t VI1TYLAPPLIEDISTSURFACET08116"CLEAR y 0.LUMNATION FOREACH CAMErPROVOD SY(8) 1" OW JV BY(2) MOvoi SAL TOUR�saENrtAMrsr ( w s SUPPORT9IRUCTINtE,(2)8'x8'x3l0 S'fEEt � � � �x 9QUARE TUWS.TOFGFTUBESTO RECAP ? M SOUR SUPPORT POSTSTO BE PAINTED TO TCH N P.M.S.* GREEK FOOTERS,( W O"D xvO"wxB'9'I.s8A3CUSICYARDS r81026DAYS. X WATO BE MANUFACTURED TO Ui.S1 & a $ I EARMARK.INSULLATION*IALLCONF09U TO NATIONAL ELECTRIC CODE&ALLOTHER. APPLICAKE.LOCAL.CODES.120 VOLT P RTO µ SON LOCATION PROVIDED BY OTIEft o iy ,1 o o i o t N 1°.Y7-lwxb'Y:�126.14SQ/Fr m N W O 09/26/2000 10:01 FAX ®004 412" m SP _ Z. V c a� 4DZ Ila � ss � m 2 �ctA �.ee eR,�e a rar,�e ••;ee.e� eo sae�e0 *;,. 00.00 eek -�� ♦ • o'P' • O e � •R.. R O P o .4 ov o e r e r P o w •O, 4cli '.da ea as o •s.eeRee pe ad �o ese e� a a sbeede♦e' � �6y e:e ed wP«er P�'e• • r.r p• aP.♦• wrer or• e• ,p r.•P.. S(e y MM 1177�S770Y••11 o•i •pee R• eRes•R•er Rreeww•�e•awyw�•• re�'i Rww��••w '. D i tpe.P •P.o'P;.• .e P:�•e.•O.'w' a R..�,A.•.R.a.1:.0 a P,. P a O:•.P.,••,.'O Y � CC s 6 ben@N 000-5-123 RlY7D70N 04 C%mrro"R&40or T60N: /\! �/Y/� 6A6!000 of 09 WE:06/29/00 "0&IN!PANTRY,W. 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PAINTED WHITE.FACES TO DE 51W PAN-FORMED ACRYSTEEL.FACE COLORS TO BE P.M.S. 165 RED,WHITE&BLACK PER THIS COLOK PRINT ILLUMINATION PROVIDED BY Oe&(3)W CW/HO FLOURESCENT LAMPS POWERED DY 120 VOL?ONA AST.SIGNS IOU MANUFACTURED I o S TO U.L.STANDARDS&BEAR.MAW,INSTALLATION SHALL CONFORM TONATIONALELEC MIC CODE&ALL OflERAPPLICABLE LOCALCODES,120 O VOLT POWER TO54GH LOCATIONSPROWEDBYOTHERS. u o a � N 3'0'x13'2" 59-WSQ/FT d$l N O LANE SUPPLY, INC. 120 Fairview Arlington, TX 817-261-9116 DESIGN CALCULATIONS FOR : Lil Champ#1401 2426 Mayport Rd Atlantic Beach, FL Eighteen-Column Canopy : 21'-10 X 191'-6 Canopy Lane Reference Number : LSC - 21665 Date : 26-Sep-00 TABLE OF CONTENTS : Canopy Calculations : Design Loads : 1 Deck Design : 2-3 Purlin Design : 4-15 Header Design : 16-23 Column & Foundation Design : 24-25 Attachments : Lane SL-316 Deck Panel Properties Lane Standard Base Plate Design Moment Splice Design Design Sketch Engineer's Seal: A�P,PR0VEO BUY ,OF AtLANTIC BEACH `BuiLDING OFFICE CT 17 2000 ' o: 2 IO Calculations By: Lane Supply, Inc. LSC- 21665 Customer.' Lil Champ#1401 B ' Project: 21'-10 X 191'-6 Canopy Ch'cM. - Code: 1997 Standard Building Code Roof Loads: Dead Load = 3.00 p.s.f. (SL-316 Deck) Live Load = 20.00 p.s.f. TOTAL = 23.00 p.s.f. Fascia Load: Height = 44.00 in. Dead Load = 8.67 p.l.f. Wind Loads: Speed = 110 m.p.h. Velocity Pressure, q = 26.5 p.s.f. Lateral Load : 1.8 X q = 47.62 p.s.f Deck Uplift : -1.3 X q = -34.39 p.s.f Frame Uplift : -0.8 X q = -21.16 p.s.f Seismic: Av = 0.05 max Aa = 0.05 max Base Shear: Cs = 2.5 X Aa/ R = 0.100 Seismic Hazard Exposure Group: 1 Seismic Performance Category: B Soil Profile Type S = 2.0 (Worst Case) Structural System Inverted Pendulum Structure R = 1.25 Cd = 1.25 09126100 LSC-21665 Page 1 of 25 DECK DESIGN: "Tee" I P1 P21 v 23.00 PSF o v ^A B^ C^ <-- X1 ---> I<------- L1 ------->I I<------- L2 >1 <---X2 --->I Wd= 3.00 PSF X1= 3.75 FT W1= 20.00 PSF L1= 8.17 FT Deck : Ww= -34.39 PSF L2= 8.17 FT Frame : Ww= -21.16 PSF X2= 3.75 FT P1= 8.67 PLF P2= 8.67 PLF MAd= 53.59 FT-LBS/FT RAd= 38.73 PLF MAI= 140.63 FT-LBS/FT RAI= 173.89 PLF Frame : MAw= -148.81 FT-LBS/FT Frame : RAw= -184.01 PLF Deck : MAw= -241.82 FT-LBS/FT Deck : RAw= -299.02 PLF MA(d+l)= 194.22 FT-LBS/FT RA(d+l)= 212.62 PLF * Frame : MA(d+w)= -71.59 FT-LBS/FT Frame : RA(d+w)= -145.28 PLF * Deck : MA(d+w)= -141.53 FT-LBS/FT Deck : RA(d+w)= -260.29 PLF MAB(d+l)= 165.89 FT-LBS/FT RBd= 11.38 PLF * Frame : MAB(d+w)= -80.88 FT-LBS/FT RBI= 163.33 PLF * Deck : MAB(d+w)= -132.38 FT-LBS/FT Frame : RBw= -136.40 PLF Deck : RBw= -221.65 PLF MBC(d+l)= 165.89 FT-LBS/FT RB(d+l)= 174.71 PLF * Frame : MBC(d+w)= -80.88 FT-LBS/FT Frame : RB(d+w)= -125.03 PLF * Deck : MBC(d+w)= -132.38 FT-LBS/FT Deck : RB(d+w)= -210.28 PLF MCd= 53.59 FT-LBS/FT RCd= 38.73 PLF MCI= 140.63 FT-LBS/FT RCI= 173.89 PLF Frame : MCw= -148.81 FT-LBS/FT Frame : RCw= -184.01 PLF Deck : MCw= -241.82 FT-LBS/FT Deck : RCw= -299.02 PLF MC(d+l)= 194.22 FT-LBS/FT RC(d+l)= 212.62 PLF * Frame : MC(d+w)= -71.59 FT-LBS/FT Frame : RC(d+w)= -145.28 PLF * Deck : MC(d+w)= -141.53 FT-LBS/FT Deck : RC(d+w)= -260.29 PLF USIA,20,C'AUQE,,.GRADE C. +S=.386 CU.IN. -S=.300 CU.IN. FY=40 KSI * Includes 1.33 wind load reduction factor. 09/26/00 LSC-21665 Page 2 of 25 DECK DESIGN: "Main" I P1 P21 v 23.00 PSF o v ^A B" C^ <-- xi ---> I<------- Ll ------->I I<------- L2 >1 <--- X2 I Wd= 3.00 PSF X1= 3.75 FT W1= 20.00 PSF L1= 7.17 FT Deck : Ww= -34.39 PSF L2= 7.17 FT Frame : Ww= -21.16 PSF X2= 3.75 FT P1= 8.67 PLF P2= 8.67 PLF MAd= 53.59 FT-LBS/FT RAd= 38.14 PLF MAI= 140.63 FT-LBS/FT RAI= 166.29 PLF Frame : MAw= -148.81 FT-LBS/FT Frame : RAw= -175.97 PLF Deck : MAw= -241.82 FT-LBS/FT Deck : RAw= -285.96 PLF MA(d+l)= 194.22 FT-LBS/FT RA(d+l)= 204.43 PLF * Frame : MA(d+w)= -71.59 FT-LBS/FT Frame : RA(d+w)= -137.83 PLF * Deck : MA(d+w)= -141.53 FT-LBS/FT Deck : RA(d+w)= -247.81 PLF MAB(d+l)= 122.08 FT-LBS/FT RBd= 6.54 PLF " Frame : MAB(d+w)= -55.54 FT-LBS/FT RBI= 143.33 PLF Deck : MAB(d+w)= -89.04 FT-LBS/FT Frame : RBw= -110.15 PLF Deck : RBw= -179.00 PLF MBC(d+l)= 122.08 FT-LBS/FT RB(d+l)= 149.88 PLF Frame : MBC(d+w)= -55.54 FT-LBS/FT Frame : RB(d+w)= -103.61 PLF Deck : MBC(d+w)= -89.04 FT-LBS/FT Deck : RB(d+w)= -172.45 PLF MCd= 53.59 FT-LBS/FT RCd= 38.14 PLF MCI= 140.63 FT-LBS/FT RCI= 166.29 PLF Frame : MCw= -148.81 FT-LBS/FT Frame : RCw= -175.97 PLF Deck : MCw= -241.82 FT-LBS/FT Deck : RCw= -285.96 PLF MC(d+l)= 194.22 FT-LBS/FT RC(d+l)= 204.43 PLF * Frame : MC(d+w)= -71.59 FT-LBS/FT Frame : RC(d+w)= -137.83 PLF * Deck : MC(d+w)= -141.53 FT-LBS/FT Deck : RC(d+w)= -247.81 PLF USS 20.GALJGE GRACOE Gl7EGI4 .. . +S=.386 CU.IN. -S=.300 CU.IN. FY=40 KSI * Includes 1.33 wind load reduction factor. 09/26/00 LSC-21665 Page 3 of 25 BEAM DESIGN: P-a Wd= 78.73 PLF P W1= 173.89 PLF v 252.62 PLF Ww= -184.01 PLF ^A B^ Pd= 75.35 LBS <-----X----> l<---------- L ---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 50.33 FT DL= -0.122 0.631 X= 3.08 FT DL+LL= -0.395 2.033 (+downward, -upward) Md(@ OH)= 607 FT-LBS RAd= 2312 LBS MI(@ OH)= 827 FT-LBS RAI= 4929 LBS Mw(@ OH)= -875 FT-LBS RAw= -5216 LBS MOH(d+l)= 1433 FT-LB lu= 1.33 FT RA(d+l)= 7240 LBS MOH(d+w)= -268 FT-LB lu= 3.08 FT RA(d+w)= -2904 LBS RBd= 1969 LBS RBI(Max)= 4376 LBS RBw= -4614 LBS MSP(d+l)= 79695 FT-LB lu= 12.58 FT RB(d+l)= 6345 LBS MSP(d+w)= -33207 FT-LB lu= 1.33 FT RB(d+w)= -2644 LBS USE W18X40 REF.AISC 9TH ED. 2-172 BEAM DESIGN: P-b Wd= 51.38 PLF IP W1= 163.33 PLF v 214.71 PLF Ww= -136.40 PLF ^A BA Pd= 55.85 LBS l<-----X----> j<---------- L---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 50.33 FT DL= -0.080 0.412 X= 3.08 FT DL+LL= -0.336 1.729 (+downward, -upward) Md(@ OH)= 416 FT-LBS RAd= 1515 LBS MI(@ OH)= 776 FT-LBS RAI= 4630 LBS Mw(@ OH)= -648 FT-LBS RAw= -3866 LBS MOH(d+l)= 1193 FT-LB lu= 1.33 FT RA(d+l)= 6145 LBS MOH(d+w)= -232 FT-LB lu= 3.08 FT RA(d+w)= -2351 LBS RBd= 1285 LBS RBI(Max)= 4111 LBS RBw= -3420 LBS MSP(d+l)= 67786 FT-LB lu= 12.58 FT RB(d+l)= 5395 LBS MSP(d+w)= -26810 FT-LB lu= 1.33 FT RB(d+w)= -2135 LBS USE: W 18X40 REF.AISC 9TH ED. 2-172 09/26/00 LSC-21665 Page 4 of 25 BEAM DESIGN: P-c Wd= 52.14 PLF P W1= 166.29 PLF v 218.43 PLF WW= -175.97 PLF ^A B^ Pd= 72.06 LBS <-----X----> j<---------- L ---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 23.42 FT DL= 0.150 0.037 X= 11.58 FT DL+LL= 0.387 0.218 (+downward, -upward) Md(@ OH)= 4333 FT-LBS RAd= 1472 LBS MI(@ OH)= 11156 FT-LBS RAI= 4350 LBS Mw(@ OH)= -11805 FT-LBS RAw= -4603 LBS MOH(d+l)= 15489 FT-LB lu= 1.33 FT RA(d+l)= 5821 LBS MOH(d+w)= -7473 FT-LB lu= 11.58 FT RA(d+w)= -3131 LBS RBd= 425 LBS RBI(Max)= 1947 LBS RBw= -1556 LBS MSP(d+l)= 12884 FT-LB lu= 8.00 FT RB(d+l)= 2372 LBS MSP(d+w)= -5162 FT-LB lu= 1.33 FT RB(d+w)= -1131 LBS USE: W 12X14 REF.AISC 9TH ED. 2-172 BEAM DESIGN: P-d Wd= 20.54 PLF P WI= 143.33 PLF v 163.88 PLF WW= -110.15 PLF ^A B^ Pd= 45.11 LBS l<-----X----> l<---------- L---------->1 PI= 0.00 LBS Pw= 0.00 LBS Deflections: (inches) Overhang Midspan L= 23.42 FT DL= 0.077 0.010 X= 11.58 FT DL+LL= 0.281 0.166 (+downward, -upward) Md(@ OH)= 1901 FT-LBS RAd= 605 LBS MI(@ OH)= 9616 FT-LBS RAI= 3749 LBS Mw(@ OH)= -7390 FT-LBS RAw= -2881 LBS MOH(d+l)= 11516 FT-LB lu= 1.33 FT RA(d+l)= 4354 LBS MOH(d+w)= -5489 FT-LB lu= 11.58 FT RA(d+w)= -2276 LBS RBd= 159 LBS RBI(Max)= 1678 LBS RBw= -974 LBS MSP(d+l)= 10302 FT-LB lu= 8.00 FT RB(d+l)= 1838 LBS MSP(d+w)= -3704 FT-LB lu= 1.33 FT RB(d+w)= -815 LBS USE W 12X14 REF.AISC 9TH ED. 2-172 09/26/00 LSC-21665 Page 5 of 25 BEAM DESIGN: P-e Wd= 52.14 PLF P WI= 166.29 PLF v 218.43 PLF Ww= -175.97 PLF ^A B^ Pd= 425.49 LBS '<-----X----> l<---------- L ---------->1 PI= 1946.96 LBS Pw= -1556.20 LBS Deflections: (inches) Overhang Midspan L= 19.42 FT DL= -0.006 0.061 X= 0.58 FT DL+LL= -0.022 0.249 (+downward, -upward) Md(@ OH)= 257 FT-LBS RAd= 975 LBS MI(@ OH)= 1164 FT-LBS RAI= 3718 LBS Mw(@ OH)= -938 FT-LBS RAw= -3416 LBS MOH(d+l)= 1421 FT-LB lu= 1.33 FT RA(d+l)= 4694 LBS MOH(d+w)= -681 FT-LB lu= 0.58 FT RA(d+w)= -2440 LBS RBd= 493 LBS RBI(Max)= 1614 LBS RBw= -1660 LBS MSP(d+l)= 10166 FT-LB lu= 8.00 FT RB(d+I)= 2107 LBS MSP(d+w)= -5500 FT-LB lu= 1.33 FT RB(d+w)= -1167 LBS USE: W12X14 REF.AiSC:9TH ED. 2-172 BEAM DESIGN: P-f Wd= 20.54 PLF IP WI= 143.33 PLF v 163.88 PLF Ww= -110.15 PLF AA BA Pd= 159.36 LBS l<-----X----> l<---------- L---------->1 PI= 1678.19 LBS Pw= -974.11 LBS Deflections: (inches) Overhang Midspan L= 19.42 FT DL= -0.002 0.024 X= 0.58 FT DL+LL= -0.017 0.187 (+downward, -upward) Md(@ OH)= 96 FT-LBS RAd= 376 LBS MI(@ OH)= 1003 FT-LBS RAI= 3205 LBS Mw(@ OH)= -587 FT-LBS RAw= -2138 LBS MOH(d+l)= 1100 FT-LB lu= 1.33 FT RA(d+l)= 3581 LBS MOH(d+w)= -491 FT-LB lu= 0.58 FT RA(d+w)= -1762 LBS -- RBd= 194 LBS RBI(Max)= 1392 LBS RBw= -1039 LBS MSP(d+l)= 7675 FT-LB lu= 8.00 FT RB(d+l)= 1586 LBS MSP(d+w)= -3981 FT-LB lu= 1.33 FT RB(d+w)= -845 LBS USE: W12X14 REF.AISC 9TH ED. , 2-172 09/26/00 LSC-21665 Page 6 of 25 BEAM DESIGN: P-g Wd= 52.14 PLF P WI= 166.29 PLF v 218.43 PLF Ww= -175.97 PLF ^A B^ Pd= 493.00 LBS I<-----X----> I<---------- L---------->I PI= 1614.39 LBS Pw= -1660.11 LBS Deflections: (inches) Overhang Midspan L= 20.42 FT DL= 0.014 0.030 X= 4.58 FT DL+LL= 0.066 0.123 (+downward,-upward) Md(@ OH)= 2807 FT-LBS RAd= 1402 LBS MI(@ OH)= 9146 FT-LBS RAI= 4522 LBS Mw(@ OH)= -9457 FT-LBS RAw= -4726 LBS MOH(d+I)= 11953 FT-LB lu= 1.33 FT RA(d+l)= 5924 LBS MOH(d+w)= -6650 FT-LB lu= 4.58 FT RA(d+w)= -3324 LBS RBd= 395 LBS RBI(Max)= 1698 LBS RBw= -1333 LBS MSP(d+l)= 10021 FT-LB lu= 8.00 FT RB(d+l)= 2092 LBS MSP(d+w)= -3555 FT-LB lu= 1.33 FT RB(d+w)= -938 LBS USE: W12X14 REF.AISC 9TH ED. 2-172 BEAM DESIGN: P-h Wd= 20.54 PLF IP W1= 143.33 PLF v 163.88 PLF Ww= -110.15 PLF ^A B^ Pd= 194.48 LBS J<-----X----> <---------- L---------->1 PI= 1391.53 LBS Pw= -1039.15 LBS Deflections: (inches) Overhang Midspan L= 20.42 FT DL= 0.006 0.012 X= 4.58 FT DL+LL= 0.050 0.092 (+downward, -upward) Md(@ OH)= 1107 FT-LBS RAd= 553 LBS MI(@ OH)= 7883 FT-LBS RAI= 3898 LBS Mw(@ OH)= -5920 FT-LBS RAw= -2958 LBS MOH(d+l)= 8990 FT-LB lu= 1.33 FT RA(d+l)= 4450 LBS MOH(d+w)= -4813 FT-LB lu= 4.58 FT — RA(d+w)= -2406 LBS RBd= 155 LBS RBI(Max)= 1463 LBS RBw= -835 LBS MSP(d+l)= 7994 FT-LB lu= 8.00 FT RB(d+))= 1619 LBS MSP(d+w)= -2573 FT-LB lu= 1.33 FT RB(d+w)= -679 LBS USE: W 12X14 REF.AISC 9TH,ED. 2-172 09/26/00 LSC-21665 Page 7 of 25 BEAM DESIGN: P-i Wd= 52.14 PLF W1= 166.29 PLF Ww= -175.97 PLF L= 23.17 FT 218.43 PLF <----------- L -------->1 Rd= 604 LBS RI= 1926 LBS Md= 3498.2 FT-LBS Rw= -2038 LBS MI= 11155.8 FT-LBS R(d+l)= 2530 LBS Mw= -11805.4 FT-LBS R(d+w)= -1434 LBS M(d+l)= 14654.0 FT-LBS Lu= 8.00 FT OK M(d+w)= -6246.0 FT-LBS Lu= 1.33 FT OK Includes 1.33 wind reduction factor. USE: W12X14 REF.AISC 9TH ED Pg 2-175 Deflections: (inches) Midspan DL= 0.132 DL+LL= 0.551 _ (+downward, -upward) BEAM DESIGN: P-j Wd= 20.54 PLF W1= 143.33 PLF Ww= -110.15 PLF L= 23.17 FT 163.88 PLF A A <----------- L -------->1 Rd= 238 LBS RI= 1660 LBS Md= 1378.2 FT-LBS Rw= -1276 LBS MI= 9615.8 FT-LBS R(d+l)= 1898 LBS Mw= -7389.7 FT-LBS R(d+w)= -1038 LBS M(d+l)= 10994.0 FT-LBS Lu= 8.00 FT OK M(d+w)= -4519.9 FT-LBS Lu= 1.33 FT OK " Includes 1.33 wind reduction factor. tJSE: VV12X14 REFASC 9TH IED:Pq 2-175 Deflections: (inches) Midspan DL= 0.052 DL+LL= 0.413 (+downward, -upward) 09/26/00 LSC-21665 Page 8 of 25 BEAM DESIGN: P-k P1 P2 P3 Ptd = 1969.30 LB I I I P11 = 4376.13 LB V V V P1w = -4613.60 LB ^A B" P2d = 1284.66 LB 1<-a->I<------ b----->I<----- c----->I<-d->I P21 = 4110.56 LB I<------------- L------------------------------>I P2w= -3419.87 LB P3d = 1969.30 LB a = 4.65 FT P31 = 4376.13 LB b = 8.17 FT P3w = -4613.60 LB c = 8.17 FT d = 2.19 FT L = 23.17 FT Wd= 68.14 PLF W1= 166.29 PLF Ww= -175.97 PLF RAd = 3123.8 LB RAI = 7675.1 LB RAw = -7690.9 LB RA(d+l) = 10799.0 LB RA(d+w) _ -4567.0 LB RBd = 3678.1 LB RBI = 9040.1 LB RBw = -8612.1 LB RB(d+l) = 12718.2 LB RB(d+w) _ -4934.0 LB MAB(dl) = 18348.3 LB-FT MAB(II) = 48950.0 LB-FT MAB(wl) _ -46417.6 LB-FT MAB(dl+II) = 67298.3 LB-FT OK MAB(dl+wl) _ -28069.3 LB-FT OK Lu = 8.2 FT DL Defl. = 0.20 in. DL+LL Defl. = 0.74 in. USE: WUX30 `:, REF.AISC 9TH ED. , 09/26/00 LSC-21665 Page 9 of 25 BEAM DESIGN: P-1 1 P 1 P21 Wd= 52.14 PLF v 218.43 PLF v WI= 166.29 PLF ^A B^ Ww= -175.97 PLF 1<--- X1 ---> j<------------ L -------->1<--- X2 --->1 P1d= 425.49 LBS P11= 1946.96 LBS RAd= 1038 LBS P1w= -1556.20 LBS RAI(MAX)= 4088 LBS P2d= 3123.84 LBS RAw= -3675 LBS P21= 7675.12 LBS RA(d+l)= 5126 LBS P2w= -7690.86 LBS RA(d+w)= -2637 LBS L= 24.00 FT X1= 0.58 FT RBd= 3815 LBS X2= 0.42 FT RBI(MAX)= 9874 LBS RBw= -9971 LBS RB(d+l)= 13689 LBS RB(d+w)= -6156 LBS MA(d)= 257 FT-LB MA(I)= 1164 FT-LB MA(w)= -938 FT-LB MA(d+l)= 1421 FT-LB lu= 1.33 FT OK MA(d+w)= -681 FT-LB MA(d+w)= -512 FT-LB lu= 0.58 FT OK MAB(d+l)= 14950 FT-LB lu= 8.00 FT OK * MAB(d+w)= -5736 FT-LB lu= 1.33 FT OK MB(d)= 1306 FT-LB MB(I)= 3212 FT-LB MB(w)= -3220 FT-LB MB(d+l)= 4519 FT-LB lu= 1.33 FT OK MB(d+w)= -1914 FT-LB lu= MB(d+w)= -1439 FT-LB lu= 0.42 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 1 0.009 -0.1141 0.005 () is down DL+LL—(in) = 1 0.038 -0.4911 0.023 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE: Vi/12X14 ' REF:AISC 9TH ED , Pg, 2=175- 09/26/00 LSC-21665 Page 10 of 25 BEAM DESIGN: P-m Pi P21 Wd= 20.54 PLF v 163.88 PLF v W1= 143.33 PLF ^A B^ W w= -110.15 PLF (<--- X1 ---> j<------------ L -------->j <--- X2 --->1 P1d= 159.36 LBS P11= 1678.19 LBS RAd= 418 LBS P1w= -974.11 LBS RAI(MAX)= 3524 LBS P2d= 237.96 LBS RAw= -2362 LBS P21= 1660.28 LBS RA(d+l)= 3941 LBS P2w= -1275.91 LBS RA(d+w)= -1944 LBS L= 24.00 FT X1= 0.58 FT RBd= 493 LBS X2= 0.42 FT RBI(MAX)= 3469 LBS RBw= -2642 LBS RB(d+l)= 3963 LBS RB(d+w)= -2148 LBS MA(d)= 96 FT-LB MA(I)= 1003 FT-LB MA(w)= -587 FT-LB MA(d+I)= 1100 FT-LB lu= 1.33 FT OK MA(d+w)= -491 FT-LB MA(d+w)= -369 FT-LB lu= 0.58 FT OK MAB(d+l)= 11700 FT-LB lu= 8.00 FT OK MAB(d+w)= -4501 FT-LB lu= 1.33 FT OK MB(d)= 101 FT-LB MB(I)= 704 FT-LB MB(w)= -541 FT-LB MB(d+l)= 805 FT-LB lu= 1.33 FT OK MB(d+w)= -440 FT-LB lu= MB(d+w)= -331 FT-LB lu= 0.42 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.004 -0.0551 0.003 (-) is down DL+LL (in) = 0.032 -0.4301 0.023 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE:I ' '1N12X14 . : REF.AISC 9TI=1 ED'.Pg . =2-175 .. 09/26/00 LSC-21665 Page 11 of 25 BEAM DESIGN: P-n ( P1 P21 Wd= 52.14 PLF v 218.43 PLF v W1= 166.29 PLF ^A B^ Ww= -175.97 PLF 1<--- X1 ---> 1<------------ L -------->1 <--- X2 --->) P1d= 425.49 LBS P11= 1946.96 LBS RAd= 1082 LBS P1w= -1556.20 LBS RAI(MAX)= 4088 LBS P2d= 604.01 LBS RAw= -3774 LBS P21= 1926.18 LBS RA(d+l)= 5170 LBS P2w= -2038.35 LBS RA(d+w)= -2692 LBS L= 24.00 FT X1= 0.58 FT RBd= 1251 LBS X2= 0.42 FT RBI(MAX)= 4025 LBS RBw= -4220 LBS RB(d+l)= 5276 LBS RB(d+w)= -2969 LBS MA(d)= 257 FT-LB MA(I)= 1164 FT-LB MA(w)= -938 FT-LB MA(d+l)= 1421 FT-LB lu= 1.33 FT OK MA(d+w)= -681 FT-LB MA(d+w)= -512 FT-LB lu= 0.58 FT OK MAB(d+l)= 15471 FT-LB lu= 8.00 FT OK * MAB(d+w)= -6219 FT-LB lu= 1.33 FT OK MB(d)= 256 FT-LB MB(I)= 817 FT-LB MB(w)= -865 FT-LB MB(d+l)= 1073 FT-LB lu= 1.33 FT OK MB(d+w)= -608 FT-LB lu= MB(d+w)= -457 FT-LB lu= 0.42 FT OK DEFLECTIONS I X1-OH San X2-OH DL (in) = 1 0.011 -0.1391 0.008 (-) is down DL+LL (in) = 1 0.043 -0.5741 0.031 (+) is up Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE:,:: UV12X14;'°'` -REF AISC'9`TH ED 'F'g 2=17� 09/26/00 LSC-21665 Page 12 of 25 BEAM DESIGN: P-o P1 P2 Wd= 52.14 PLF v 218.43 PLF v W1= 166.29 PLF ^A B^ W w= -175.97 PLF 1<--- xi ---> 1<------------ L -------->j <--- X2 --->1 P1d= 3678.11 LBS P11= 9040.06 LBS RAd= 4317 LBS P1w= -8612.10 LBS RAI(MAX)= 11262 LBS P2d= 394.81 LBS RAw= -10701 LBS P21= 1697.53 LBS RA(d+l)= 15579 LBS P2w= -1333.18 LBS RA(d+w)= -6384 LBS L= 24.00 FT X1= 0.42 FT RBd= 1216 LBS X2= 3.58 •FT RBI(MAX)= 4587 LBS RBw= -4171 LBS RB(d+l)= 5803 LBS RB(d+w)= -2955 LBS MA(d)= 1537 FT-LB MA(I)= 3781 FT-LB MA(w)= -3604 FT-LB MA(d+I)= 5318 FT-LB lu= 1.33 FT OK MA(d+w)= -2067 FT-LB MA(d+w)= -1554 FT-LB lu= 0.42 FT OK MAB(d+l)= 14084 FT-LB lu= 8.00 FT OK MAB(d+w)= -4387 FT-LB lu= 1.33 FT OK MB(d)= 1750 FT-LB MB(I)= 7150 FT-LB MB(w)= -5907 FT-LB MB(d+l)= 8900 FT-LB lu= 1.33 FT OK MB(d+w)= -4157 FT-LB lu= MB(d+w)= -3126 FT-LB lu= 3.58 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.003 -0.0721 0.019 (-) is down DL+LL (in) = 0.013 -0.2901 0.056 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE:a ' .�W12X14 'i . REF.AISC�9TH ED Pg 2 '17� , 09/26/00 LSC-21665 Page 13 of 25 BEAM DESIGN: P-P P1 P21 Wd= 20.54 PLF v 163.88 PLF v WI= 143.33 PLF ^A B^ Ww= -110.15 PLF (<--- X1 ---> j<------------ L -------->j <--- X2 --->1 Ptd= 237.96 LBS P11= 1660.28 LBS RAd= 469 LBS P1w= -1275.91 LBS RAI(MAX)= 3469 LBS P2d= 155.49 LBS RAw= -2512 LBS P21= 1463.19 LBS RA(d+l)= 3938 LBS P2w= -834.51 LBS RA(d+w)= -2044 LBS L= 24.00 FT X1= 0.42 FT RBd= 500 LBS X2= 3.58 FT RBI(MAX)= 3954 LBS RBw= -2683 LBS RB(d+l)= 4454 LBS RB(d+w)= -2182 LBS MA(d)= 101 FT-LB MA(I)= 704 FT-LB MA(w)= -541 FT-LB MA(d+l)= 805 FT-LB lu= 1.33 FT OK MA(d+w)= -440 FT-LB MA(d+w)= -331 FT-LB lu= 0.42 FT OK MAB(d+l)= 11406 FT-LB lu= 8.00 FT OK * MAB(d+w)= -3602 FT-LB lu= 1.33 FT OK MB(d)= 689 FT-LB MB(I)= 6163 FT-LB MB(w)= -3698 FT-LB MB(d+l)= 6852 FT-LB lu= 1.33 FT OK MB(d+w)= -3008 FT-LB lu= MB(d+w)= -2262 FT-LB lu= 3.58 FT OK DEFLECTIONSI X1-OH San X2-OH DL (in) = 0.002 -0.041 1 0.012 .O is down DL+LL (in) = 0.017 -0.2911 0.069 (+) is up Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE `USE: W12X14 REF.AISC'9TH°Eb, Pq 2-175 09/26/00 LSC-21665 Page 14 of 25 BEAM DESIGN: P-q { P1 P2 { Wd= 52.14 PLF v 218.43 PLF v W1= 166.29 PLF ^A B" Ww= -175.97 PLF (<--- X1 ---> {<------------ L -------->{ <--- X2 --->{ Ptd= 604.01 LBS P11= 1926.18 LBS RAd= 1189 LBS P1w= -2038.35 LBS RAI(MAX)= 4025 LBS P2d= 394.81 LBS RAW= -4013 LBS P21= 1697.53 LBS RA(d+l)= 5214 LBS P2w= -1333.18 LBS RA(d+w)= -2824 LBS L= 24.00 FT X1= 0.42 FT RBd= 1270 LBS X2= 3.58, FT RBI(MAX)= 4587 LBS RBw= -4286 LBS RB(d+l)= 5856 LBS RB(d+w)= -3016 LBS MA(d)= 256 FT-LB MA(I)= 817 FT-LB MA(w)= -865 FT-LB MA(d+l)= 1073 FT-LB lu= 1.33 FT OK MA(d+w)= -608 FT-LB MA(d+w)= -457 FT-LB lu= 0.42 FT OK MAB(d+l)= 14733 FT-LB lu= 8.00 FT OK * MAB(d+w)= -4978 FT-LB lu= 1.33 FT OK MB(d)= 1750 FT-LB MB(I)= 7150 FT-LB MB(w)= -5907 FT-LB MB(d+l)= 8900 FT-LB lu= 1.33 FT OK MB(d+w)= -4157 FT-LB lu= MB(d+w)= -3126 FT-LB lu= 3.58 FT OK DEFLECTIONS X1-OH San X2-OH DL (in) = 0.006 -0.1031 0.031 () is down DL+LL (in) = 0.023 -0.3931 0.097 (+) is up * Includes 1.33 wind reduction factor. SIGN CONVENTION: CANTILEVER; +M=COMPRESSION ON BOTTOM FLANGE SPAN; +M=COMPRESSION ON TOP FLANGE USE' UU12X14 xb 'REF AtSC 9TH ED Pg2 175 , i 09/26/00 LSC-21665 Page 15 of 25 HEADER DESIGN H-a _ P1 P2 P3 Ptd = 2311.50 LB I I I P11 = 4928.70 LB V V V P1w= -5215.73 LB "A B" P2d = 1515.47 LB 1<-a->I<------ b----->1<----- c----->1<-d->l P21 = 4629.59 LB I<------------- L------------------------------>I P2w= -3866.20 LB P3d = 2311.50 LB a = 1.83 FT P31 = 4928.70 LB b = 8.17 FT P3w= -5215.73 LB c = 8.17 FT d = 1.83 FT L = 20.00 FT Wd= 26.00 PLF W1= 0.00 PLF Ww= 0.00 PLF RAd = 3329.24 LB RAI = 7243.50 LB RAw = -7148.83 LB RA(d+I)= 10572.74 LB RA(d+w) _ -3819.59 LB RBd = 3329.24 LB RBI = 7243.50 LB RBw = -6597.78 LB RB(d+l) = 10572.74 LB RB(d+w) _ -3268.54 LB MAB(dl) = 13115.11 LB-FT MAB(II) = 32183.91 LB-FT MAB(wI) _ -28893.19 LB-FT MAB(dI+II) = 45299.02 LB-FT OK MAB(dl+wl) _ -15778.08 LB-FT OK Lu = 8.17 FT DL Defl. = 0.21 in. DL+LL Defl. = 0.72 in. USE: WIOX26 REF.AISC'9TH ED. 09/26/00 LSC-21665 Page 16 of 25 HEADER BEAM DESIGN: H-b Ptd= 1472 LBS IPI {P2 P31 Pll= 4350 LBS V V V P1w= -4603 LBS "A B" P2d= 605 LBS 1<---X1 ---> j<----X2---->J<----X3---->, <--- X4 --->1 P21= 3749 LBS P2w= -2881 LBS P3d= 1472 LBS X1= 1.79 FT P31= 4350 LBS X2= 5.38 FT P3w= -4603 LBS X3= 5.38 FT X4= 1.79 FT Wd= 14.00 PLF RAd= 1874 LBS RBd= 1874 WI= 0.00 PLF RAI= 6224 LBS RBI= 6224 Ww= 0.00 PLF RAw= -6043 LBS RBw= -6043 RAd+I= 8098 LBS RBd+i= 8098 RAd+w= -4169 LBS RBd+w= -4169 MA(DL): -2659.1 FT-LBS MA(LL): -7792.9 FT-LBS MA(W L): 8246.8 FT-LBS Deflection MA(DL+LL): -10452.1 FT-LBS LU= 1.79 FT DL= 0.01 in MA(DL+WL): 4201.2 FT-LBS LU= 1.79 FT DL+LL = 0.04 in SPAN Deflection M(DL+LL): 1451.2 FT-LBS LU= 5.38 FT DL = -0.01 in *M(DL+WL): -328.0 FT-LBS LU= 5.38 FT DL+LL = -0.02 in MB(DL): -2659.1 FT-LBS MB(LL): -7792.9 FT-LBS MB(W L): 8246.8 FT-LBS Deflection MB(DL+LL): -10452:1 FT-LBS LU= 1.79 FT DL = 0.01 in MB(DL+WL): 5587.6 FT-LBS LU= 1.79 FT DL+LL = 0.04 in * Includes 1.33 wind load reduction factor. USE: W 12X14 REF. AISC 9TH ED. 2-174 09/26/00 LSC-21665 Page 17 of 25 HEADER BEAM DESIGN: H-c Ptd= 1038 LBS IPI JP2 P31 P11= 4088 LBS V V V P1w= -3675 LBS "A B^ P2d= 418 LBS 1<--- X1 ---> j<----X2---->(<----X3---->1 <--- X4 --->I P21= 3524 LBS P2w= -2362 LBS P3d= 1082 LBS X1= 1.79 FT P31= 4088 LBS X2= 5.38 FT P3w= -3774 LBS X3= 5.38 FT X4= 1.79 FT Wd= 14.00 PLF RAd= 1340 LBS RBd= 1398 W1= 0.00 PLF RAI= 5850 LBS RBI= 5850 Ww= 0.00 PLF RAw= -4840 LBS RBw= -4971 RAd+I= 7190 LBS RBd+I= 7248 RAd+w= -3500 LBS RBd+w= -3573 MA(DL): -1882.1 FT-LBS MA(LL): -7324.2 FT-LBS MA(W L): 6585.2 FT-LBS Deflection MA(DL+LL): -9206.3 FT-LBS LU= 1.79 FT DL= 0.01 in MA(DL+WL): 3536.1 FT-LBS LU= 1.79 FT DL+LL= 0.03 in SPAN Deflection M(DL+LL): 1549.0 FT-LBS LU= 5.38 FT DL = -0.01 in *M(DL+WL): -271.6 FT-LBS LU= 5.38 FT DL+LL = -0.02 in MB(DL): -1960.5 FT-LBS MB(LL): -7324.2 FT-LBS MB(W L): 6761.0 FT-LBS Deflection MB(DL+LL): -9284.7 FT-LBS LU= 1.79 FT DL=- 0.01 in MB(DL+WL): 4800.5 FT-LBS LU= 1.79 FT DL+LL = 0.03 in * Includes 1.33 wind load reduction factor. USE: W 12X14 REF: AISC 9THED. 2-174 09/26/00 LSC-21665 Page 18 of 25 HEADER BEAM DESIGN: H-d Ptd= 3815 LBS 1P1 JP2 P31 P11= 9874 LBS V V V P1w= -9971 LBS ^A B^ P2d= 493 LBS 1<--- X1 ---> j<----X2---->j<----X3---->1 <--- X4 --->1 P21= 3469 LBS P2w= -2642 LBS P3d= 1251 LBS X1= 1.79 FT P31= 4025 LBS X2= 5.38 FT Paw= -4220 LBS X3= 5.38 FT X4= 1.79 FT Wd= 19.00 PLF RAd= 4625 LBS RBd= 1207 WI= 0.00 PLF RAI= 12583 LBS RBI= 4785 Ww= 0.00 PLF RAW= -12250 LBS RBw= -4583 RAd+I= 17208 LBS RBd+I= 5992 RAd+w= -7625 LBS RBd+w= -3376 MA(DL): -6865.7 FT-LBS MA(LL): -17690.4 FT-LBS MA(WL): 17864.6 FT-LBS Deflection MA(DL+LL): -24556.2 FT-LBS LU= 1.79 FT DL= 0.02 in MA(DL+WL): 8269.8 FT-LBS LU= 1.79 FT DL+LL = 0.07 in SPAN Deflection M(DL+LL): -6096.2 FT-LBS LU= 5.38 FT DL = -0.02 in *M(DL+WL): 2644.2 FT-LBS LU= 5.38 FT DL+LL = -0.06 in MB(DL): -2272.7 FT-LBS MB(LL): -7211.4 FT-LBS MB(WL): 7561.4 FT-LBS Deflection MB(DL+LL): -9484.1 FT-LBS L1-1=- 1.79 FT DL = 0.01 in MB(DL+WL): 5288.7 FT-LBS LU= 1.79 FT DL+LL= 0.04 in * Includes 1.33 wind load reduction factor. -USE-. W12X19`. REF. AISC 9TH ED. 2-174 09/26/00 LSC-21665 Page 19 of 25 HEADER BEAM DESIGN: H-e Ptd= 4317 LBS (P1 JP2 P31 P11= 11262 LBS V V V P1w= -10701 LBS ^A B^ P2d= 469 LBS j<--- X1 ---> (<----X2---->j<----X3---->, <--- X4 --->I P21= 3469 LBS P2w= -2512 LBS P3d= 1189 LBS X1= 1.79 FT P31= 4025 LBS X2= 5.38 FT P3w= -4013 LBS X3= 5.38 FT X4= 1.79 FT Wd= 19.00 PLF RAd= 5208 LBS RBd= 1038 WI= 0.00 PLF RAI= 14203 LBS RBI= 4553 Ww= 0.00 PLF RAw= -13072 LBS RBw= -4155 RAd+I= 19412 LBS RBd+I= 5592 RAd+w= -7863 LBS RBd+w= -3116 MA(DL): -7764.6 FT-LBS MA(LL): -20178.4 FT-LBS MA(WL): 19172.8 FT-LBS Deflection MA(DL+LL): -27943.0 FT-LBS LU= 1.79 FT DL= 0.03 in MA(DL+WL): 8577.6 FT-LBS LU= 1.79 FT DL+LL = 0.09 in _ SPAN Deflection M(DL+LL): -7800.3 FT-LBS LU= 5.38 FT DL = -0.03 in *M(DL+WL): 3001.1 FT-LBS LU= 5.38 FT DL+LL = -0.08 in MB(DL): -2161.2 FT-LBS MB(LL): -7211.4 FT-LBS MB(W L): 7190.4 FT-LBS Deflection MB(DL+LL): -9372.7 FT-LBS LU= 1.79 FT DL = 0.02 in MB(DL+W L): 5029.2 FT-LBS LU= 1.79 FT DL+LL = 0.05 in " Includes 1.33 wind load reduction factor. USE: W12X19 REF. AISC 9TH ED. 2-174 09/26/00 LSC-21665 Page 20 of 25 HEADER BEAM DESIGN: H-f Ptd= 1216 LBS 1P1 JP2 P31 P11= 4587 LBS V V V P1w= -4171 LBS ^A B^ P2d= 500 LBS j<---X1 ---> (<----X2---->j<----X3---->1 <---X4 --->1 P21= 3954 LBS P2w= -2683 LBS P3d= 1270 LBS X1= 1.79 FT P31= 4587 LBS X2= 5.38 FT P3w= -4286 LBS X3= 5.38 FT X4= 1.79 FT Wd= 14.00 PLF RAd= 1558 LBS RBd= 1629 W1= 0.00 PLF RAI= 6564 LBS RBI= 6564 Ww= 0.00 PLF RAw= -5494 LBS RBw= -5646 RAd+I= 8121 LBS RBd+I= 8193 RAd+w= -3936 LBS RBd+w= -4017 MA(DL): -2201.6 FT-LBS MA(LL): -8218.0 FT-LBS MA(WL): 7473.7 FT-LBS Deflection MA(DL+LL): -10419.6 FT-LBS LU= 1.79 FT DL = 0.01 in MA(DL+WL): 3964.0 FT-LBS LU= 1.79 FT DL+LL = 0.04 in SPAN Deflection M(DL+LL): 1704.3 FT-LBS LU= 5.38 FT DL = -0.01 in *M(DL+WL): -336.4 FT-LBS LU= 5.38 FT DL+LL = -0.02 in MB(DL): -2297.2 FT-LBS MB(LL): -8218.0 FT-LBS MB(WL): 7678.2 FT-LBS Deflection MB(DL+LL): -10515.2 FT-LBS LU= 1.79 FT DL = 0.01 in MB(DL+WL): 5381.0 FT-LBS LU= 1.79 FT DL+LL= 0.04 in * Includes 1.33 wind load reduction factor. USE: W12X14 REF, AISC 9TH ED: 2-174 09/26/00 LSC-21665 Page 21 of 25 HEADER BEAM DESIGN: H-g Ptd= 1402 LBS (P1 JP2 P31 P11= 4522 LBS V _ V V P1w= -4726 LBS ^A B^ P2d= 553 LBS 1<--- X1 ---> 1<----X2---->j<----X3---->1 <--- X4--->I P21= 3898 LBS P2w= -2958 LBS P3d= 1402 LBS X1= 1.79 FT P31= 4522 LBS X2= 5.38 FT P3w= -4726 LBS X3= 5.38 FT X4= 1.79 FT Wd= 14.00 PLF RAd= 1778 LBS RBd= 1778 W1= 0.00 PLF RAI= 6471 LBS RBI= 6471 Ww= 0.00 PLF RAw= -6205 LBS RBw= -6205 RAd+I= 8249 LBS RBd+I= 8249 RAd+w= -4427 LBS RBd+w= -4427 MA(DL): -2534.0 FT-LBS MA(LL): -8102.0 FT-LBS MA(WL): 8467.9 FT-LBS Deflection MA(DL+LL): -10636.0 FT-LBS LU= 1.79 FT DL= 0.01 in MA(DL+W L): 4461.5 FT-LBS LU= 1.79 FT DL+LL = 0.04 in SPAN Deflection M(DL+LL): 1526.6 FT-LBS LU= 5.38 FT DL = -0.01 in *M(DL+WL): -329.6 FT-LBS LU= 5.38 FT DL+LL = -0.02 in MB(DL): -2534.0 FT-LBS MB(LL): -8102.0 FT-LBS MB(W L): 8467.9 FT-LBS Deflection MB(DL+LL): -10636.0 FT-LBS LU= 1.79 FT DL = 0.01 in-- MB(DL+WL): 5933.8 FT-LBS LU= 1.79 FT DL+LL= 0.04 in * Includes 1.33 wind load reduction factor. USE: W12X14 REL=. AISC 9TH ED., 2-174 09/26/00 LSC-21665 Page 22 of 25 HEADER BEAM DESIGN: H-h Ptd= 975 LBS jP1 JP2 P31 P11= 3718 LBS V V V P1w= -3416 LBS ^A B^ P2d= 376 LBS j<---X1 ---> (<----X2---->j<----X3---->j <--- X4 --->I P21= 3205 LBS P2w= -2138 LBS P3d= 975 LBS X1= 1.79 FT P31= 3718 LBS X2= 5.38 FT Paw= -3416 LBS X3= 5.38 FT X4= 1.79 FT Wd= 14.00 PLF RAd= 1264 LBS RBd= 1264 WI= 0.00 PLF RAI= 5321 LBS RBI= 5321 Ww= 0.00 PLF RAw= -4485 LBS RBw= -4485 RAd+I= 6584 LBS RBd+I= 6584 RAd+w= -3221 LBS RBd+w= -3221 MA(DL): -1770.0 FT-LBS MA(LL): -6662.0 FT-LBS MA(W L): 6119.5 FT-LBS Deflection MA(DL+LL): -8432.0 FT-LBS LU= 1.79 FT DL = 0.01 in MA(DL+WL): 3270.3 FT-LBS LU= 1.79 FT DL+LL= 0.03 in SPAN Deflection M(DL+LL): 1393.5 FT-LBS LU= 5.38 FT DL= -0.01 in `M(DL+WL): -184.2 FT-LBS LU= 5.38 FT DL+LL = -0.02 in MB(DL): -1770.0 FT-LBS MB(LL): -6662.0 FT-LBS MB(WL): 6119.5 FT-LBS Deflection MB(DL+LL): -8432.0 FT-LBS LU= 1.79 FT DL= 0.01 in MB(DL+WL): 4349.5 FT-LBS LU= 1.79 FT DL+LL = 0.03 in * Includes 1.33 wind load reduction factor. USE: W 12X14 REF. AISG 9TH ED. 2-174 09/26/00 LSC-21665 Page 23 of 25 COLUMN DESIGN: "Main" P(AXIAL)= 19.41 K Base Shear= 0.52 K fa(AXIAL)= 1.3924 KSI M(WL)= 94.85 FT-K <<Controls fb(Max)= 18.6543 KSI M(UNBAL)= 0.00 FT-K M(SEIS.)= 9.81 FT-K Clr. Ht.= 17.00 ft. USE: 18" Dia. - 1/4"Thick.Pipe Fascia Ht.= 3.67 ft. Col. Trib= 26.75 ft. A= 13.94 SQ.IN. Wind Load= 47.62 psf. 1= 549.14 IN.^4 #of COL.= 2 S= 61.02 CU.IN. r= 6.28 IN. Mw=W(Fascia Ht.*2*Col. Trib./#of col* D= 18.00 IN. (Clr. Ht.+Fascia Ht./2)+(Clr. Ht.)^2*Wrap t= 0.25 IN. Mw= 94849.58 ft-Ib/ft Fy= 35.00 KSI Mu=Live Load*Col. Trib.*(Canopy Width/2)^2/2 Mu= 0.00 ft-Ib/ft K= 2 Ms=Base Shear*L L= 18.83 FT Ms= 9809.16 ft-lb/ft KUr= 72.02 OK Max DEF.= 1.22 OK Cc= 127.89 ALL.DEF.= 2.00 IN Fa= 15.87 D/t= 72.00 COMPACT Fb= 23.10 KSI fa/1.33Fa= 0.0659625 1.33F'ex= 38.292948 KSI fb/1.33Fb= 0.6071758 fa/Fa+fb/Fb= 0.6731383 OK TOP CONNECTION: USE: Standard Cap Plate BASE CONNECTION: USE: LPBP 18 - 80 FOUNDATION: (RESTRAINED AT GRADE) d^2=(4.25*M)/(S3*b) M(MAX)= 94849.6 FT-LBS Pmax= 19.41 k S3= 250 PCF X d Area= 16.00 ft^ 2 b= 5.657 FT Bearing= 1213.23 psf d= 6.581 FT Footing= Square USE: 4 FT.SQ.X 61,75 FT. DEEP FOOTING(TOTAL) As=12*M/6d*24000)= 0.6363241 SQ.IN. USE: 1646's (SQ. CAGE)w/#4 TIES w/ 135 hooks @ 12"O C 09/26/00 LSC-21665 Page 24 of 25 COLUMN DESIGN: "Tee" P(AXIAL)= 10.57 K Base Shear= 0.33 K fa(AXIAL)= 0.7584 KSI M(WL)= 61.93 FT-K <<Controls fb(Max)= 12.1793 KSI M(UNBAL)= 0.00 FT-K M(SEIS.)= 6.02 FT-K Clr. Ht.= 17.00 ft. USE: 18" Dia. - 1/4"Thick Pipe Fascia Ht.= 2.17 ft. Col. Trib= 29.50 ft. A= 13.94 SQ.IN. Wind Load= 47.62 psf. 1= 549.14 IN.^4 #of COL.= 2 S= 61.02 CU.IN. r= 6.28 IN. Mw=W(Fascia Ht.*2*Col. Trib./#of col* D= 18.00 IN. (Clr. Ht.+Fascia Ht./2)+(Clr. Ht.)"2*Wrap t= 0.25,IN. Mw= 61926.83 ft-Ib/ft Fy= 35.00 KSI Mu=Live Load*Col. Trib.*(Canopy Width/2)^2/2 Mu= 0.00 ft-Ib/ft K= 2 Ms=Base Shear*L L= 18.08 FT Ms= 6020.37 ft-Ib/ft KUr= 69.15 OK Max DEF.= 0.73 OK Cc= 127.89 ALL.DEF.= 2.00 IN Fa= 16.16 D/t= 72.00 COMPACT Fb= 23.10 KSI fa/1.33Fa= 0.0352947 1.33F'ex= 41.535191 KSI fb/1.33Fb= 0.3964221 fa/Fa+fb/Fb= 0.4317168 OK TOP CONNECTION: USE-, Standard Cap Plate BASE CONNECTION: USE: LPBP 18 - 50' FOUNDATION: (RESTRAINED AT GRADE) d^2=(4.25*M)/(S3*b) M(MAX)= 61926.8 FT-LBS Pmax= 10.57 k S3= 250 PCF X d Area= 16.00 ft^ 2 b= 5.657 FT Bearing= 660.80 psf d= 5.709 FT Footing= Square USE., 4 FT SQ. X? 5:75 'FT. DEEP FOOTING(TOTAL) As=12*M/0d*24000)= 0.415453 SQ.IN. USE:' 1'6#6's (SQ. CAGE)w/#4 TIES w/ 135 hooks Q 12"O.O.. 09/26/00 LSC-21665 Page 25 of 25 LANE SUPPLY,INC. A MM: �,■�-� 120 Fairview Arlington,Texas 76010 817.261-9116 0.75 IN. 1 .125 IN. -7 i z N U� p O 00 M O s (41 f I 15.969 IN. I LANE SL-316 DECK PANEL PROPERTIES GAGE ASTM A446 DESIGN +I -1 +S -S +M -M GRADE --'t' (in.) (in') (in") (in3) (in3) (ft-Ib/ft) (ft-Ib/ft) 24 C 0.0239 0.632 0.281 0.267 0.168 400.0 252.4 D 0.633 0.273 0.267 0.161 501 .0 302.2 22 C 0.0299 0.780 0.374 0.328 0.230 492.3 345.9 D 0.783 0.361 0.330 0.220 618.8 411 .9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . I . . . . . . . .. . . . 20 C 0.0359 0.92 0.472 0.386 0.300 579.2 450.8 D 0.927 0.456 0.389 0.285 730.5 534.4 . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . .. . . .- . . . . ... . . . . . .. . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . I . . . . . . 18 C 0.0478 1.286 0.683 0.551 0.450 827.3 675.6 D 1 .255 0.658 0.533 0.434 1000.6 813.7 NOTES 1. Designed per AISI Cold Formed Steel Design Manual, 1986 Ed. 2. Complete calculations are available upon request. 3. Elements 8 and 9 are deducted when the web is not fully effective. REvAO : 9 FEBRUARY 1995 REvAi : 3 MARCH 1995 i LANE SUPPLY, INC. it A MMC 120 Fa7 �� 601:1rlitig[on. Texas 7601Q 817-261-9116 FAX 817-275-1660 STANDARD BASE PLATE DESIGN Bolt Weld Weld Base LPBP # M PBOLT Dia. t REO'D t ACTUAL Req'd Actual Plate (D - M) (ft-k) (k) (in) (in) (in) (1/16 in) (in) Mark 18 - 10 10 3.53 1 1/2 0.51 3/4 0.51 5/16 LBP 13 18 - 20 20 7.06 1 1/2 0.72 3/4 1.02 5/16 LBP 13 18 - 30 r 30 10.59 1 1/2 0.89 1 -1.52 5/16 LBP 14 18 - 40 40 14.12 1 1/2 1.02 1 1/4 2.03 5/16 LBP 15 18 - 50 50 17.65 1 1/2 1.14 1 1/4 2.54 5/16 LBP 15 18 - 60 60 21.18 1 1/2 1.25 1 1/4 3.05 5/16 LBP 15 18 - 70 70 24.71 1 1/2 1.35 1 1/2 3.56 5/16 LBP 16 18 - 80 80 28.24 1 1/2 1.45 1 1/2 4.07 5/16 LBP 16 18 - 90 90 31.76 1 1/2 1.53 13/4 4.57 5/16 LBP 17 18 in. Diameter Column CONSTANTS: D= 18 in. A36 Steel Plate Fy= 36 ksi bEFF= 4.627 in. E70xx Electrode Fw= 0.928 k/in/16th eEFF= 2,314 in. A307 Anchor Bolts Ft= 20 ksi DXATIONS: Mx 12 in/ft PQOLr= Mx 12 in/ft Mx 12 in/ft 2 bolts(17 in.) Weld= S wd x Fw Fw(;r x D1/4) 4x P x erFF x 1 bolt tReQo= 0.75 x Fy x(b r•FF) �1 ' + WELD 2" 8ii 8:,l nI 2n N 17" 8 BOLTS END PLATE MOMENT CONNECTION : (Ref. ASD 9th Ed. pg. 4-116) LOADING: Mmax= 79.70 K-FT. AISC TABLE 1-A Vmax= 7.24 KIPS Allowable Tension Load (kips) Vmax/bolt= 0.905 KIPS �Dia.(in) A307 A325 BEAM INFORMATION: W 18X40 5/8 6.1 13.5 d = 17.900 3/4 8.8 19.4 tw = 0.315 1 15.7 34.6 bf = 6.015 1 1/4 24.5 54.0 tf = 0.525 1 3/8 29.7 65.3 Pf= 1.250 (DBOLT +1/2) 1 1/2 35.3 77.7 db = 0.750 by = 6.015 FLG.FORCE Ff=12Mmax/(d-tf) = 55.041 KIPS. BOLT FORCE T=Ff/4 = 13.760 KIPS. FLG.WELD Df=Ff/[0.928*{2(bf+tf)-tw)] = 4.646 /16TH F.W. WEB WELD Dw=0.6Fy*TW/(2*0.928) = 3.666 /16TH F.W. BOLT DIST.Pe=db+1/2 - db/4 = 1.063 IN. Ca = 1.13 for A36; 1.11 for Grade 50 Cb = 1 Af/Aw = 0.595 Xm=CaCb(Af/Aw)^1/3 (Pe/db)^1/4= 1.037 Me=Xm Ff Pe/4 = 15.162 KIP-IN. THK.OF PL tp=(6Me/(27bp))^1/2 = 0.748 IN. USE: 1 IN. CONNECTION PLATE. USE: 8-3/4" DIAM. A325 BOLTS FLANGE TO PLATE: FULL PENETRATION WELD WEB TO PLATE: 5/16" FILLET WELD Pf= 1.250 IN. 09/26/00 LSC-21665 Page 26 of 25 bLANE SUPPLY d1 1 2 151 i>b ayes M�Y�nT AD . —9 3A Sc P L 7E. L 6 14 J_ 14, ZZ, —FIELD NT FOR Tu.'M ELr?*,V J'*o PVC DRAIAl PIPE iL ru REOUIREO pos? rop OF ORI vc-- Mi 04STALLED 3r OrHCRS.' WIRE RE C-F s7ii"I TEA, M TPI A V;t�Pj',,'JM D15"'ANCE OF 26," 1p V F_D A,Pfp R 1 '0 Y 136, L`_IVS ATLANTIC BEACH �z OF r i Li.A 4F) u 11 DING OFFICE CN p in #5,E VEI�,TCALI NOT F,�R CLARITY' ,04 �IeSr 4 12 0.C. "wAx 6:." orw&?L, VYI/7,75' HOOKS 4 FO OTF� DETAIL (i) TEE CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-XrVLAV iTAC BEACH,FC.32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION LOCATION INFORMATION _0ir—niii—Number: 20625 Address: 2425 MAYPORT ROAD Permit Type: COMMERCIAL XTLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: r Subdivision: Est.Value- Parcel Number., Improv. Cost: 500,000.00OWNER INFORMATION Date Issued: 9/13/2000 -- Name: I�IL CHAMP A%K/A PANTRY INC. Total Fees: 10,711.00 Address: 8930 WESTERN WAY Amount Paid: 10,711.00 i JACKSONVILLE, FL 32256 Date Paid: 9115/2000 Phone: (904 )464-7200 Work Desc: ,CONSTRUCT NEW CONVENIENCE STORE PER CONTRACTORMI APPLICATION FEES __P�eAMJT '61—X W—WS-T—RUCTION, INC. 2,490.00 WATER IMPACT FEE 748.00 THIS PERMIT IS FOR CONVENIENCE STORE ONLY SEWER IMPACT FEE 6,300.00 DOES NOT INCLUDE CAR WASH. RADON GAS-H.R.S. 13.30 RADON CAB 5% 0.70 1 CROSS CONNECTION 35.00 CONST.SURCHARGE 12.60 SCHARGEIATL.BCH, 1.40 tMATER METERrIAP" 560.00 CAPITAL IMPROVE. 550.00 City of Atlantic Beach ;SLAB OPER: CHERYLE OC DRAPER: I a i FINAL BUILDING DATE: 9/21/09 61 RECEIPT: 8899738 -(ON DESCRIPTION OTY AMOUNT TP TH pERNITS-BUILDING I $24%.(A *14 CK VATER CMKECT.CH 1 S746.10 *54 CK SEVER CONNECTION I "LBO *59 CK RADON GAS 1 $13.38 *71 CK FEES-RADON ON 5 1 1.79 *78 CK 'QUESTED AT LEAST 24 HOURS PRIORTO INSPECTION BACKFLOW PREVENT 1 $35-N 056 CK ROOK GAS-OTHER 1 $12-68 *72 CK OM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND FEB-ROM W 5 1 $1.40 *76 CK E11THER CONTRACTOR OR OWNER VATER 91TWA.0 1 $568.10 *N CK __ I--.------ —___— — —1 WATER CAPITAL M 1 $52-88 *57 CK ;TRUCTION LIEN LAW CAN RESULT IN THE PROPERTY TENDER DETAIL IMPROVEMENTS" CK 6.072 Sir/11.69 DAZE: 9/21/69 TIME: 13-.33:25 1ICH ARE PART OF THIS PERMIT ANQ SUBJECT TO REVOCATION TOTAL CHECKS )F LAW, 44 Operator: CHERYLE Date: i;21/90 61 Receip% 08"738 AT TIC BEACH v ''__ UILDING DEPT. Total Paysent 10711.18 SEP. -20' 00 (WED) 11 : 11 KAMM CONSULTING TEL:561 995 1623 P. 001 I AAM Consulting R.Art Kamm,AF_ BradtyBpvwn, P.E. Rick Gonzalez Lon T. Carter,P.F. Mike Pella,PZ. Bob Connors,P.L. Al Kesterson DATE.- 9/20/2000 1-AX TO: 904-247-5845 TO: City of Atlantic Beach Building&Zoning ATTENTION: Don Ford FROM- Scott Meriwether, Project Manager SUBJECT: Lil' Champs Store# 1441 2000-561 TOTAL PAGES- 4 (INCLUDING COVER SHEET) PLEASE NOTIFY US IMMEDIATELY 1F YOU ARE MISSING PAGES, POOR COPIES, ETC, THANK YOU. TELEPHONE.- PALM BEACH (561)995-8636 MESSAGE: Revisions to the hood as discussed yesterday. I have changed the hood dimensions to 24''x18" and the airflow to 32S CFM This maintains the 100 fpm across the face of the hood .Please call me to discuss these changes upon reciept. Thank you. CC: 947 Clint Moore Rodd,Boca Rawn,Florida 33487 Phone 561,995.8636 Fax 561.995.1623 6000-A Sawgrass Village Circle,Pointe'Venda Beach,Florida 32082 P{wne 904.285.2009 Fax 904.285.3009 cneinceringfakamm.to SEP-20-2000 WED 11:13AM ID:247-5845 PAGE:1 co m m m ru � m N m a @ o 0 E p m H Q � � � a O (A C 72 SHEET METAL HOOD. CONTRACTOR TO PROVIDE EYEBOLT TO STUD, TYP. BOTH SIDES DRAWINGS. 2 3/16" CABLE TYP. BOTH SIDES -- ZSHOP TURNBUCKLE, TYP, BOTH SIDES 1/4" LAG W/ WASHER AT 16" O.C. 2" INTO FRAMING. TYP. m MELD LOOP BOTH SIDES ` rn i N W f I15"x24" - 2 DROP HOOD 4" BELOW m LAY—IN CE!L!NG. m r o EXHAUST HOOD DETAIL__ N NOT TO SCALE SEP. -20' 00 (WED) 11 : 12 KAMM GONSULTING TEL:561 995 1623 P. 003 27 �-_ NON o r - I i i i w ___ ._j w N L� 00 w X J U Li HCl �;: 2 U U I- J w L VI -j T < W w .r W w x I-C}_'W W ^XV' u'1 SEP-20-2000 WED 11:14AM ID:247-5845 PAGE:3 co m m Nru' m -,o @ o @ 4 m t� N H N � Ul c m _ cn rr rrpp rn FAGS SH�D1 LE �o 1 cci" LABEL TYP' OF UNIT - AREA SERVED MANUFACTURER & MODEL NO. CFM SP SONES -MOUNTING ARRANGEMENT RPM HP VOLTAGE / PH D14S WTS NOTES � C,4 TEF-1 MENS BATHROOMGREENHECK SP-115 120 .125 1-3 CIELING MOUNT 107D 4i WATTS 120/1P 13X11Y.11111 25 185 1,2,3,4 T=:-2 15'OMEN'S BATHROOM )-115 125 1-3 CIELING MOUNT 1D70l4l 41A±TS 120/1P 13X11X11HI 25 LBS 5,2,3,4 EF-3 PIZZA HOOD GREENHECK SO-75-DGEX-QD 325 _2 76 INLINE 1550 1/1D HP 12D/1P 16X151{15 - 1,3,5 SPECIFIC NOTES: 1 2 1. PROVID` SACKDRAFT DAMPERS ON ALL EXHAUST FANS 5- CONTROLLED BY PIZZA HOOD SWATCH. SEE SHT_ E-4. 3) 2. PROMDE GRE=NHECK SOFFFT DISCHARGE MODEL ELSP G) 3. PROMDE MnATION ISOLATION 4. CONTROL BY LIGHT StiYITCH MOTION OETEECTOR CIRCUIT. 0 AM MSTIM-19-M-flOON SCHEDULE 0 AUG-23-2000 10:17A FROM: 247-5845 TO:819044647203 P:3/7 R I Ar IV EV ED PROPERTY DESCRZPTTON Q AUG 3 12000 Lot # > , Block # Section # y JACKSONVILLE Subdivision: jeAtvd,f_ f" �5!` FIRE PREVENTION Street Name DESCRIPTION OF WORK DIVISION or Address: �7 .�- J" � lire) r (If in a FLOOD HAZARD Flood Zone:_ y_area complete page 3) ) Brief Description IN, � Class of Work: (New Remodel/Addition: ZCKXNG INFORMATION Type of Construction: Zoning Proposed District: Use: � Estimated Value Ste. 1 Exceptions or variances Materials: Granted: Solid or Filled Ground: Root: Method of Heating: OWNER INFORMATION Property Owner: 1APho & 4 Mailing Address Z p: CONTRACTOR INFORMATION Contractor: P e: Mailing Ad ess: Zip: Expiratio STATE LICENSE NO: �e-� /��,� Date: �� (C)-z I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF THE LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY FEDERAL, STATE OR LOCAL RULES, REGULATIONS, ORDINANCES, OR LAWS IN ANY MANNER, INCLUDING THE GOVERNING OF CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION OF THE PROPERTY. I UNDERSTAND THAT THE ISSUANCE OF THIS PERMIT IS CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND CORRECT AND THAT THE PLANS AND SUPPORTING DAT HAVE BEEN OR SHALL BE PROVIDED AS REQUIRED. r01 � Owner Signature DATE 4716 Contractor Signature DATE 2 3 SWORN TO AND SUBSCRI13ED BEFORE ME BY THIS 2— DAY OF _ CHARLENE LOPEZ OTARY P C EXPIRES:January 3,2002 Bonded Thru Notary Public UndenvMersJ AUG-23-2000 10:16A FROM: 247-5845 70:819044647203 P:1/7 AUG 3 1. 2000go FIDE �,„ y; :; D .L CSTY OF JLTZJ NTIC BY.4 '13 PERMIT APPLICATIQN RUOL1'EZ, .ADDITIONS, OR ALTS' UTIONS Mt7YING, DZMLIT.ZONS 1 Owners) . /l1 KIC Job Address: Phone: 7 2o� Lot # Block /o'r� Unit fF Subdivision: Contractor cIIX State License #�_< ( cl Address: ! N i ► 4_; Phone No: A—V`? City i State " �� Zip Code Z/ Describe w k to be Present use of building: Valuation of Proposed Construction: SOO a v Proposed use: Is this an addition? If yes, what are the dimensions of the added space: ft. X ft, will the added area be heated and cooled? New electrical (or increase)? New plumbing fixtures? New fireplace? New Heat/AC? sUa r rm= (G T,AL) r o (RZSIL TI1Lb) ccwxx= Mrs or PLANS, X=vDnra sz= PLAli1, sir, a1amB Gr CODE rcra , IA== or il Irs/ AND 011 /cII3M=AC2'CRrxVzr, zs ss coact. r 1/� �Y Signature OWNER: Date: -!p' Signature CONTRACTOR: Date: AS TO OWNER: " 9 and � 1 bef re the th' day 2000. MY COMMISSION N CC 682247 EXPIRES:January 3,2002 Bonded Thru Notary Public Underwriters PVA C AS TO CONTRACTOR: oil, to afi" pi qa efoz a me th' day ,2000. :;;: MY coMM;sslo.y 9 ---- EXPIRES:January 3,2002 C.ILIA Bonded Thru Notary Public Undewiters Y PU8 SOP-13-00 02 : 50P Harry McNally 904-247-5872 P.01 FIRICE QUOTE APPLICATION FOR WATER AND/OR SEWER TAP L APPLICANT NAME MAILING ADQRESS -29-512 PHONE NUMBER v 6 DA E C1-13�J C! SER\ACE REQUESTED -- SERVICE LOCATION DATE SEI`TO PUBLIC WORKS DATE RETURNED TO BUILDING DEPARTMENT PUBLIC WORKS DE'PAR77WENT PRICE QUOTE RESPONSE WATER: SEINERJAM BUN OTHER: vt A- y PRICE QUOTE PREPARED S t Tide ; + DATE NO"nFIED OWNER - — SEP-13-2000 WED 03:19PM ID:247-5845 PAGE:1 CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water .=pact Fee FIXTURE UNITS ARE ESTABLISHED AS THE HEASURE24ENT OF WATER DEHAND FOR EAC3 WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CIT`; WATER SYSTEM. THE, WATER SUPPLY CH.k-RCE IS HEREBY FIXED AT 7,;ENTy DOLLARS PER FIXTURE UNIT CONNECTED TO THE CIT': WATER SYSTE-,!. _ BATHROOM GROUP CONSISTI.4c OF SERVICE SINK TRAP STAND WATER CLOSET, UVATORY & BATH (8) TUE OR SHOWER STALL (6) _WATER CLcS7T _WAS CLOSET, TAM OPEUTED (4) VALVE OPER.,TED (a) w � DAidTUIl/SHOilER (2) URINAL WALL LI? (�) SHOWER GROUP PER HF-0 (3) FLOOR ORA--N (1)- 1117 �p SSHOWEI STALL DOMESTIC (2) LAUNDRY TRAY (Z) r LAVA–IOAY (?) CO"'.3INA77-CN 57-NK AND _=.,v (;) (�P WASHING MACHINE (3) PC'", SC':LL-TRY DISHWASHER (2) WASH SINK EACH ST--. C= AUCETS (2) _NIT= SINX (2) DENTAL LAVATORY (1) / -LITCBDt SINK WITH WAST- DENTAL UNIT OR CUSPIDOR (1) CRINDEY (3) 3IDET ('2) URINAL STALL, wAS'r.OU (G _T^F?II5HZ2iG xZ?i SZNX (8) C0e-B--NA ION S I`iK AND TR.,Y W!7-- t FccD DISPOS. (4) URINAL, PMESTAL, SYPHON JET � DRINKING FOUNTAIN (1/2) —BLOWOUT (2) LAVATORT, AARBZR/BEAUTY 2 SHOP (2) ICE MAKER (i/'_) SURGEONS SINK (3) LAVATORY, SURGEONS (=) JACUZZI (2) V URINAL STALL. WASHOUT (4) TOTAL FIXTURE UNITS 320.00 EAC:i JOB IFFOP-mATION Whoie Building Performance Method for Commercial Buildings Form 40OA-97 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-97 Version 2 . 2 PROJECT NAME_LIL' CHAMP STORE PERMITTING OFFICE : ADDRESS : _ATLANTIC BEACH _Atlantic Beach _FLORIDA CLIMATE ZONE: _3 OWNER: _COBRA INC. PERMIT NO: _N/A AGENT: JURISDICTION N0: 261100 BUILDING TYPE: _Mercantile (Retail) CONSTRUCTION CONDITION: New construction DESIGN COMPLETION: _Finished Building CONDITIONED FLOOR AREA: _2300 NUMBER OF ZONES : 1 MAX. TONNAGE OF EQUIPMENT PER SYSTEM: 10 COMPLIANCE CALCULATION: METHOD A DESIGN CRITERIA RESULT A. WHOLE BUILDING 64 . 89 100 . 00 PASSES PRESCRIPTIVE REQUIREMENTS : ��— LIGHTING LIGHTING CONTROL REQUIREMENTS PASSES HVAC EQUIPMENT COOLING EQUIPMENT 1 . EER 10 . 00 8 . 90 PASSES IPLV 10 . 00 8 .30 PASSES HEATING EQUIPMENT 1 . Et 10 . 00 N/A AIR DISTRIBUTION SYSTEM INSULATION REQUIREMENTS 1 . Unconditioned Space 4 . 20 4 .20 PASSES REHEAT SYSTEM TYPES USED NO REHEAT SYSTEM is USED WATER HEATING EQUIPMENT 1 . EF 0 . 89 0 . 89 PASSES PIPING INSULATION REQUIREMENTS 1 . Non-Circulating w/o H 1 . 00 0 .57 PASSES ---------------------------------------------------------------------------- COMPLIANCE CERTIFICATION: I hereby certify t?iaL the: plans and Review of the plans and specifica- specifications cove,�'eu by this calcu- tions covered by this calculation lation are in compliance with the indicates compliance with the Florida Energy E iGi nclT Code . Florida Energy Efficiency Code. PREPARED BY: Before construction is completed, DATE: this building will be inspected for compliance in accordance with I hereby certi=y that this bu:�lding is Section 553 . 908, Florida Statutes. in compliance with tr= , orida Energy BUILDING OFFICIAL: Efficiency Cod DATE : OWNER/AGENT: DATE : I hereby certify(*) that the system design is in compliance with the Florida Energy Efficiency Code. SYSTEM DESIGNER REGISTRATION/STATE ARCHITECT : MECHANICAL:- PLUMBING ELECTRICAL: e LIGHTING / (*) Signature is required where Florida law requires design to be performed by registered design professionals . Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans . BUILDING ENVELOPE SYSTEMS COMPLIANCE CHECK 401 . ------GLAZING--ZONE 1------------------------------------------------v- Elevation Type U SC VLT Shading Area (Sgft) --------- --------------- ---- ---- ---- -------------- ---------- East Commercial 1 .31 . 78 . 7 Continuous Ove 390 East Commercial 1 . 31 . 78 . 7 Continuous Ove 66 South Commercial 1 .31 . 78 . 7 Continuous Ove 24 Total Glass Area in Zone 1 = 480 Total Glass Area = 480 402 .------WALLS--ZONE 1------------------------- --------------------- --- Elevation Type U Insul R Gross (Sgft) --------- -------------------------------- ----- ------- ----------- East 811CMU/3/411ISO Btwn 24"oc/5/8"Gyp 0 . 151 4 882 West 8"CMU/3/4"ISO Btwn 24"oc/5/8"Gyp 0 . 151 4 882 South 811CMU/3/411ISO Btwn 24"oc/5/8"Gyp 0 . 151 4 378 North 8"CMU/3/4"ISO Btwn 24"oc/5/8"Gyp 0 . 151 4 378 Total Wall Area in Zone 1 = 2520 Total Gross Wall Area = 2520 403 .------DOORS--ZONE 1---------------------------- ----------- --- Elevation Type U Area (Sgft) --------- ------------------------------------------ ----- ---------- East 1 GLASS DOOR . 8 72 Total Door Area in Zone 1 = 72 Total Door Area = 72 404 . ------ROOFS--ZONE 1------------------------------------------------ --- Type Color U Insul R Area (Sgft) ------------------------------------ ------ ----- ------- ---------- Shngl/1/2"WD Deck/WD Truss/9" B Medium 0 . 027 30 3024 Total Roof Area in Zone 1 = 3024 Total Roof Area = 3024 405 . ------FLOORS-ZONE 1------------------------------------------------ --- Type Insul R Area (Sgft) ------------------------------------------------ ------- ---------- Slab on Grade/Uninsulated 0 2800 Total Floor Area in Zone 1 = 2800 Total Floor Area = 2800 406 . ------INFILTRATION-------------------------------------------------- --- Infiltration Criteria in 406 . 1 .ABCD have been met . CHECK MECHANICAL SYSTEMS CHECK - ----------------------------------------------------------------- ---- --- HVAC load sizing has been performed. (407 . 1 .ABCD) 407 . ------COOLING SYSTEMS----------------------------------------------- --- Type No Efficiency IPLV Tons ---------------------------- --- ---------- ----- -------------- 1 . Air Cooled ( >= 65, 000 Btu/h 1 10 10 10 . 00 408 . ------HEATING SYSTEMS----------------------------------------------- --- Type No Efficiency BTU/hr -------------------------------- --- ---------- -------------- 1 . Electric Resistance 1 10 75000 409 . ------VENTILATION--------------------------------------------------- --- Ventilation Criteria in 409 . 1 .ABCD have been met . ` CHECK 410 . -----AIR DISTRIBUTION SYSTEM---------------------------------------- --- CHECK --------------------------------------------------------- ---- --- Duct sizing and design have been performed. (410 . 1 .ABCD) AHU Type Duct Location R-value ----------------------------------- -------------------- -- ------- 1 . Air Conditioners Unconditioned Space 4 .2 CHECK ------------------------------------------------------ ---- --- Testing and balancing will be performed. (410 . 1 .ABCD) 411. -----PUMPS AND PIPING-ZONE ----------------------------------------- --- Basic prescriptive requirements in 411 .1 .ABCD have been met . PLUMBING SYSTEMS 411 . -----PUMPS AND PIPING-ZONE 1--------------------------------------- --- Type R-value/in Diameter Thickness ------------------------ ---------- -------- --------- 1 . Non-Circulating w/o Heat 6 .5 1 412 . -----WATER HEATING SYSTEMS-ZONE 1---------------------------------- --- Type Efficiency StandbyLoss InputRate Gallons 1 . <=12 kW .89 0 4500 30 ELECTRICAL SYSTEMS CHECK 413 . -----ELECTRICAL POWER DISTRIBUTION---------------------------- ----- --- Metering criteria in 413 . 1 .ABCD have been met . 414 . -----MOTORS--------------------------------------------------- ----- --- Motor efficiencies in 414 . 1 .ABCD have been met . 415 . -----LIGHTING SYSTEMS-ZONE 1--------------------------------------- --- Space Type No Control Type 1 No Control Type 2 No Watts Area (Sgft) ---------- --- -------------- --- -------------- --- ------ ---------- Type C (Mas 1 On/Off 8 None 0 5000 2800 Total Watts for Zone 1 = 5000 Total Area for Zone 1 = 2800 Total Watts = 5000 Total Area = 2800 CHECK Lighting criteria in 415 . 1 .ABCD have been met . 16 . Operation/maintenance manual will be provided to owner. (102 .1) ---------------------------------------------------------------------------- r%II VY42111w711 yullflflaly-w1 AI IV /'■■y✓ L f.yVy-vv ■ ■w■� v■■�■.■■ Project Name:2000-561 08/03/00 Prepared by:Kamm Consulting 09:23 AM Air System Inforrnatioi-, System Name AHU 1 AND 2 2000-661 LIL CHAMP Equipment Class _SPLT AHU Number of Zones `1 System Type SZCAV Floor Area 2300.0 ft2 Sizing Calculation inforrrwatiovs Zone CFM Peak zone sensible load Calculation Months Jan to Dec Space CFM Coincident space loads Sizing Data User-Modified Central Cooling Coil Sizing Data Total coil load 9.0 Tons Load occurs at Aug 1600 Sensible coil load 7.6 Tons OA DB/WB 96.4/76.8 °F Coil CFM at Aug 1600 4082 CFM Entering DB/WB 77.6/64.8 °F Max possible CFM 4082 CFM Leaving DB>WB 67.1/66.9 °F Design supply temp. 63.0 °F Coil ADP 64.8 °F ft2/Ton 264.4 Bypass factor 0.100 BTU/hr/f2 47.2 Resulting RH 60 % Water flow @ 10.0°F rise - gpm Zone T-stat Check 1 of 1 OK Central Heating Coil Sizing Data Max coil load 66267 BTU/hr Load occurs at Des Htg Coil CFM at Des Htg 4082 CFM BTU/hr/ft2 28A Max possible CFM 4082 CFM Ent.DB/Lvg DB 66.3/81.1 °F Water flow @ 20.0°F drop - gpm Supply Fan Sizing Data Actual max CFM 4082 CFM Fan motor BHP 0.92 BHP Standard CFM 4078 CFM Fan motor kW 0.68 kW Actual max CFM/ft2 1.77 CFM/ft2 Fan static 1.00 in.wg. Outdoor Ventilation Air Data Design airflow CFM 600 CFM CFM/person 29.63 CFM/person CFM/ft2 0.22 CFM/ft2 Carrier Hourly Analysis Program v4.03 Page 1 Lone auung ounnilaly Project Name:2000-561 08/01/00 Prepared by:Kamm Consulting 02:38 PM Sizing Calculation information Zone and Space Sizing Method: Zone CFM Peak zone sensible load Calculation Months Jan to Dec Space CFM Coincident space loads Sizing Data User-Modified Zone Sizing Data Maximum Design Minimum Time Maximum Cooling Air Air of Heating Sensible Flow Flow Peak Load j Zone Name MBH CFM CFM Load MBH Zone 1 79.0 4000 4000 Jul 1500 42.7 Zone Terminal Sizing Data No Zone Terminal Sizing Data required for this system Space Loads and Airflows Cooling Time Air Heating Zone Name/ Sensible of Flow Load S ace Name Mult MBH Load (CFM) MBH Zone 1 CASHIER 1 7.7 Jul 1500 392 6.7 OFFICE 1 3.5 Jul 1500 177 2.8 NOBLE ROMANS 1 3.3 Jul 1500 166 1.0 WORKROOM 1 8.8 Jul 1500 445 4.9 SALES AREA EXTERIOR 1 38.0 Jul 1500 1926 24.41 SALES AREA INTERIOR 1 15.6 Jul 1500 792 1.4, BATHROOM 1 1.3 Jul 1500 65 1.1 BATHROO1-2 1 0.8 Jul 15001 38 0.31 Carrier Hourly Analysis Program v4.03 Page 2 rku vayszeFn I niVu c Project Name:2000-561 08/01/00 Prepared by:Kamm Consulting 02:38 PM £'.SIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1600 HEATING DATA AT DES HTG COOLING OA DB 1 WB 96.4°F/76.8°F HEATING OA DB/WB 29.0°F/24.4°F Sensible Latent Sensible Latent 'ZONE LOADS Details BTU/hr BTU/hr Details (BTU/hr)BTUfhr Solar Loads 490 ft2 14252 - 490 ft2 - - Wall Transmission 1101 ft2 6327 1101 ft2 9588 'Roof Transmission 2318 W 4442 - 2318 ft2 3768 - !Glass Transmission 490 ft2 9716 490 ft2 21638 Skylight Transmission 0 ft2 0 0 ft2 0 - Door Transmission 72 W 398 72 ft2 886 Floor Transmission 2300 ft2 0 - 2300 W 2732 - Partitions 112 112 123 - 112 ft2 168 - �'Ceilinq 0 ft2 0 - 0 ft2 0 - Overhead Lighting 4560 W 13514 - 0 0 - ITask Lighting 0 W 0 - 0 0 - !Electric Equipment 6540 W 18652 0 0 - Peo le 17 3468 3471 0 0 0 Infiltration 0 0 0 0 0 Miscellaneous 0 0 - 0 0 i .Safetv Factor 10%/10% 7089 347 10% 3878 0 >>Total Zone Loads 77981 3818 - 42668 0 Zone Conditioning 75111 3818 43801 0 Plenum Wall Load 0% 0 - of 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 4082 CFIV 0 - 4000 CFIV 0 - IVentilation Load 500 CFN 10987 14647 500 CF1V 22947 0 Supplv Fan Load 4082 CFIY 2334 4082 CF -2334 - S ace Fan Coil Fans 0 - - 0 - Duct Heat Gain/Loss 2% 1560 2% 853 - >>Total System Loads 89992 18466 65267 0 Central Cooling Coil 89992 18480 - 0 0 Central Heating Coil 0 - - 65267 - »Total Conditioning 899921 18480 65267 0 Key: Positive values are cig loads PosRive values are htg loads Negative values are htg loads Ne ative values are cig loads Carrier Hourly Analysis Program v4.03 Page 3 „ Book 9748 Page 2021 Permit Number Parcel ID # Prepared by: SusanYoung Kirby, P.O. Box 678443, Orlando, FL 32867 NOTICE OF COMMENCEMENT State of Florida County of Duval The undersigned hereby gives notie that improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I. Despription of property(street address and legal description)-1jil Cham # 1401. L 2. General description of improvement(s)- New Convience Store, Gas Canopy, New Gas Tanks & Dispensers ,.1 3. Owner Information- Lil Champ, Inc. aka The Pantry, 9143 Phillips Hwy, Ste#200, Jacksonville, FL 32256 4. Fee Simple Title Holder(if other than owner shown above) 5. Contractor- Dix Construction, 3409 N. Oceanshore Blvd., Flagler Beach, FL, 32136, Southern Petroleum Systems, 480 S. Edgewood Ave., Jacksonville, FL 32205 6. Surety (if any)-N/A 7. Lender(if any)-N/A 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 713.13 (1)(a)7., Florida Statutes. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13 (1) (b), Florida Statutes. 10. Expiration date of notice of commencement(the expiration date is one year from the date of recording unless a different date is specifi jd) CADate Signed Signature of Owner Sworn to and subscribed before me this f`T day of ,2000 by Lee Hawkinson who is personally known me . CHARLENE LOPEZ � .= MY COMMISSION='• SSION K CC 682247 EXPIRES:January 3,2002 P,F,f;.°`` Bonded Ther Notary Public Underwrtt Signature of Notary ere 0 1sr+rEOF rLGnwA DUVAL COUNTY 1,THE UNDERSIGNED aeric of the LIMA OWA Duvet 0 �. Fbrida,DO HEREBY CERTIFY the within and foregoing and caw copy of the original as it appears on record aM + in the office of the Clerk of Grant Court of Duval County,Fwoa1 QocR 2000219204 and the same is in full bte and effect Book: 9748 t wrMSS dry hand and of a of Circuit Court at Page' 2021 Jwksonville,Florida,this the day of A.D.,20.9—C—> Filed & Recorded HEN.WW.COOK 09/21/2000 11:57:22 AM 'c"'t aid county couns Florida HENRY W COOK ger CLERK CIRCUIT COURT De”Clerk DUVAL COUNTY TRUST FUND $ 1.00 RECORDING $ 5.00 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING I 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION —T _ LOCATION INFORMATION Permit Number: 20713 Address: 2425 - MAYPORT ROAD Permit Type: COMMERCIAL ! ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est.Value: Parcel Number Improv. Cost: 83,000.00 — OWNER INFORMATION Date Issued: 10/02/2000 Name. LIL CHAMP A/K/A PANTRY INC. — — Total Fees: 588.00 i Address: 8930 WESTERN WAY Amount Paid: 588.00 j JACKSONVILLE, FL 32256 Date_Paid 10/02/2000 I Phone: (90.4)464 7200 — Work Desc INSTALL NEW UNDERGROUND FUEL TRNKS, NEIN GAS DISPENSERS&GAS PIPING _.— _--- - - -- —__ - _ ---- -- CONTRACTORLS APPLICATION FEES SOUERN PETROLEUM SYSTEMS PERMIT - 588.404 i I In pection; Re uired { I NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. AT NTIC BEAC BUILDING EPT. Date: 18/86/88 81 Receipt: 8881178 _ — _ CHECKS _. 4840 , 08/27/00 SUN 20:59 FAX 4074692994 CONSTRUCTION COURIER SER 0 002 Rt CITY OF ATLANTIC .REACH Ci:y o i�rial] Ic Beach B-i:ding and Zoning PERMIT APPLICATION REWDEL, ADDITIONS, OR ALTiiATIONS IdO G, L = s zil owner(sNA) WA Job Address: RA Y C Kir p-- Phone: Lot # /Block or Unt #> C Subdivision: Contractor:v 1W'1 'n� Tkn�tLrt]1 �j�2 s )WC -State License # Y)ce'�s�- Address: o / (6P"Phone No: (� �,J�� City State Zip Code Describe work to be done: L" :�)VJZ&) Present use of building: Valuation of Proposed Construction: Proposed use: Is this an addition? If yes ded space: ft. X . ft. W cooled? New electrical (or New plumbing fixtures? New firep SV3W21 TBRAW (CO1 'RC7,IZ) Two (BASS DDZ�1G Sl= MAN, SODAY, BOGY cow 0NK=/CcATAicT= ]IS'lIL avzT, ZF Signature OWNER: Date': Signature CONTRACTO Date: AS TO OWNER: r� Sworn to and subscribed before me this day;o !^ _, 2000. PUBL AS TO CONTRACTOR: Sworn to and subscribed before me th Iday of ,2000. Af PUBLIC r'"CCN, CHARLENE LOP MY COMMISSION N CC 882247 - •a: EXPIRES:Ja 3,2002 00nded Thru Notary Public Ur*rAffbM •; Whole Building Performance Method for Commercial Buildings Form 40OA-97 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-97 Version 2 .2 PROJECT NAME_LIL' CHAMP STORE PERMITTING OFFICE: ADDRESS : ATLANTIC BEACH _Atlantic Beach _FLORIDA CLIMATE ZONE: _3 OWNER: _COBRA INC. PERMIT NO: _N/A AGENT: JURISDICTION NO:_261100 BUILDING TYPE: _Mercantile (Retail) CONSTRUCTION CONDITION: New construction DESIGN COMPLETION: _Finished Building CONDITIONED FLOOR AREA: _2300 NUMBER OF ZONES : 1 MAX. TONNAGE OF EQUIPMENT PER SYSTEM: 10 COMPLIANCE CALCULATION: METHOD A DESIGN CRITERIA RESULT ----------------- ------ -------- ------ A. WHOLE BUILDING 64 .89 100 .00 PASSES PRESCRIPTIVE REQUIREMENTS : LIGHTING LIGHTING CONTROL REQUIREMENTS PASSES HVAC EQUIPMENT \COOLING EQUIPMENT 1 . EER 10 . 00 8 . 90 PASSES IPLV 10 . 00 8 .30 PASSES HEATING EQUIPMENT 1 . Et 10 . 00 N/A AIR DISTRIBUTION SYSTEM INSULATION REQUIREMENTS 1 . Unconditioned Space 4 .20 4 .20 PASSES REHEAT SYSTEM TYPES USED NO REHEAT SYSTEM is USED WATER HEATING EQUIPMENT 1 . EF 0 . 89 0 . 89 PASSES PIPING INSULATION REQUIREMENTS 1 . Non-Circulating w/o H 1 .00 0 .57 PASSES ---------------------------------------------------------------------------- COMPLIANCE CERTIFICATION: I hereby certify that the plans and Review of the plans and specifica- specifications covered by this calcu- tions covered by this calculation lation are in compliance with the indicates compliance with the Florida Energy Ef�f�' ency Code . Florida Energy Efficiency Code. PREPARED BY: G' Before construction is completed, DATE: this building will be inspected for compliance in accordance with I hereby certify that this building is Section 553 . 908, Florida Statutes. in compliance with theF' ic3a Energy BUILDING FICI 2 .2 ©1 Efficiency Co DATE:— % OWNER/AGENT AOW DATE: I hereby certify(*) that the system design is in compliance with the Florida Energy Efficiency Code. SYSTEM DESIGNER REGISTRATION/STATE ARCHITECT : MECHANICAL: AA PLUMBING - a / ELECTRICAL: / LIGHTING - i (*) Signature is required where Florida law requires design to be performed by registered design professionals . Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans . BUILDING ENVELOPE SYSTEMS COMPLIANCE CHECK 401 . ------GLAZING--ZONE 1------------------------------------------------v- Elevation Type U SC VLT Shading Area (Sgft) --------- --------------- ---- ---- ---- -------------- ---------- East Commercial 1 . 31 . 78 .7 Continuous Ove 390 East Commercial 1 .31 .78 . 7 Continuous Ove 66 South Commercial 1 .31 .78 . 7 Continuous Ove 24 Total Glass Area in Zone 1 = 480 Total Glass Area = 480 402 . ------WALLS--ZONE 1------------------------------------------------ --- Elevation Type U Insul R Gross (Sgft) --------- -------------------------------- ----- ------- ----------- East 8"CMU/3/4"ISO Btwn 24"oc/5/8°Gyp 0 . 151 4 882 West 8"CMU/3/4"ISO Btwn 24"oc/5/8"Gyp 0 . 151 4 882 South 8"CMU/3/4"ISO Btwn 24"oc/5/8"Gyp 0 .151 4 378 North 8"CMU/3/4"ISO Btwn 24"oc/5/8"Gyp 0 . 151 4 378 Total Wall Area in Zone 1 = 2520 Total Gross Wall Area = 2520 403 . ------DOORS--ZONE 1------------------------------------------------ --- Elevation Type U Area(Sgft) --------- ------------------------------------------ ----- ---------- East 1 GLASS DOOR . 8 72 Total Door Area in Zone 1 = 72 Total Door Area = 72 404 . ------ROOFS--ZONE 1------------------------------------------------ --- Type Color U Insul R Area (Sgft) ------------------------------------ ------ ----- ------- ---------- Shngl/1/2"WD Deck/WD Truss/9" B Medium 0 . 027 30 3024 Total Roof Area in Zone 1 = 3024 Total Roof Area = 3024 405 . ------FLOORS-ZONE 1------------------------------------------------ --- Type Insul R Area(Sgft) ------------------------------------------------ ------- ---------- Slab on Grade/Uninsulated 0 2800 Total Floor Area in Zone 1 = 2800 Total Floor Area = 2800 406 . ------INFILTRATION-------------------------------------------------- --- CHECK Infiltration Criteria in 406 . 1 .ABCD have been met . MECHANICAL SYSTEMS CHECK ------------------------------------------------------------ ---- --- HVAC load sizing has been performed. (407 . 1 .ABCD) 407 . ------COOLING SYSTEMS----------------------------------------------- --- Type No Efficiency IPLV Tons ---------------------------- --- ---------- ----- -------------- 1 . Air Cooled ( >= 65, 000 Btu/h 1 10 10 10 . 00 408 . ------HEATING SYSTEMS----------------------------------------------- --- Type No Efficiency BTU/hr -------------------------------- --- ---------- -------------- 1. Electric Resistance 1 10 75000 409 . ------VENTILATION--------------------------------------------------- --- 1CHECK Ventilation Criteria in 409 .1 .ABCD have been met . 410 . -----AIR DISTRIBUTION SYSTEM---------------------------------------- --- CHECK ------------------------------------------------------------- ---- --- Duct sizing and design have been performed. (410 . 1 .ABCD) AHU Type Duct Location R-value ----------------------------------- ---------------------- ------- 1 . Air Conditioners Unconditioned Space 4 .2 CHECK ------------------------------------------------------ ---- --- Testing and balancing will be performed. (410 .1 .ABCD) 411 . -----PUMPS AND PIPING-ZONE ----------------------------------------- --- Basic prescriptive requirements in 411 . 1 .ABCD have been met . PLUMBING SYSTEMS 411 . -----PUMPS AND PIPING-ZONE 1--------------------------------------- --- Type R-value/in Diameter Thickness ------------------------ ---------- -------- --------- 1 . Non-Circulating w/o Heat 6 .5 1 412 . -----WATER HEATING SYSTEMS-ZONE 1---------------------------------- --- Type Efficiency StandbyLoss InputRate Gallons 1. <=12 kW . 89 0 4500 30 ELECTRICAL SYSTEMS CHECK 413 . -----ELECTRICAL POWER DISTRIBUTION---------------------------- ----- --- Metering criteria in 413 . 1 .ABCD have been met . 414 . -----MOTORS--------------------------------------------------- ----- --- Motor efficiencies in 414 . 1 .ABCD have been met . 415 . -----LIGHTING SYSTEMS-ZONE 1--------------------------------------- --- Space Type No Control Type 1 No Control Type 2 No Watts Area(Sgft) ---------- --- -------------- --- -------------- --- ------ ---------- Type C (Mas 1 On/Off 8 None 0 5000 2800 Total Watts for Zone 1 = 5000 Total Area for Zone 1 = 2800 Total Watts = 5000 Total Area = 2800 CHECK Lighting criteria in 415 . 1 .ABCD have been met . 16 . Operation/maintenance manual will be provided to owner. (102 .1) ---------------------------------------------------------------------------- 11 Air System Sizing Summary for AHU 1 AND 2 2000-561 LIL CHAMP Proj@ct Name:2000-561 Aw Aw 08/03/00 Prepared by:Kamm Consulting 09:23 AM x Air System Information System Name AHU 1 AND 2 2000461 LIL CHAMP Equipment Class SPLT AHU Number of Zones 1 System Type 8ZCAV Floor Area 2300.0 ft2 Sizing Calculation Information Zone and Space Sizing Method: Zone CFM Peak zone sensible load Calculation Months Jan to Dec Space CFM Coincident space loads Sizing Data User-Modified Central Cooling Coil Sizing Data Total coil load 9.0 Tons Load occurs at Aug 1600 Sensible coil load 7.5 Tons OA DB/WB 95.4/76.8 °F Coil CFM at Aug 1600 4082 CFM Entering DB/WB 77.6/64.8 `F Max possible CFM 4082 CFM Leaving DB/WB 57.1/66.9 °F Design supply temp. 63.0 °F Coil ADP 64.8 °F ft'/Ton 264.4 Bypass factor 0.100 BTU/hr/ft' 47.2 Resulting RH 60 % Water floor @ 10.0'F rise - gpm Zone T-stat Check 1 of 1 OK Central Heating Coil Sizing Data Max coil load 66267 BTU/hr Load occurs at Des Htp Coil CFM at Des Htg 4082 CFM BTU/hr/ft2 28.4 Max possible CFM 4082 CFM Ent DB/Lvg DB 66.3/81.1 °F Water flow @ 20.0°F drop - gpm Supply Fan Sizing Data Actual max CFM 4082 CFM Fan motor BHP 0.92 BHP Standard CFM 4078 CFM Fan motor kW 0.68 kW Actual max CFM/ft2 1.77 CFM/ft2 Fan static 1.00 in.wg. Outdoor Ventilation Air Data Design airflow CFM 500 CFM CFM/person 29.53 CFM/person CFM/ft2 0.22 CFM/ft' Carrier Hourly Analysis Program v4.03 Page 1 I __ t Zone Sizing Summary for AHU 1 AND 2 2000-561 LIL CHAM(1) Pro*d4 Name:2000-561 08/01/00 Prepared by:Kamm Consulting 02:38 PM Sizing Calculation Information Zane and Space Sizing Method: Zone CFM Peak zone sensible load Calculation Months Jan to Dec Space CFM Coincident space loads Sizing Data User-Modified Zone Sizing Data Maximum Design Minimum Time Maximum Cooling Air Air of Heating Sensible Flow Flow Peak Load ZoneName MBH CFM CFM Load MBH Zone 1 79.0 4000 4000 Jul 1500 42.7. Zone Terminal Sizing Data No Zone Terminal Sizing Data required for this system Space Loads and Airflows Cooling Time Air Heating Zone Name/ Sensible of Flow Load Space Name Must MBH Load CFM MBH Zone 1 CASHIER 1 7.7 Jul 1500 392 6.7 OFFICE 1 3.5 Jul 1500 177 2.8 NOBLE ROMANS 1 3.3 Jul 1500 1.0 WORKROOM 1 8.8 Jul 1500 5 4.9 SALES AREA EXTERIOR 1 38.0 Jul 1500 1926 24.4 SALES AREA INTERIOR 1 15.6 Jul 15001 792 1.4 BATHROOM 1 1.3 Jul 1500165 1.1 BATHROOM-2 1 0.8 Jul 15001 38 0.3' Carrier Hourly Analysis Program v4.03 Page 2 L_ Air System Design Load Summary for AHU 1 AND 2 2000-661 LIL CHAM(1) ProjeclMame:2000-561 "k A 08/01/00 Prepared by:Kamm Consulting 02:38 PM IGN COOLING DESIGN HEATING COOLING DATA AT Aug 1600 HEATING DATA AT DES HTG DOLING OA DB/WB 96.4°F/76.8°F HEATING OA DB/WB 29.0°F/24.4°F Sensible Latent Sensible Latent ZONE LOADS Details BTU/hr BTU/hr Details (BTU/hr)BTU/lu Solar Loads 490 ft= 14252 490 ft' - - Wall Transmission 1101 fF 6327 1101 ft= 9588 - Roof Transmission 2318 f12 4442 - 2318 W 3768 ,Glass Transmission 490 fts 9716 - 490 ft2 21638 - Skylight Transmission 0 ft' 0 0 ftz 0 Door Transmission 72 W 398 72 ft2 886 Floor Transmission 2300 ft= 0 - 2300 ft= 2732 - Partitions 112 ft= 123 112 ft= 168 -' Ceiling 0 ft= 0 - 0 ft= 0 - Overhead Uqhfing 4560 W 13514 - 0 0 - Task Lighting 0 W 0 0 0 - Electric Equipment 6540 W 18652 - 0 0 - People 17 3468 3471 0 0 0 Infiltration 0 0 0 0 0 Miscellaneous 01 0 0 0 Safety Factor 10%/10% 7089 347 10% 3878 0 >>Total Zone Loads 77981 3818 42658 0 Zone Concidwi 75111 3818 43801 0 Plenum Wall Load 0% 0 - 0 0 Plenum Roof Load 0% 0 - 0 0 Plenum Lighting Load 0% 0 0 0 - Return Fan Load 4082 CF1V 0 - 4000 CFN 0 - Ventilation Load 500 criv 10987 14647 500 CF1V 22947 0 Su ly Fan Load 4082 CFIV 2334 4082 CF -2334 Space Fan Coil Fans 0 0 Duct Heat Gain/Loss 2% 1560 2% 853 >>Total System Loads 89992 18466 65267 0 Central Coolinci Coil 89992 18480 0 0 Central Heating Cal 0 65267 >>Total Conditioning 89992 18480 652671 0 Key: Positive values are cig loads Positive values are htg bads Negative values are hto loads Negative values are cig loads Carver Hourly Analysis Program v4.03 Page 3 Serving the Petroleum Industry Since 1953 DATE: c o'ZC�C7 RE: Building Permit LX— l4©1 CITY OF: ATTENTION: Building Department TO WHOM IT MAY CONCERN: Please be advised that this letter is my authorization given to as my authorized representative, to make application and secure the required building permit he above referenced project;which shall be licensed under the State of Florida, Certified Building Cbfflractors License No. CB CAI 0270 and/or Certified Pollutant Storage Contractors License No. PC CA56726, a copy of which are attached to this letter. Thank you for this cooperation in this matter. Cordially, SOUTHERN PETROLEUM SYST MS Ben T. Franklin,Jr. Director-Business Development STATE OF FLORIDA COUNTY OF DUVAL Before me personally appeared Ben T. Franklin, Jr.,to me well known and known to be the person described in and who executed the foregoing instrument, and acknowledged to and before me that he executed said instrument for the purpose therein expressed. WITNESS my hand and official seal this o21yk� day of 20C CAWL 1.DUKE My Comm Exp.51162001 Notary Public, State of Florida at Large Pueuc eoabed By SwAm ins No.CC639926 9/12100 Word/forms/mis/bldprmit.doc vl0"°y warm(I Ona I.D. 480 Edgewood Avenue South - Jacksonville, Florida 32205 USA • Phone: (904) 384-1000 - Fax: (904) 384-4404 Facilities Planning and Design - Contractors - Fueling Equipment - Maintenance Services www.spspump.com JACKSONVILLE- ORLANDO • POMPANO BEACH • TAMPA • MIAMI THE PANTRY, INC, GROUP COBRA October 26, 2000 THE P.aw-rRY, INC. P.O.Bos 23180 9143 Pna-ips HIGHWAY,SUITE 200 JACKSON ULE,FL 32241 City of Atlantic Beach 904 464-72(X) Building Permitting Department 800 Seminole Road Atlantic Beach, FL Re: Lil' Champ#1401 NE corner of AIA and Fleet Landing Blvd. To whom it may concern, Please accept this letter as authorization to transfer all building permits currently issued to Dix Construction Inc. to USGC for the above referenced location. Contact me at (904) 224-7300 if you have any questions. Regards, �- REcrIVED Lee Hawkinson Manager, Store Planning NOV 2000 City of Atlantic -� Building Beach Acknowledged before me 96 day of Ods' g and Z®ning 2000,by Lee Hawkinson. Personally Known I x} Produced Identification I I Type: Sandra E. Metz ( �o�MsS20ryFA�' Notary Public,State of Florida Sol #CC 770958 Q= 9� '��1.e0ndedm�" ioe�.'pQ� CONSTRUCTION COURIER SER Z00208/27/00 SUN 20:59 FAX 4074692994 'U. RECEIVED OCT 1 12000 City of Atlantic Beach CITY OF ATLANTIC BEACH BUliqFR9ffd2 c'Bk2CATI0N MMODEL, ADDITIONS, OR ALTERATIONS MOVZN �f TID Owner(s) : Job Address horie: Lot # Block or Unit # Sub ivision: Contractor: 1?.0 State License # NO: Address: / r Pl ,!� J City � State ` /\. Zip Code76 Describe work Ube done: ` < Present use of building: Valuation of Proposed Construction: Proposed use Is this an addition? If yes, what are the dimensions of the added sflace: =t. X t. riii; the added araa be :heated and cooled? New electrical (or incraasa) ? New plumbing fixtures? New fire.lace? New Heat/AC? SUET TIM (C CIA.L) Two rAr3-TZ&VT2A_L) CCjeZX= SETS OF PLANS, ZWC-LZTDZ2VG SITE FL"' S=VLY, S1MGY Ooze .FrFus, NOT= AND omm/cDNTP.A=cR 11mrmvzT, :r.F oww I;4„t; 'r14dLRgR. Signature OWNER: Signature CONTRACTOR le ate. AS TO OWNER: Sworn to and subscribed before me this ) day 2000 r AR PUBM AS TO CONTRACTOR: W. Sworn to and subscribed before me t s day ,2000. __ •� PUBLI CHARLENE LOPEZ '`°`_ MY CQ}JIMlaS10N#CC 81227 EXPIRES:January 3,2W2 N'; rte P` Bonded 7hn�Notary Publ•�c Underwriters _ CITY OF No. 3 1866 ATLANTIC BEACH When Validated, This FLORIDA Becomes an Official Receipt. -2C ii NAME _J ADDRESS D f- CITY CONSTRUCTION COURIER SERVICE 4 414 407-469-5599 P.O.BOX 678443 63-2/630 ORLANDO,FL 32867 DATE PAY _ TO THE znDnCDOF a DO FIRST UNION TIO AL BANK OF FL RID ORLAND ,FL FOR I 4A 1160044 L4110 1:063000020: 91913023 3 511' CITY OF ATLANTIC BEACH, FLORIDA Approved by APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: 11-07 2000 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITHTHE TTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN'ACCORDANC WITH THE ELECTR AL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. R& R ELECTRIC OF NORTH FLORIDA,INC. P. 0. BOX 62238 Z JACKSONVILLE FLORIDA 32'2,_19 14 ELECTRICAL FIRM: MASTER ELECTRICIAN SIGNATURE JOURNEYMAN SHELL FIRST COAST ENERGY NAME ADDRESS: 2425 MAYPORT ROAD -RFD-BOX- BLDG. FDBOXBLDG.SIZE BETWEEN: RES.( ) APT. ( ) COMM. ( ) PUBLIC( ) INDUS. ( ) NEW(X) OLD ( 1 REW. ( ) ADDITION ( ) TRAILER ( ) TEMP.(7C) SIGNS ( ) SQ. FT. SERVICE: NEW(X) INCREASE ( 1 REPAIR ( 1 FEE CONDUCTOR SIZE AMPS COPPER (� ALUM. ) SWITCH OR BREAKER 60 AMPS PH 3 W "':'ffQ VOLT RACEWAY .0 EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.80 AMPS, 31.100 AMPS, SWITCHES INCANDESCENT FLUORESCENT&M.V. FIXED 0.100 AMPS. OVER APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CELL HEAT: KW-HEAT 0-1 OVER MOTORS H.P. I VOLTAGE PHS NO. I M.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. lKVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHER EACH SIGN FORWARDED TOTAL FEES CITY OF ATLANTIC BEACH, FLORIDA Approved by APPLICATION FOR ELECTRICAL PERMIT �- TO THE CHIEF ELECTRICAL INSPECTOR: DATE: 11-07-00 19 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE EL TRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. R& R ELECTRIC OF NORTH FLORIDA, INC. P. 0. BOX 62238 JACKSONVILLE FLORIDA 322-1.9 ELECTRICAL FIRM: MASTER ELECTRICIAN SIGNATURE JOURNEYMAN NAME THE PANTRY, INC. ADDRESS: 2425 MAYPORT RD. RFD BOX BLDG.SIZE BETWEEN: RES.( ) APT. ( ) COMM. V) PUBLIC ( ) INDUS. I ) NEW( ) OLD ( ) REW.( ) ADDITION ( ) TRAILER ( 1 TEMP.f ) SIGNS ( ) SQ. FT. SERVICE: NEW(X) INCREASE ( ) REPAIR ( ) FEE CONDUCTOR SIZE S m d AMPS COPPER ( ALUM. SWITCH OR BREAKER S 00 AMPS J PH W $ VOLT RACEWAY •O EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE IND. SIZE I NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.80 AMPS. 91.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M.V. FIXED 0.100 AMPS. OVER APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CELL HEAT: KW-HEAT OVER MOTORS H.P. I VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. lKVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHER EACH SIGN FORWARDED TOTAL FEES rJ. D b CITY OF t Office of Building Official REQUEST FOR INSPECTION t Date J y r Permit No. 1� Time A.M. I Received P.M. 9 Job Ydress T -- Locality Owner's Name ---- BUILDING CONCRETE ELECTR[�L PLUMBING MECHANICAL Framing 171, Footing ❑ iring r Rough ❑ Air Cond.& Re Roofing 0 Slab ❑ Temp Pole op Out [IHeating Insulation D Lintel ❑ Final ❑ ewer Fire Place Pre Fab READY JEW XlSPECTION Mon. Tues. Wed, Thurs. Friday P.M. /r A.M. Inspection Mad f P.M. F� �In,pwi.nlnspector final Certs icate of Occupancy❑ Date d, CITY Y OF 800 SEMINOI.F ROAD ATL.ANTiC BEACH, FLORIDA 3233->44:5 -� — TELEPHONE(904) 247-5800 FAX (904)247-5805 SUNCOM 852-5800 DATE P _S-00 JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie RP: Final Electrical, Inspections Dear C yspie: Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS o�0 q a J Please call me at 904-247-5828 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTnfE��IT CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road -Atlantic Beach, FL 32233 - Tel: 247-5826 - Fax: 247-5877 PLUMBING PERMIT ,. PE . IIA$ INF A N ' .. ,... '. ."r µ. QCATION.I 'FORM�#TION Permit Number: 20973 Address:. 2425 MAYPORT ROAD Permit Type: PLUMBING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL ubdi:2 Block: Section:8 S Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: r N I FO TION. Date Issued: 11/13/2000 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 78.00 Address: 8930 WESTERN WAY Amount Paid: 78.00 JACKSONVILLE, FL 32256 Date Paid: 11/13/2000 Phone: 904)464-7200 Work Desc: INSTALL PLUMBING IN NEW LIL CHAMP go;- SM _ itil pil 1) 111; ,` SCOTT PLUMBING COMPANY, INC. PERMIT 78.00 � 7sY, 6 Utm.. in.r'�.4 1 .. -tiz UNDER SLAB PLUMBING SEWERIWATER TOPOUT TOPOUT FINAL NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT 114 THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. $78.91 14 i 11/14/88 e2 Receipt: 9919679 CIECKS_ 99199993c''91999 5741 ATLANTIC BEA BUILDING DEPT. 11/13/00 11:48 FA&9042685393 SCOTT PLUMBING TOe8190R2f,2317S PsiQ02 =r W AtZAX=4 JWA APPLICA=C* FM PLEDZ=G PAMWT JOB LOCATION: C� OWNER Or PROPZRTY: L� C M� TELEPHONE NO.. 'gK?aAl06 PLUMBING CONTRACTOR �G d�� /��hD/�C Cd CONTRACTOR'S ADDRESS: 9 &.v,d9O__ c-rA mC c= STATE LICENSE NOMER: TELEPHONE: 2694148 HOW Nor Or THE §WJA XNG rIXTURMS DMTA=D SINXS SHOWERS �-- LAVATORY ,/ _JlATER WATERS -BATH TUBS DISHWASHERS r URINALS DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS �r+niei� • •.ww r4WATER xBPxPE OTHER TOTAL FIXTOYtE3: X $3.50 + $15.00 ? 8•D 0 MINZMUlt PZRXIT FEE — 425.00 SIGNATURE OF OWNER- SIGNATURE OF CONTRACTOR: ----------------------------------r—�—•�►K��.._""�7Y—►*wrP.. rwS INSTALLATION OF PLMOING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION 01ir THE SOUTS£RN STANDARD PLLSWING CODE. CALL A DAY AHEAD, TO SCHEDULE =NSPC=XONS — (904) 247-5826 OMA CMCTIONI MUST 9E CUD-INTO PUBLIC NORR FOR INDECTIUN PRIOR TO COVERxNra DP — (5904) 247-5834 NOV-13-2000 10:15A FROM: 247-5845 TO:819042623175 P:1/1 CITY OF ATLANTIC =AM APP'LICAT'ION FCR PLUMING PERIar JOB LOCATION: OWNER OF PROPERTY: Ll�� "`J�AQ/� TELEPHONE NO. PLUMBING CONTRACTOR Cy CONTRACTOR' S ADDRESS: J �5 jt4 A) /&4A C Z-A STATE LICENSE NUMBER: 6 P CE 2-- TELEPHONE: Z.6 HOW mmy OF THE MLL.mwc FIXTURES INSTAIrLED T SINKS SHOWERS LAVATORY WATER HEATERS BATH TUBS DISHWASHERS r URINALS DISPOSALS c�— CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS l SEWER Z_WATER REPIPE OTHER TOTAL FIXTURES; If __ x $3.50 + $15. 00 MINIMUM PERMIT FEE - $25.00 SIGNATURE OF OWNER. SIGNATURE OF CONTRACTOR: ------------------------------------------------------------------ INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL .A. DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 SEWER CONNECTIONS MUST BE CALLED INTO PUBLIC WORKS FOR INSPECTION PRIOR To COVERING UP - (904) 247-5634 a UPIUMbIng COMPOBV, nc. 4L 9585 Sunbeam Center Drive—7acksonville�n 32257—Phone 904-268-6309 Ffm A rs:Alcqq=fing 904-2,0-5393-Twy 9WAN-017-f4wylf n., 90.4-262-3175 Date: J J C)E) Company: P S� Attention: From: _S - , P Subject: ( I- - 4D LLd 3 0 L Total.Page(s): LP including this cover sheet. Comments: �' I _ CITY OF ATLANTIC BEACH _ I ! DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PI:RMlT INFORMATION — --.___ __LOCATION INFORMATION ----__--_._—_-.-- (Permit Number: 20713— Address: 2425 MAYPORT ROAD Permit Type: COMMERCIAL I ATLANTIC BEACH, FL 32233 Class of Work: NEW ! Township: 2 Range: 28 Book: p Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 j Square Feet: Subdivision: ' Est.Value: Parcel Number: _ _ Improv. Cost: 83,000.00 OWNER-INFORMAT{ON_ _ -- 1 Date issued.- 10/02/2000 Name. LPI CHAMP A%K/A PANTRY INC -- I Total Fees: 588.00 I Address: 8930 WESTERN WAY Amount Paid: 588.00 I JACKSONVILLE, FL 32256 Date Paid:_ 10/02/2000 Phone: (904)464_-7200 Work Desc: fNSTXt_L NEW UNDERGROUN® FUEL TANKS, NEW GAS DISPENSERS & GAS PIPING �.__.`_. _. CONTRACTORICS _ __-- _--_ _ --__ _ APPLICATION-FEES SOUTHERN PETROLEUM SYSTEMS ;i PERMIT — 588.00 I i Inspections Required _Required____._-----�__. I � � I t E r I NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER � "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PIANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. AT N71C BEAC BUILDING EPT. Date: lg/96/99 91 Receipt: 9M1179 CITY OF ATLANTIC BEACH PERMIT CA CULATION SHEET _ 1—U�� Address ��5� x/21 e rF E nJ �S Date Z613> Heated Square Footage @ $ per sq ft = $ Garage/Shed @ $ per sq ft = $ Carport/Porch V @ $ per sq ft = S j Deck J @ $ per sq ft = $ Patio ��\✓ O @ $ per sq ft = $ 0� TOTAL VALUATION : $�T��Q Toa Valuation 1st Remaining Value $ per thousand o portion thereof TOTAL BUILDING FEE + 1/2 Filing Fee $ / ( ) Fireplaces @ $15 . 00 BUILDING PERMIT FEE WATER IMPACT FEE $ __ SEWER IMPACT FEE $ WATER METER/TAP $ CAPITAL IMPROVEMENT $ SEWER TAP $ ( ) RADON (HRS) . 0050 $ SECTION H PAVING ( ) $ HYDRAULIC SHARES $ CROSS CONNECTION $ ( ) SURCHARGE . 0050 $ OTHER $ GRAND TOTAL DUE $ � ADDITIONAL PERMITS OR FEES : Mechanical Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : CITY OF ATLANTIC BEACH `-� DEPARTMENT OF BULDING 804 SEWWYLE ROAD-IM A9 6StiC BEACVi,FL 32233-SEI.. 247-5M-FAX: 247-5M P.ERA0T)1WC4 kRm TJ!UN 'ermit Number: 20852 permit Type: COMMERCIAL --- - Address: 2425 MAYP2RT ROAD1y Class of Work: NEW ATLANTIC BEAC)-k, FL 32233 —`- Prgposed UseTownship: 2 Range: 28 Book: : COMMERCIAL � Lot(s)-2 Block: Section- 8 Square Feet: i Subdivision: Est. Value: Parcel Numb: Improv. Cost: 23,000.00 —--- _ OWNER INFORMATION To Issued: 1Q124l2000 - Name: LIL CHAMP A/K/A PANTRY INC.- Total Fees: 187.50 Address: 8330 WESTERN WAY Amount Paid: 987.50 w JACKSONVILLE, FL 3225& Date Paid_'11�ri24i2Q^vu0 _ �T Phone: (304)484-7200 - —Work Desc: GAS! AA_4600 — - _ CONTRACTORS ANE CANOPY INC. —L�_-- --- i _ - APPLICATION FEES _ PERiViIT 1$7.50 , t I' I �_4ns__pections Required J � p 1 s NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION P BUILDING MATEtfAL, RUBMSH ANG DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND I MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER _ -FAILURE'TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESUL i IN THE PROP€RTX I OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION ' FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. i 1 { t <aB aeC I Receipt: AvjXi4l _ G4lCCKS TAC BUI i-6 D L322I?M C 1 CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address 2 4012 7� � . S C'��?O P'i� Date zD Heated Square Footage i�P @ $ per sq ft = $ VGarage/Shed @ $ per sq ft = $ Carport/Porch \ @ $ per sq ft = $ Deck @ $ per sq ft = $ Patio �t �� @ $ per sq ft = $ TOTAL VALUATION: $ 3 Total Valuation 1st Remaining Value $S per thousand or portion thereof TOTAL BUILDING FEE + 1/2 Filing Fee $ 6, sy ( ) Fireplaces @ $15 . 00 $ BUILDING PERMIT FEE $ WATER IMPACT FEE $ +� SEWER IMPACT FEE $ WATER METER/TAP $ CAPITAL IMPROVEMENT S SEWER TAP S ( ) RADON (HRS) .0050 $ SECTION H PAVING ( ) $ HYDRAULIC SHARES $ CROSS CONNECTION $ ( ) SURCHARGE . 0050 $ OTHER $ GRAND TOTAL DUE $ 7 ADDITIONAL PERMITS OR FEES : Mechanical PlumbingmingPo Electric/New Electric/Temp ; Swimol Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : 08/27/00 SUN 20:59 FAX 4074692994 CONSTRUCTION COURIER SER .�� Z002 RECEIVED 1AU OPT 1 1 2000 City of Atlantic Beach CZTY OF ATLAIYTZC BEACH BU119 &21 0W.LZCATION REMODEL, A.DVDITIONS, OR ALTZRATZ01VS . MOV=N f/ TIO " Owner(s) : ) J� jaJob Address: , hone: Lot # Block or Unit # Sub 'vision: Contractor: State License /# Addra-s: Phone NO: City, r State R Zip Code wg/ Describe work Ube done: Present use of building: .r7 valuation of Pzoposed Construction: Proocsed use: . Zs this an addition? if yes, what ars the dimensions of the added space: ft. X ft. Wi:._ the added area be heated and cooled? New alactrical (or inczaasa) ? New plumbing fixtures? New fireplace? New Heat/AC? SM93CT T2M= (COh"=XAZ+) Two (RE31s'3"9TZA.L) CCid LZ= SETS OF ?ZA.°7S, 12NC'z27DING SM PL", SURVLY, M Rf Y CC= .ESS, NOTZCZ or I AND OfiXKUK/CONTXA=CR AS724wZT, Z7 OW2M19�C.Vh-MUC COR Signature OWNER: 0 2: / Signature CONTRACTOR AS TO OWNER: Sworn to and subscribed before me this day - 2000. TAR PU AS TO CONTRACTOR: Sworn to and subscribed before me t s day , 2000. CHARLENE LOPEZ - PUBLI 4Ppr'P<'Bri MY COMMISSION#CC 682217 - EXPIRES.January 3,2002 _ '= ''':;,ng„;R"••' Bonded Thm Notary Public Underwriters ' THE PANTRY, INC. GROUP COBRA November 7, 2000 THE P.vmy.rxc. P.O.Dox 23180 9143 Pw vs HuawAy.Surm 200 J�r1:�ohvg cL,FL 32201 City of Atlantic Beach M 464-7200 Building Department 800 Seminole Road Atlantic Beach, FL Re: LII' Champ#1401 NE corner of Al and Fleet Landing Blvd. To whom it may concern, Please accept this letter as authorization to transfer the petroleum permit currently issued to KC Petroleum to Southem Petroleum Systems for the above referenced location. Contact me at(904)2247300 if you have any questions. Regards, 1 Lee Hawkinson Manager, Store Planning MYOMM1 51�ON�K X47 Icy. •.p•:Ij;;.,r(y+y:y).. i� 4 RECEIVEI) NO v 13 2000 City of Atlantic Beach Building and Zoning Zooe be6Z 69t Lot xva LC=90 NOR 00/CT/11 C e f _ 7 7 f� CONSTRUCTION COURIER SERVICE P.C. BOX 678443 OFFICE 407-469-5599 ORLANDO, FL 32567 FAX 407-469-2994 (FOR PACKAGE DELIVERY) 11407 G.R. 561A CELL PH 407-3994630 CLERMONT, FL 34711 PAGER 407-372-0798 RD( Tae PAT& DON Prom; SUSAN YOUNG KIRBY ram Pages 2 mmm now.. 11/13/00 w: NEW LIL CHAMP STORE ON cc: LEE HAWKINSON MAYPORT RD. ❑Urgent ❑For Rertow a ruses eowmeet o mss Ravhr ❑m""a wyao •conNnsatm GOOD MORNING! ! ! ! ! ! ! ! ! HOPE YOU HAD A GREAT WEEKEND. I'M SENDING YOU THE FINAL CHANGE IN CONTRACTORS (SEE LETTER ATTACHED) . THE GENERAL CONTRACTOR BUILDING THIS STORE IS : U.S.G.C. THE PETROLEUM CONTRACTOR IS: SOUTHERN PETROLEUM SYSTEMS THE CANOPY CONTRACTOR IS: LANE CANOPY HOPEFULLY THIS IS WHAT YOUR RECORDS INDICATE, ALSO. IF NOT, PLEASE DON'T HESITATE TO CONTACT ME IF NECESSARY, ALL MY NUMBERS ARE RECEIVE ABOVE_ Thanks- NOV 112000 ECEIVED SUSAN City of Atlantic Beach N02000 Building and Zoning✓ity o At tic Beach PLEASE x= SHIPPZM ADDRESS HAS CAAN® ADM. Building an Zoning -1000 6662 686 Lot I'va LC=90 NOR 00/cl/TT 1:52Pf4 UIP SALES P. p 2001 SUPT BELT EQ „ JJAN.11. ... i s P .. . .� ,i_ _.._.._•..._.......___ BUILDING AND ZLOhFING INSPECTION D I SION 1 A7tur M aEAcm 0400146 nOW"saass APPUCAllpN FOR MECHANICAL PER IT S+ 11 IMPORTANT—•Appfi4anf}o complete all items in actions 1,fl,off, and IV. I, DUN"" !l. R PMRC•ATION To ba tc*awd y an appkanla. h orr6sN..w a.Nil +to,t toa M.rari 6 .rawJ:. M..Mo NNwr...a•.b•�1w N ilwtas.db.ri M .f r.a .+a j with *0 .PM44 N.+..M y...As.Nw..rAsd smr Mn iwt.d L wewdwq vall.eLe Gtir.!d.ei./n.x.404i"W"ow asedoab of pad.ar.wn NOW rhvd.. 1k 4 OaNaNrr(FIN � f cMo / sw.a..w Ow► ,G Asthrir.t Ap.. M►Wet of o/Odra. 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V =V $ v-: I V09 ............� V v:..7 .v 6 N VO4 _V r RV 2 w�PB2 O,�BCH [l` V 1 WPB1 --- V J JPN r ROOF TRUSS PLACEMENT PLAN US, GENER9L BUILDER TO FIELD BEVEL THE LEC1l HWS BOTTOM CHORD OF ALL VALLEY TRUSSESGranger Lumber 2425 MAYPORT ROAD & Hardware THE PANTRY 1180 Lane 8ve.South. FEU1SIIX Jac'--11,A 32205. .. �� wix�,. w L 19041 781-4119 FB% 19041 786-8480 1/8=i-0' 12-4-00 ELO 64y71. To: Reaction Summa Job Number: 6497t , Page: 1 Project: Block No: Date: 01-08-2001 -2:06:22 PM Model: Lot No: Project ID: 6497t Contact: Site: Office: Deliver To: Account No: Name: Designer: mtm Phone: Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 10 Joint 16 27 A01 35-3-0 DBL.FINK 7.00 1280 tbs. 1176 tbs. 227 tbs.each 4 Rows Lat Brace 0.00 -745 tbs. -685 lbs. Joint 10Joint 16 2 A01MOD 35-3-0 DBL.FINK 7.00 1280 tbs. 1176 tbs. Kf 264 tbs.each 3 Rows Lat Brace 0.00 -745 lbs. -685 lbs. Joint 10 Joint 16 14 A02 35-3-0 DBL.FINK 7.00 2324 tbs. 2220 lbs. 267 tbs.each 2X6/2X4 7 Rows Lat Brace 0.00 -1046 lbs. -987 lbs. Joint 22 Joint 23 Joint 24 Joint 25 Joint 26 2 A03 35-3-0 DBL.FINK 7.00 456 tbs. 401 tbs. 135 lbs. 131 tbs. 132 tbs. 292 lbs.each 7 Rows Lat Brace 0.00 -404 tbs. -463 tbs. -100 tbs. -161 tbs. -146 lbs. Joint 1 Joint 5 1 PBI 10-6-8 PIGGYBACK 7.00 338 lbs. 338 tbs. 34 tbs.each 0.00 -205 tbs. -205 lbs. Joint 1 Joint 5 1 PB2 6-6-8 PIGGYBACK 7.00 206 tbs. 206 tbs. 20 tbs.each 0.00 -125 tbs. -125 tbs. Joint 9 Joint 10 Joint 11 Joint 12 Joint 13 2 V01 50-3-0 ROOF TRUSS 7.00 186 tbs. 396 tbs. 250 tbs. 68 tbs. 139 tbs. 192 tbs.each 6 Rows Lat Brace 0.00 -253 tbs. -505 tbs. -92 tbs. -222 tbs. Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 2 V02 46-3-0 ROOF TRUSS 7.00 392 tbs. 478 tbs. 274 tbs. 228 lbs. 15 tbs. 196 lbs.each 5 Rows Lat Brace 0.00 -396 lbs. -524 lbs. -265 lbs. -112 tbs. -7 tbs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 V03 42-3-0 ROOF TRUSS 7.00 1480 tbs. 1429 tbs. 269 tbs. 264 tbs. 65 tbs. 208 tbs.each 4 Rows Lat Brace 0.00 -1465 tbs. -1461 lbs. -302 tbs. -314 tbs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 VO4 38-3-0 ROOF TRUSS 7.00 326 lbs. 372 tbs. 278 lbs. 237 tbs. 12 lbs. 169 lbs.each 3 Rows Lat Brace 0.00 -323 lbs. 459 tbs. -281 tbs. -278 lbs. 4 tbs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 V05 34-3-0 ROOF TRUSS 7.00 802 lbs. 672 tbs. 267 lbs. 263 tbs. 64 tbs. 170 tbs.each 2 Rows Lat Brace 0.00 -694 tbs. -865 tbs. -292 lbs. -312 tbs. Joint 1 Joint 13 Joint 14 Joint 15 Joint 16 2 V06 30-3-0 ROOF TRUSS 7.00 195 tbs. 101 tbs. 237 lbs. 277 tbs. 237 tbs. 143 tbs.each 1 Row Lat Brace 0.00 -135 tbs. -42 tbs. -321 tbs. -302 tbs. -272 tbs. Joint 1 Joint 9 Joint 10 Joint 11 Joint 12 2 V07 26-3-0 ROOF TRUSS 7.00 114 lbs. 87 tbs. 273 tbs. 269 tbs. 302 tbs. 129 tbs.each 0.00 -66 tbs. -304 tbs. -309 tbs. -170 tbs. Joint 1 Joint 7 Joint 8 Joint 9 Joint 10 2 V08 22-3-0 ROOF TRUSS 7.00 95 tbs. 95 tbs. 281 tbs. 239 tbs. 14 tbs. 95 tbs.each 0.00 -51 tbs. -14 tbs. -314 lbs. -269 tbs. Joint 1 Joint 7 Joint 8 Joint 9 Joint 10 2 V09 18-3-0 ROOF TRUSS 7.00 84 tbs. 84 lbs. 283 tbs. 228 tbs. 208 tbs. 81 tbs.each 0.00 -38 tbs. -7 tbs. -320 tbs. -218 tbs. -56 lbs. Joint 1 Joint 5 Joint 6 Joint 7 Joint 8 1 V10 15-10-0 ROOF TRUSS 7.00 100 tbs. 100 tbs. 281 tbs. 228 lbs. 281 tbs. 60 tbs.each 0.0o -61 Ibs. -35 tbs. -314 tbs. -31 tbs. -315 lbs. Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A01 DBL.FINK 27 1 o tional ` MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:15 2001 Page 1 17-7-8 35-3-0 I i 17-7-8 17-7-8 x.i..I:6ee sm= E ).e6 12 I ]a6 NC hl O F ]ae O 6 L6 i W W6 Wi B N al II al 11 I 10 e ro ro O N M l O K R 35-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.08 M-0 >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.29 M-0 >999 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.05 J n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:228 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2 X 4T SYP No.3*Except* WEBS 1 Row at midpt D-O,D-M,E-M,F-M W1 2 X 6 SYP No.2,W1 1 2 X 6 SYP No.2 REACTIONS (Ib/size) P=1176/0-3-8,J=1280/0-3-8 Max Horz P=-454(load case 2) Max UpliftP=-684(load case 4),J=-744(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-13=27,B-C=-1218,C-D=-1076,D-E=-1084,E-F=-1085,F-G=-1185,G-H=-1328,H-1=-29,A-P=-7,I-J=-10 BOT CHORD O-P=646,N-0=1027,M-N=1027,L-M=1083,L-Q=1083,K-Q=1083,K-R=689,J-R=689 WEBS D-0=-112,D-M=-233,E-M=639,F-M=-312,F-K=3,H-K=523,B-0=461,B-P=-1279,H-J=-1369 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category ll,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P and J. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. 5)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard c 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) F Vert:A-E=-44.0,E-1=44.0,P-Q=-22.0,Q-R=-62.0,J-R=-22.0 a ( r 1 l Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A02 DBL.FINK 14 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:18 2001 Page T 17-7-8 35-3-0 17-7-8 17-7-8 3caM•f:6L1 5.6= E >so ao a W6� D F a.e ue� C O ms w ws wr ert.� e > H 3.4 n srt II io wi R 9 O H M L O H X h6= 0.1= J.6= q1= b6= 4.1= {rt= 35.3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.12 M-0 >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.29 M-O >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.09 J n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1 st LC LL Min I/defl=360 Weight:267 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-8-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. WEBS 2 X 4T SYP No.3"Except* WEBS 1 Row at midpt D-0,D-M,E-M,F-M,F-K,B-P,H-J W6 2 X 4 SYP No.2,W1 2 X 6 SYP No.2,W11 2 X 6 SYP No.2 REACTIONS (Ib/size) P=2220/0-3-8,J=2324/0-3-8 Max Horz P=-454(load case 2) Max UpliftP=-986(load case 4),J=-1045(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-186,B-C=-2348,C-D=-2098,D-E=-2017,E-F=-2018,F-G=-2195,G-H=-2452,H-1=-216,A-P=-200,I-J=-209 BOT CHORD O-P=1604,N-0=1924,M-N=1924,L-M=1968,L-Q=1968,K-Q=1968,K-R=1654,J-R=1654 WEBS D-0=-144,D-M=-564,E-M=1202,F-M=-639,F-K=-33,H-K=464,B-0=419,B-P=-2460,H-J=-2523 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)P and J. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. 5)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-104.0,E-I=-104.0,P-Q=-22.0,Q-R=-62.0,J-R=-22.0 C-IS M� bf' 4{ 4° D _...� r Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A03 DBL.FINK 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:20 2001 Page 1 17-7-8 35-3-0 r 17-7-8 17-7-8 ,.s= N 00,1 J I M J6�i N N D D G P E 1 O tj D R 3 T T be 11 6 T 1A6 II A T U 0 61 T �ry 4.4 II Ng= b^= h1 II 35-3-0 35-34 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.42 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 V n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:292 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt K-AF,J-AG,I-AH,H-AJ,L-AE,M-AD,N-AB OTHERS 2 X 4 SYP No.3*Except* ST9 2 X 4 SYP No.2,ST8 2 X 4 SYP No.2,ST7 2 X 4 SYP No.2 ST6 2 X 4 SYP No.2,STI 0 2 X 4 SYP No.2,ST11 2 X 4 SYP No.2 ST12 2 X 4 SYP No.2 REACTIONS (Ib/size) AP=46/35-3-0,AI=11/35-3-0,V=46/35-3-0,AF=126/35-3-0,AG=133/35-3-0,AH=130/35-3-0,AJ=122/35-3-0, AK=133/35-3-0,AL=132/35-3-0,AM=131/35-3-0,AN=135/35-3-0,A0=118/35-3-0,AE=133/35-3-0, AD=130/35-3-0,AB=122/35-3-0,AA=133/35-3-0,Z=132/35-3-0,Y=131/35-3-0,X=135/35-3-0,W=118/35-3-0, AC=1 1/35-3-0 Max HorzAP=-456(load case 2) Max UpliftAP=-468(load case 2),V=-403(load case 3),AG=-105(load case 4),AH=-164(load case 4),AJ=-150(load case 4),AK=-147(load case 4),AL=-144(load case 4),AM=-162(load case 4),AN=-105(load case 5), AO=-515(load case 3),AE=-103(load case 5),AD=-164(load case 5),AB=-150(load case 5),AA=-147(load case 5),Z=-145(load case 5),Y=-160(load case 5),X=-99(load case 4),W=-462(load case 5) Max GravAP=520(load case 3),AI=11(load case 6),V=456(load case 2),AF=444(load case 5),AG=135(load case 6), AH=130(load case 1),AJ=122(load case 1),AK=133(load case 6),AL=132(load case 1),AM=131(load case 6),AN=135(load case 1),AO=456(load case 2),AE=135(load case 7),AD=I30(load case 1),AB=122(load case 1),AA=133(load case 7),Z=132(load case 1),Y=131(load case 7),X=135(load case 1),W=401(load case 3),AC=11(load case 7) FORCES (lb)-First Load Case Only TOP CHORD A-13=13,B-C=17,C-D=-28,D-E=16,E-F=16,F-G=-28,G-11=16,H-1=16,I-J=16,J-K=16,K-L=-28,L-M=-28,M-N=-28, N-0=16,O-P=-28,P-Q=-28,Q-R=-28,R-S=-28,S-T=-27,T-U=-20,A-AP=-31,U-V=-31 BOT CHORD AO-AP=5,AN-AO=5,AM-AN=5,AL-AM=5,AK-AL=5,AJ-AK=5,AI-AJ=5,AH-AI=5,AG-AH=5,AF-AG=5,AE-AF-5, AD-AE=5,AC-AD=5,AB-AC=5,AA-AB=5,Z-AA=5,Y-Z=5,X-Y=5,W-X=5,V-W=5 WEBS K-AF=-82,J-AG=-88,I-AH=-88,H-AJ=-88,F-AK=-88,E-AL=-88,D-AM=-88,C-AN=-90,B-AO=-79,L-AE=-88, ?.11 F1w9 M-AD=-88,N-A6=-88,P-AA=-88,Q-Z=-88,R-Y=-88,S-X=-90,T-W=-79 Ar NOTES (11) � �• � 1)This truss has been checked for unbalanced loading conditions. }' 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If q . J porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 4)All plates are 2x4 M1120 unless otherwise indicated. i � 5)Gable requires continuous bottom chord bearing. T 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Continued on page 2 Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A03 DBL.FINK 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:212001 Page 2 NOTES (11) 7)Gable studs spaced at 2-0-0 oc. 8)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)AP,At,V,AF,AG,AH,AJ,AK,AL,AM,AN,AE,AD,AB,AA,Z,Y,X, W,and AC. 9)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)AO. 10)This truss has been designed with ANSI/TPI 1-1995 criteria. 11)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard f— ,wjl �. �� CA AR— JM Job Truss Truss Type Qty Ply U.S.GENERAL 6497T P131 PIGGYBACK 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:22 2001 Page 1 5-3-4 10-6-8 5-3-4 5-3-4 SUN•1:16. A6= 00 r 3 D B B1 E JA Al i 10-6-8 Plate Offsets(X,Y): [B:0-3-0,0-2-0],[D:0-3-0,0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.08 B-F >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.07 B-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.04 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl=360 Weight:35 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=338/0-3-8,E=338/0-3-8 Max Horz A=-134(load case 2) Max UpliftA=-204(load case 4),E=-204(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-154,B-C=-510,C-D=-510,D-E=-154 BOT CHORD B-F=426,D-F=426 WEBS C-F=210 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing at joint(s)A,E considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shoul verify capacity of bearing surface. 4)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A and E. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web i e� LOAD CASE(S) Standard fey Job Truss Truss Type Qty Ply U.S.GENERAL 6497T PB2 PIGGYBACK 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:23 2001 Page 1 3-3.4 6-6-8 3-3-4 3-3-4 SceN 1-.10. C 00 i Wt 2 D B Bt E � F 6-6-8 Plate Offsets(X,Y): [B:0-2-1,0-0-141, D:0-2-1,0-0-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.02 B-F >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 B-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/deft=360 Weight:20 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=206/0-3-8,E=206/0-3-8 Max Horz A=81(load case 3) Max UpliftA=-124(load case 4),E=-124(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-93,B-C=-330,C-D=-330,D-E=-93 BOT CHORD B-F=283,D-F=283 WEBS C-F=147 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 H end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing at joint(s)A,E considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A and E. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web @ F^y LOAD CASE(S) Standard f Job Truss Truss Type Qty Ply U.S.GENERAL 6497T Vol ROOF TRUSS 2 1 °da (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:24 2001 Page 1 27-6-0 27-6-0 bd-13 ScaN a 1'.66. Gab= LL I hb II dab- 0 E F ab II h<ii 8 G .6 II hb II A M ) T T T 4 R ]a8 11 36 11 h1 II b1 ]N= Lt II L<1 hb 1 hb II 27-6-0 Plate Offsets(X,Y): C:0-3-0,0-1-12, F:0-3-0,0-1-121, H:0-1-12,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.62 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 Q n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:192 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt G-J,F-K,E-M,B-P,C-0,D-N WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) L=67/27-6-0,1=146/27-6-0,J=291/27-6-0,K=250/27-6-0,M=132/27-6-0,P=290/27-6-0,0=257/27-6-0,N=215/27-6-0,Q=146/27-6-0 Max Horz L=-218(load case 2) Max Uplift]=-252(load case 4),J=-504(load case 5),K=-91(load case 3),M=-221(load case 3),P=-494(load case 4),0=-83(load case 2),N=-158(load case 3), Q=-250(load case 5) Max Grav L=68(]oad case 7),1=186(load case 2),J=396(load case 3),K=250(load case 7),M=139(load case 6),P=394(load case 2),0=258(load case 6), N=222(load case 7),Q=185(load case 3) FORCES (lb)-First Load Case Only TOP CHORD A-Q=-99,H-1=-99,C-D=-10,D-E=-9,E-F=-10,A-13=39,B-C=-58,F-G=-58,G-H=-60 BOT CHORD P-Q=12,O-P=12,N-0=9,M-N=9,L-M=9,K-L=9,J-K=12,I-J=12 WEBS G-J=-193,F-K=-170,E-M=-137,B-P=-193,C-0=-170,D-N=-137 NOTES (9) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition 1 enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 7/f} 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)L,I,K,M,O N and Q. 6)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)J. 7)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)P. ! r` 8)This truss has been designed with ANSI/TPI 1-1995 criteria 9)This truss has been designed specifically for Turbo Web c _. LOAD CASE(S) Standard rt.c S Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V02 ROOF TRUSS 2 1 o tional MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:25 2001 Page 1 27.6-0 2-44-0 .1 II F D E a1 11 .1 II c D .1 II .1 11 H B T 1rt It A T ro b8 it .111 a1 .411 a1 It 3a1. .1 II .1 It .411 Tib I 27-6-0 Plate Offsets X Y: [D:0-3-0,0-1-121, F:0-3-0 0-1-12, 1:0-1-12,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.64 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 J n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:196 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt E-O,G-L,F-M,C-Q,D-P WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.2*Except* ST7 2 X 4 SYP No.3,STI 2 X 4 SYP No.3 REACTIONS (Ib/size) S=60/27-6-0,N=9127-6-0,0=196/27-6-0,K=231/27-6-0,L=274/27-6-0,M=228/27-6-0,R=231127-6-0, Q=273/27-6-0,P=235/27-6-0,J=60/27-6-0 Max Horz S=-270(load case 2) Max UpliftS=-398(load case 2),N=-6(load case 3),0=-190(load case 2),K=-523(load case 5),L=-264(load case 5), M=-111(load case 2),R=-526(load case 4),Q=-260(load case 4),P=-103(load case 3),J=-395(load case 3) Max GravS=395(load case 3),N=15(load case 2),0=205(load case 6),K=478(load case 3),L=274(load case 7), M=228(load case 1),R=481(load case 2),Q=273(load case 6),P=235(load case 1),J=392(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-B=33,B-C=44,C-D=-47,F-G=-47,G-H=-45,H-1=33,I-J=-40,A-S=-40,D-E=-O,E-F=-O BOT CHORD R-S=2,Q-R=2,P-0=2,O-P=O,N-0=0,M-N=O,L-M=2,K-L=2,J-K=2 WEBS E-0=-138,H-K=-155,G-L=-181,F-M=-154,B-R=-155,C-Q=-181,D-P=-154 NOTES (9) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)S,N,0,L,M,Q,P,and J \ 6)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)K. 7)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)R. 8)This truss has been designed with ANSVTPI 1-1995 criteria. 9)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard s qK�" Job Truss Truss Type V03 Ply U.S.GENERAL 64977 V03 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:27 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 hII E 10o Ji LO It E O 5.5 i S„S N L*II 33 11 c T T 6.6 II 4a 11 T *SII 31 11 pB IK T T Jai II 3h3 11 na 11 La II h0 II L4 II Jae II 27-6-0 Plate Offsets(X,Y): D:0-2-8,0-3-0, H:0-2-8,0-3-0, K:0-1-12,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.63 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:208 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt H-O,G-Q,D-T,E-S OTHERS 2 X 4 SYP No.2*Except* ST9 2 X 4 SYP No.3,ST8 2 X 4 SYP No.3,ST1 2 X 4 SYP No.3 ST2 2 X 4 SYP No.3 REACTIONS (Ib/size) W=-101/27-6-0,P=65/27-6-0,R=-10/27-6-0,M=260/27-6-0,N=269/27-6-0,0=264/27-6-0,Q=135/27-6-0, V=261/27-6-0,U=267/27-6-0,T=271/27-6-0,S=215/27-6-0,L=-100/27-6-0 Max Horz W=325(load case 3) Max UpliftW=-1497(load case 2),R=-10(load case 1),M=-1460(load case 2),N=-301(load case 5),0=-313(load case 5),Q=-167(load case 5),V=-1489(load case 3),U=-302(load case 4),T=-309(load case 4),S=-149(load case 4),L=-1464(load case 3) Max Grav W=1512(load case 3),P=65(load case 1),R=384(load case 5),M=1429(load case 3),N=269(load case 7), 0=264(load case 1),0=139(load case 7),V=1461(load case 2),U=267(load case 6),T=271(load case 1), S=218(load case 6),L=1480(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-8=37,B-C=43,C-13=41,D-E=41,E-F=-29,F-G=-29,G-H=-50,H-1=47,I-J=-45,J-K=37,A-W=58,K-L=58 BOT CHORD V-W=3,U-V=3,T-U=3,S-T=2,R-5=2,Q-R=2,P-Q=2,O-P=2,N-0=3,M-N=3,L-M=3 WEBS F-R=8,J-M=-165,I-N=-178,H-0=-181,G-Q=-137,B-V=-165,C-U=-178,D-T=-181,E-S=-137 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. . 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 �/� " 3)Gable requires continuous bottom chord bearing. `! ' 4)Three RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)W,M,V,and L. p} 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P,R,N,O,Q,U,T,and S. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. 7)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard Job Truss Truss Type Qty Ply U.S.GENERAL 6497T VO4 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:29 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 xll..rse.i 1.1= zao ix .4 It 3l II E D ]al i ]r1 D bl I 4.II G T 3l II 31 T Ll II B art 11 T rtIi A N T 81 ]ee it x.l 11 hl II xal I xxl 11 ul c 41 II be II 3l 11 ].e I 27.6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.86 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:170 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-Q,G-0,E-R OTHERS 2 X 4 SYP No.3*Except* ST4 2 X 4 SYP No.2,ST5 2 X 4 SYP No.2,ST3 2 X 4 SYP No.2 REACTIONS (Ib/size) U=62/27-6-0,P=9/27-6-0,Q=178/27-6-0,M=229/27-6-0,N=278/27-6-0,0=232/27-6-0,T=229/27-6-0,S=277/27-6-0,R=239/27-6-0,L=63/27-6-0 Max Horz U=-355(load case 2) Max UpliftU=-334(load case 2),P=-3(load case 3),M=-458(load case 5),N=-280(load case 5),0=-277(load case 5),T=-464(load case 4),S=-280(load case 4),R=-271(load case 4),L=-322(load case 3) Max GravU=337(load case 3),P=12(load case 2),0=335(load case 4),M=372(load case 3),N=278(load case 1),0=237(load case 7),T=381(load case 2), S=277(load case 1),R=244(load case 6),L=326(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=30,B-C=41,C-D=-52,D-E=37,E-F=-43,F-G=-43,G-H=37,H-I=-52,I-J=-47,J-K=-25,A-U=-42,K-L=-42 BOT CHORD T-U=5,S-T=5,R-S=5,Q-R=5,P-Q=5,O-P=5,N-0=5,M-N=5,L-M=5 WEBS F-Q=-120,J-M=-153,I-N=-185,G-0=-159,B-T=-153,C-S=-185,E-R=-159 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 'rF 3)Gable requires continuous bottom chord bearing. a 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)U,P,Q,M,N,O,T,S,R,and ° �t L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web F ,tr{e`t LOAD CASE(S) Standard JAN,, o 'r i.1 �t Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V05 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:31 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 SceN a 1:5). tr F ).FD FT D E 5x5 i ax5�� D M T 3*II ) 3e II c 1 3*It aa*II T 3s II a D N A T At II 3*II 31 11 31 II 3*It 3*II 31 II 34 II 34 11 axe II 27-6-0 Plate Offsets X Y: D:0-2-8,0-3-0, H:0-2-8,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.58 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:170 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt G-Q,E-S OTHERS 2 X 4 SYP No.3*Except* ST5 2 X 4 SYP No.2,ST6 2 X 4 SYP No.2,ST4 2 X 4 SYP No.2 REACTIONS (Ib/size) W=-132/27-6-0,P=64/27-6-0,R=-21/27-6-0,M=292/27-6-0,N=267/27-6-0,0=263/27-6-0,Q=143/27-6-0, V=293/27-6-0,U=265/27-6-0,T=270/27-6-0,S=222/27-6-0,L=-131/27-6-0 Max HorzW=-355(load case 2) Max UpliftW=-828(load case 2),R=-21(load case 1),M=-864(load case 5),N=-291(load case 5),0=-311(load case 5), Q=-217(load case 5),V=-942(load case 4),U=-292(load case 4),T=-308(load case 4),S=-183(load case 4), L=-693(load case 3) Max Grav W=936(load case 3),P=64(load case 1),R=390(load case 5),M=672(load case 3),N=267(load case 7), 0=263(load case 1),Q=145(load case 7),V=789(load case 2),U=265(load case 6),T=270(load case 1), S=224(load case 6),L=802(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=50,B-C=44,C-D=42,D-E=43,E-F=-30,F-G=-30,G-H=-47,H-1=-45,I-J=45,J-K=50,A-W=80,K-L=80 BOT CHORD V-W=2,U-V=2,T-U=2,S-T=-O,R-S=-O,Q-R=-O,P-Q=-O,O-P=-O,N-0=2,M-N=2,L-M=2 WEBS F-R=20,J-M=-187,I-N=-177,H-0=-180,G-Q=-144,B-V=-187,C-U=-177,D-T=-180,E-S=-144 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf to ch rd dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclose building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. l 4)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)W,M,V,and L. 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P,R,N,O,Q,U,T an S. ;' '�'�• 6)This truss has been designed with ANSI/TPI 1-1995 criteria. 7)This truss has been designed specifically for Turbo Web i * LOAD CASE(S) Standard F Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V06 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:33 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 G zoo u ba m II F .41 ]z1 E ae it D T 3II T Li t K A le xe II e.e II h4 ht II .411 3I 11 Dt1 I h1. LI It b1 it Lt It 27-6-0 Plate Offsets(X,Y): [A:0-1-15,0-5-11, M:0-1-15,0-5-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 M n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:144 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3'Except' WEBS 1 Row at midpt G-R ST4 2 X 4 SYP No.2 SLIDER Left 2 X 6 SYP No.2 1-4-3,Right 2 X 6 SYP No.2 1-4-3 REACTIONS (Ib/size) A=75/27-6-0,Q=9/27-6-0,R=161/27-6-0,N=235/27-6-0,0=277/27-6-0,P=232/27-6-0,U=235/27-6-0,T=276/27-6-0,S=239/27-6-0,M=75/27-6-0 Max Horz A=-380(load case 2) Max UpliftA=-134(load case 2),N=-320(load case 5),O=-301(load case 5),P=-271(load case 5),U=-339(load case 4),T=-299(load case 4),S=-269(load case 4),M=41(load case 3) Max GravA=195(load case 3),Q=9(load case 6),R=257(load case 5),N=237(load case 7),0=277(load case 1),P=237(load case 7),U=237(load case 6), T=276(load case 1),S=244(load case 6),M=101(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-B=-46,B-C=14,C-D=23,D-E=-70,E-F=-23,F-G=-61,G-H=-61,H-1=-23,I-J=-70,J-K=-65,K-L=14,L-M=-45 BOT CHORD A-U=20,T-U=20,S-T=20,R-S=20,Q-R=20,P-0=20,O-P=20,N-0=20,M-N=20 WEBS G-R=-103,K-N=-156,J-0=-185,H-P=-158,C-U=-156,D-T=-185,F-S=-158 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,Q,R,N,O,P,U,T,S,andM. Cyt r / 5)This truss has been designed with ANSI/TPI 1-1995 criteria /" ` "A" r--! 6)This truss has been designed specifically for Turbo Webb LOAD CASE(S) Standard r JAN .�DO i Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V07 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:35 2001 Page 1 13-1-8 26-3-0 13-1-8 13-1-8 -1. 1421 E bII x 111 a F call ail II ton a c T T T I b.I a.II 0 N I 9 9 4 .411 .4 11 xx.II t,4 II .411 26-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.21 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 1 n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:130 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=86/26-3-0,1=86/26-3-0,M=-95/26-3-0,N=-25/26-3-0,J=273/26-3-0,K=269/26-3-0,L=301/26-3-0,Q=273/26-3-0,P=271/26-3-0,0=223/26-3-0 Max HorzA=-328(load case 2) Max UpliftA=-65(load case 2),M=-95(load case 7),N=-25(load case 1),J=-303(load case 5),K=-308(load case 5),L=-169(load case 5),Q=-303(load case 4), P=-306(load case 4),0=-209(load case 4) Max GravA=114(load case 3),1=87(load case 7),N=286(load case 5),J=273(load case 7),K=269(load case 1),L=302(load case 7),0=273(load case 6), P=271(load case 1),0=224(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-13=48,B-C=48,C-D=45,D-E=-27,E-F=-27,F-G=-44,G-H=-41,H-I=-29 BOT CHORD A-Q=-3,P-Q=-3,O-P=-3,N-O=-3,M-N=-3,L-M=-3,K-L=-3,J-K=-3,I-J=-3 WEBS E-N=18,H-J=-176,G-K=-183,F-L=-143,B-Q=-176,C-P=-183,D-0=-143 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,I,M,N,J,K,L,Q,P,and O. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. c ' 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard d e,e Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V08 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:37 2001 Page 1 11-1-8 22-3-0 11-1 8 11-1-8 0 as II a.11 C E •ter T Z as II n F B T1 ST G A Li 9 I .41 al l .411 .011 )N= .411 at 30 22-3-0 22-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 G n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:96 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=95/22-3-0,G=95/22-3-0,J=13/22-3-0,K=160/22-3-0,H=281/22-3-0,1=234/22-3-0,M=280/22-3-0,L=239/22-3-0 Max HorzA=-276(load case 2) Max UpliftA=-50(load case 2),G=-13(load case 4),H=-313(load case 5),1=-268(load case 5),M=-313(load case 4),L=-268(load case 4) Max GravA=95(load case 1),G=95(load case 1),J=14(load case 7),K=160(load case 1),H=281(load case 1),1=239(load case 7),M=280(load case 1), L=244(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-13=28,B-C=26,C-D=-55,D-E=-55,E-F=-63,F-G=-48 BOT CHORD A-M=15,L-M=15,K-L=15,J-K=15,I-J=15,H-1=15,G-H=15 WEBS D-K=-108,F-H=-182,E-1=-160,B-M=-182,C-L=-160 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category ll,condition 1 enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,G,J,K,H,I,M,and L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. _• 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard r 4� � , /2R- Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V09 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:39 2001 Page 1 9-1-8 18-3-0 9-1-8 9-1-8 4<o D b1 II b/II E c -Fz Sig T bII STx Ste b4 It F 8 5I, STS D B, p 9 b. b.II m II Sxs= br II bI II b�� 18-3-0 its- Plate Offsets(X,Y): J:0-2-8,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 G n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:81 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=83/18-3-0,G=83/18-3-0,J=-55/18-3-0,H=283/18-3-0,1=228/18-3-0,L=283/18-3-0,K=228/18-3-0 Max HorzA=-224(load case 2) Max UpliftA=-37(load case 5),G=-6(load case 4),J=-55(load case 1),H=-319(load case 5),1=-217(load case 5),L=-319(load case 4),K=-223(load case 4) Max GravA=84(load case 6),G=84(load case 7),J=208(load case 5),H=283(load case 1),1=228(load case 1),L=283(load case 1),K=228(load case 1) FORCES (lb)-First Load Case Only TOP CHORD A-13=51,B-C=47,C-D=-28,D-E=-28,E-F=-42,F-G=51 BOT CHORD A-L=-4,K-L=-4,J-K=-4,I-J=-4,H-1=4,G-H=-4 WEBS D-J=28,F-H=-184,E-1=-149,B-L=-184,C-K=-149 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category ll,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,G,J,H,I,L,and K. 5)This truss has been designed with ANSI TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard t } 8 FMiTek Truss Truss Type Qty Ply U.S.GENERAL V10 ROOF TRUSS 1 1 (optional) Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:40 2001 Page 1 7-11-0 15-10-0 7-11-0 7-11-0 c zoo rz ST] b4 II T � D B 31� ST1 E A Bt .41 xa1 I .41 15-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:60 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=100/15-10-0,E=100/15-10-0,G=228/15-10-0,F=273/15-10-0,H=273/15-10-0 Max Horz A=1 92(load case 3) Max UpliffA=-60(load case 5),E=-34(load case 5),G=-30(load case 4),F=-313(load case 5),H=-314(load case 4) Max GravA=100(load case 1),E=100(load case 1),G=228(load case 1),F=281(load case 7),H=281(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-6=-56,B-C=-68,C-D=-68,D-E=-56 BOT CHORD A-H=21,G-H=21,F-G=21,E-F=21 WEBS C-G=-146,D-F=-176,B-H=-176 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,E,and G. 5)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)F and H. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. 7)This truss has been designed specifically for Turbo Web C' " LOAD CASE(S) Standard Ivy 4' j j'7 JAN To: Reaction Summary' Job Number: 6497t Page: I Project: Block No: Date: 01-08-2001 -2:06:22 PM Model: Lot No: Project ID: 6497t Contact: Site: Office: Deliver To: Account No: Name: Designer: mtm Phone: Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 10 Joint 16 27 A01 35-3-0 DBL.FINK 7.00 1280 lbs. 1176 Ibs. 227 lbs.each 4 Rows Lat Brace 0.00 -745 lbs. -685 lbs. Joint 10 Joint 16 2 A01MOD 35-3-0 DBL.FINK 7.00 1280 Ibs. 1176 lbs. 264 lbs.each 3 Rows Lat Brace 0.00 -745 lbs. -685 lbs. Joint 10 Joint 16 14 A02 35-3-0 DBL.FINK 7.00 2324 lbs. 2220 lbs. 267 lbs.each 2X6/2X4 7 Rows Lat Brace 0.00 -1046 lbs. -987 lbs. Joint 22 Joint 23 Joint 24 Joint 25 Joint 26 2 A03 35-3-0 DBL.FINK 7.00 456 Ibs. 401 Ibs. 135 lbs. 131 lbs. 132 Ibs. 292 lbs.each 7 Rows Lat Brace 0.00 -404 tbs. 463 Ibs. -100 Ibs. -161 lbs. -146 lbs. Joint 1 Joint 5 1 PB1 10-6-8 PIGGYBACK 7.00 338 Ibs. 338 lbs. 34 lbs.each 0.00 -205 lbs. -205 lbs. Joint 1 Joint 5 1 PB2 6-6-8 PIGGYBACK 7.00 206 lbs. 206 lbs. 20 lbs.each 0.00 -125 Ibs. -125 Ibs. Joint 9 Joint 10 Joint 11 Joint 12 Joint 13 2 V01 50-3-0 ROOF TRUSS 7.00 186 Ibs. 396 lbs. 250 Ibs. 68 lbs. 139 lbs. 192 Ibs.each 6 Rows Lat Brace 0.00 -253 lbs. -505 lbs. -92 lbs. -222 lbs. Joint 10 Joint I 1 Joint 12 Joint 13 Joint 14 2 V02 46-3-0 ROOF TRUSS 7.00 392 lbs. 478 lbs. 274 lbs. 228 lbs. 15 lbs. 196 lbs.each 5 Rows Lat Brace 0.00 -396 lbs. -524 Ibs. -265 Ibs. -112 Ibs. -7 Ibs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 V03 42-3-0 ROOF TRUSS 7.00 1480 lbs. 1429 lbs. 269 lbs. 264 Ibs. 65 lbs. 208 lbs.each 4 Rows Lat Brace 0.00 -1465 lbs. -1461 Ibs. -302 lbs. -314 lbs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 VO4 38-3-0 ROOF TRUSS 7.00 326 Ibs. 372 lbs. 278 lbs. 2371bs. 12 lbs. 169 lbs.each 3 Rows Lat Brace 0.00 -323 lbs. -459 lbs. -281 lbs. -278 Ibs. -4 lbs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 V05 34-3-0 ROOF TRUSS 7.00 802 Ibs. 672 lbs. 267 lbs. 263 lbs. 64 lbs. 170 Ibs.each 2 Rows Lat Brace 0.00 -694 Ibs. -865 ibs. -292 lbs. -312 lbs. Joint 1 Joint 13 Joint 14 Joint 15 Joint 16 2 V06 30-3-0 ROOF TRUSS 7.00 195 lbs. 101 lbs. 237 lbs. 277 tbs. 237 lbs. 143 lbs.each 1 Row Lat Brace 0.00 -135 lbs. -42 lbs. -321 lbs. -302 lbs. -272 Ibs. Joint I Joint 9 Joint 10 Joint I l Joint 12 2 V07 26-3-0 ROOF TRUSS 7.00 114 lbs. 87 lbs. 273 Ibs. 269 Ibs. 302 lbs. 129 Ibs.each 0.00 -66-lbs. -304 lbs. -309 Ibs. -170 lbs. Joint 1 Joint 7 Joint 8 Joint 9 Joint 10 2 V08 22-3-0 ROOF TRUSS 7.00 95 Ibs. 95 lbs. 281 Ibs. 239 Ibs. 14 lbs. 95 lbs.each 0.00 -51 Ibs. -14 lbs. -314 lbs. -269 lbs. Joint 1 Joint 7 Joint 8Joint 9 Joint 10 2 V09 18-3-0 ROOF TRUSS 7.00 84 Ibs. 84 lbs. 293 tbs. 228 Ibs. 208 lbs. 81 lbs.each 0.00 -38 lbs. -7 Ibs. -320 lbs. -218 lbs. -56 lbs. Joint 1 Joint 5 Joint 6 Joint 7 Joint 8 1 V10 15-10-0 ROOF TRUSS 7.00 100 Ibs. 100 Ibs. 281 lbs. 228 Ibs. 281 lbs. 60 tbs.each 0.00 -61 lbs. -35 Ibs. -314 Ibs. -31 lbs. -315 lbs. F Truss Truss Type Qty Ply U.S.GENERAL 7T A01 DBL.FINK 27 1o tional 'ek Industries,IChesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:152001 Page 1 17-7-8 35-3-0 17.7-8 17-7-8 �s= E ].p0 f2 O O C ♦A B N As II bII 1 1 q 4 O N l O R a6= ♦1= M!= YE= ]a6= ht= M= 35-3A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.08 M-0 >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.29 M-O >999 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.05 J n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl=360 Weight:228 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2 X 4T SYP No.3*Except* WEBS 1 Row at midpt D-0,D-M,E-M,F-M WI 2 X 6 SYP No.2,W1 1 2 X 6 SYP No.2 REACTIONS (Ib/size) P=1176/0-3-8,J=1280/0-3-8 Max Horz P=-454(load case 2) Max UpliftP=-684(load case 4),J=-744(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-13=27,B-C=-1218,C-D=-1076,D-E=-1084,E-F=-1085,F-G=-1185,G-H=-1328,H-I=-29,A-P=-7,I-J=-10 BOT CHORD O-P=646,N-0=1027,M-N=1027,L-M=1083,L-Q=1083,K-Q=1083,K-R=689,J-R=689 WEBS D-0=-112,D-M=-233,E-M=639,F-M=-312,F-K=3,H-K=523,B-0=461,B-P=-1279,H-J=-1369 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P and J. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. 5)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-44.0,E-1=44.0,P-Q=-22.0,Q-R=-62.0,J-R=-22.0 a 13 1 i D Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A02 DBL.FINK 14 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:18 2001 Page 1 17-7-8 35-3-0 J r � f 17.7-8 17-7-8 xx.fEsa s.s= E ).DD h1 i he 1 D F h]i h! C D h6�i h6 B ]a1 it v1 II 10 t 9 4 p l O K R 35-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.12 M-0 >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.29 M-0 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.09 J n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:267 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-8-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing, WEBS 2 X 4T SYP No.3"Except` WEBS 1 Row at midpt D-0,D-M,E-M,F-M,F-K,B-P,H-J W6 2 X 4 SYP No.2,W1 2 X 6 SYP No.2,W11 2 X 6 SYP No.2 REACTIONS (Ib/size) P=2220/0-3-8,J=2324/0-3-8 Max Harz P=-454(load case 2) Max UpliftP=-986(load case 4),J=-1045(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-186,B-C=-2348,C-D=-2098,D-E=-2017,E-F=-2018,F-G=-2195,G-H=-2452,H-1=-216,A-P=-200,I-J=-209 BOT CHORD O-P=1604,N-0=1924,M-N=1924,L-M=1968,L-Q=1968,K-Q=1968,K-R=1654,J-R=1654 WEBS D-0=-144,D-M=-564,E-M=1202,F-M=-639,F-K=-33,H-K=464,B-0=419,B-P=-2460,H-J=-2523 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)P and J. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. 5)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:A-E=-104.0,E-I=-I 04.0,P-Q=-22.0,Q-R=-62.0,J-R=-22.0 . �'' 2004. t Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A03 DBL.FINK 2 1 o tional MiTek Industries,Inc.,Chesterfield,MO 63017 4201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:20 2001 Page 1 17-7-8 35-3-0 17-7-8 17-7-8 6cN+1:61 Sys= K T.66 FUZ L J M 3.6 D K T G T E T O T D K T T 3 C T e Aa II lr6 II T u T 9 04 II ase= lye 35-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.42 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 V n/a BCDL 11.0 Code SBCIANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:292 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 SYP No.3 WEBS 1 Row at midpt K-AF,J-AG,I-AH,H-AJ,L-AE,M-AD,N-AB OTHERS 2 X 4 SYP No.3'Except' ST9 2 X 4 SYP No.2,ST8 2 X 4 SYP No.2,ST7 2 X 4 SYP No.2 ST6 2 X 4 SYP No.2,ST10 2 X 4 SYP No.2,ST11 2 X 4 SYP No.2 ST12 2 X 4 SYP No.2 REACTIONS (Ib/size) AP=46/35-3-0,AI=11/35-3-0,V=46/35-3-0,AF=126/35-3-0,AG=133/35-3-0,AH=130/35-3-0,AJ=122/35-3-0, AK=133/35-3-0,AL=132/35-3-0,AM=131/35-3-0,AN=135/35-3-0,A0=118/35-3-0,AE=133/35-3-0, AD=130/35-3-0,AB=122/35-3-0,AA=133/35-3-0,Z=132135-3-0,Y=131/35-3-0,X=135135-3-0,W=118135-3-0, AC=11/35-3-0 Max HorzAP=-456(load case 2) Max UpliftAP=-468(load case 2),V=-403(load case 3),AG=-105(load case 4),AH=-164(load case 4),AJ=-150(load case 4),AK=-147(load case 4),AL=-144(load case 4),AM=-162(load case 4),AN=-105(load case 5), AO=-515(load case 3),AE=-103(load case 5),AD=-164(load case 5),AB=-150(load case 5),AA=-147(load case 5),Z=-145(load case 5),Y=-160(load case 5),X=-99(load case 4),W=-462(load case 5) Max GravAP=520(load case 3),AI=11(load case 6),V=456(load case 2),AF=444(load case 5),AG=135(load case 6), AH=130(load case 1),AJ=122(load case 1),AK=133(load case 6),AL=132(load case 1),AM=131(load case 6),AN=135(load case 1),AO=456(load case 2),AE=135(load case 7),AD=130(load case 1),AB=122(load case 1),AA=133(load case 7),Z=132(load case 1),Y=131(load case 7),X=135(load case 1),W=401(load case 3),AC=11(load case 7) FORCES (lb)-First Load Case Only TOP CHORD A-B=13,B-C=17,C-D=-28,D-E=16,E-F=16,F-G=-28,G-H=16,H-I=16,1-J=16,J-K=16,K-L=-28,L-M=-28,M-N=-28, N-0=16,O-P=-28,P-Q=-28,Q-R=-28,R-S=-28,S-T=-27,T-U=-20,A-AP=-31,U-V=-31 SOT CHORD AO-AP=5,AN-AO=5,AM-AN=5,AL-AM=5,AK-AL=5,AJ-AK=5,AI-AJ=5,AH-AI=5,AG-AH=5,AF-AG=5,AE-AF=5, \ AD-AE=5,AC-AD=5,AB-AC=5,AA-AB=5,Z-AA=5,Y-Z=5,X-Y=5,W-X=5,V-W=5 .` � WEBS K-AF=-82,J-AG=-88,I-AH=-88,H-AJ=-88,F-AK=-88,E-AL=-88,D-AM=-88,C-AN=-90,B-A0=-79,L-AE=-88, M-AD=-88,N-AB=-88,P-AA=-88,Q-Z=-88,R-Y=-88,S-X=-90,T-W=-79 NOTES (11) 1)This truss has been checked for unbalanced loading conditions. 6 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chordjW + F dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed + building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If 1 porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 7� 4)All plates are 2x4 M1120 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Continued on page 2 Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A03 DBL.FINK 2 1 (optional' MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:212001 Page 2 NOTES (11) 7)Gable studs spaced at 2-0-0 oc. 8)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)AP,AI,V,AF,AG,AH,AJ,AK,AL,AM,AN,AE,AD,AB,AA,Z,Y,X, W,and AC. 9)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)AO. 10)This truss has been designed with ANSVTPI 1-1995 criteria. 11)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard L^ r �. Ilk Job Truss Truss Type Qty Ply U.S.GENERAL 6497T PBI PIGGYBACK 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:22 2001 Page 1 5-3-4 10-6-8 5-3-4 5-3-4 c 00,I 0 e B, E A h4� } (� 10-6-8 FTU Plate Offsets(X,Y): B:0-3-0,0-2-0, D:0-3-0,0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.08 B-F >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.07 B-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.04 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:351b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=338/0-3-8,E=338/0-3-8 Max Horz A=-134(load case 2) Max UpliftA=-204(load case 4),E=-204(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-154,B-C=-510,C-D=-510,D-E=-154 BOT CHORD B-F=426,D-F=426 WEBS C-F=210 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 If above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category ll,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing at joints)A,E considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shouli verify capacity of bearing surface. 4)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A and E. 'W' 44V 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web 4 ,a; ,w LOAD CASE(S) StandardFiry` ,` t L ^y { F^ Job Truss Truss Type Qty Ply U.S.GENERAL 6497T P62 PIGGYBACK 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:23 2001 Page 1 3-3-4 6-6-8 3-3-4 3-3-4 ScM•1'.0 4.4 c 1.00IlI Wt T D 8 B1 y E 6-6.8 Plate Offsets(X,Y): [B:0-2-1,0-0-141, D:0-2-1,0-0-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.02 B-F >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 B-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 E n/a BCDL 11.0 Code SBC/ANS195 (Matrix) Ist LC LL Min 11defl=360 Weight:20 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A=206/0-3-8,E=206/0-3-8 Max Horz A=81(load case 3) Max UpliftA=-124(load case 4),E=-124(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-93,B-C=-330,C-D=-330,D-E=-93 BOT CHORD B-F=283,D-F=283 WEBS C-F=147 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category It,condition 1 enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing at joints)A,E considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verity capacity of bearing surface. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A and E. 5)This truss has been designed with ANSVTPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web �r LOADCASE(S) Standard L' Job Truss Truss Type Qty Ply U.S.GENERAL 6497T Vol ROOF TRUSS 2 1 °$a (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:24 2001 Page 1 27-6-0 27-6-0 63-1] 3c.N a t:bD. C O E i 1-[1-2 al 11 al II B 4.6 II az6 II H � TT TT T T 36 If al 11 al al hl= al II al II h6 I al it 27-6-0 Plate Offsets(X,Y): [C:0-3-0,0-1-121,[F:0-3-0,0-1-121, H:0-1-12,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.62 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 Q n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1 st LC LL Min 1/deft=360 Weight:192 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2"Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt G-J,F-K,E-M,B-P,C-0,D-N WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) L=67/27-6-0,1=146/27-6-0,J=291/27-6-0,K=250/27-6-0,M=132/27-6-0,P=290/27-6-0,0=257/27-6-0,N=215/27-6-0,Q=146/27-6-0 Max Horz L=-218(load case 2) Max Upliftl=-252(load case 4),J=-504(load case 5),K=-91(load case 3),M=-221(load case 3),P=-494(load case 4),0=-83(load case 2),N=-158(load case 3), Q=-250(load case 5) Max GravL=68(load case 7),1=186(load case 2),J=396(load case 3),K=250(load case 7),M=139(load case 6),P=394(load case 2),0=258(load case 6), N=222(load case 7),Q=185(load case 3) FORCES (lb)-First Load Case Only TOP CHORD A-Q=-99,H-1=-99,C-D=-10,D-E=-9,E-F=-10,A-13=39,B-C=-58,F-G=-58,G-H=-60 BOT CHORD P-Q=12,O-P=12,N-0=9,M-N=9,L-M=9,K-L=9,J-K=12,I-J=12 WEBS G-J=-193,F-K=-170,E-M=-137,B-P=-193,C-0=-170,D-N=-137 NOTES (9) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33f 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)L,I,K,M,O,N,and Q. /t 6)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)J. 1''" 7 One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)P. ` F 8)This truss has been designed with ANSI/TPI 1-1995 criteria. { iX\ 9)This truss has been designed specifically for Turbo Web41 LOAD CASE(S) Standard a� AA b". i Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V02 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:25 2001 Page 1 27-M 214-0 16d12 � Scl=1:66. 4.6= _ bt I ` - U E F ]66 12 b6 it b6 II a r1t b6 II T S 1 h 2v6 Il ht 11 b6 y{ bt it 41 II 9+6= b6 It b1 b6 11 L6 I 27-6-0 Plate Offsets(X,Y): [D:0-3-0,0-1-121, F:0-3-0,0-1-12, 1:0-1-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TOLL 16.0 Plates Increase 1.25 TO 0.66 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.64 Vert(TL) nla n/a BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 J n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl=360 Weight:196 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2`Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt E-O,G-L,F-M,C-Q,D-P WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.2"Except' ST7 2 X 4 SYP No.3,ST1 2 X 4 SYP No.3 REACTIONS (Ib/size) S=60/27-6-0,N=9/27-6-0,0=1 9612 7-6-0,K=231127-6-0,L=274127-6-0,M=228/27-6-0,R=231/27-6-0, 0=273/27-6-0,P=235/27-6-0,J=60/27-6-0 Max Horz S=-270(load case 2) Max UpliftS=-398(load case 2),N=-6(load case 3),0=-190(load case 2),K=-523(load case 5),L=-264(load case 5), M=-111(load case 2),R=-526(load case 4),Q=-260(load case 4),P=-103(load case 3),J=-395(load case 3) Max GravS=395(load case 3),N=15(load case 2),0=205(load case 6),K=478(load case 3),L=274(load case 7), M=228(load case 1),R=481(load case 2),Q=273(load case 6),P=235(load case 1),J=392(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=33,B-C=44,C-D=-47,F-G=-47,G-H=-45,H-1=33,I-J=-40,A-S=-40,D-E=-O,E-F=-O BOT CHORD R-S=2,Q-R=2,P-Q=2,O-P=O,N-0=0,M-N=O,L-M=2,K-L=2,J-K=2 WEBS E-0=-138,H-K=-155,G-L=-181,F-M=-154,B-R=-155,C-Q=-181,D-P=-154 NOTES (9) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBCIANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing.!` 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)S,N,O,L,M,Q,P,and J 6)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)K. 7)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)R. y:. 8)This truss has been designed with ANSI/TPI 1-1995 criteria. 9)This truss has been designed specifically for Turbo Web ®-JN , fly LOAD CASE(S) Standard a� r tJ ! Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V03 ROOF TRUSS 2 1 (optional) - MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:27 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 axa- ).DO ba 11 F 12 h0 E � 5x5 i 5x5 ha II ha 11 c T ) ax6 II ha 11 T ♦ an it ha u qB K T 4 4e II ail 11 ha II ha II ha I 1x1- ha I ha 11 ha 11 ha II ha 11 i:e II 27-6-0 Plate Offsets(X,Y): D:0-2-8,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.63 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:208 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt H-0,G-Q,D-T,E-S OTHERS 2 X 4 SYP No.2*Except* ST9 2 X 4 SYP No.3,ST8 2 X 4 SYP No.3,ST1 2 X 4 SYP No.3 ST2 2 X 4 SYP No.3 REACTIONS (Ib/size) W=-101/27-6-0,P=65/27-6-0,R=-10/27-6-0,M=260/27-6-0,N=269/27-6-0,0=264/27-6-0,Q=135/27-6-0, V=261/27-6-0,U=267/27-6-0,T=271/27-6-0,S=215/27-6-0,L=-100/27-6-0 Max Horz W=325(load case 3) Max UpliftW=-1497(load case 2),R=-10(load case 1),M=-1460(load case 2),N=-301(load case 5),0=-313(load case 5),Q=-167(load case 5),V=-1489(load case 3),U=-302(load case 4),T=-309(load case 4),S=-149(load case 4),L=-1464(load case 3) Max Grav W=1512(load case 3),P=65(load case 1),R=384(load case 5),M=1429(load case 3),N=269(load case 7), 0=264(load case 1),Q=139(load case 7),V=1461(load case 2),U=267(load case 6),T=271(load case 1), S=218(load case 6),L=1480(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=37,B-C=43,C-13=41,D-E=41,E-F=-29,F-G=-29,G-H=-50,H-1=-47,I-J=-45,J-K=37,A-W=58,K-L=58 BOT CHORD V-W=3,U-V=3,T-U=3,S-T=2,R-S=2,Q-R=2,P-Q=2,O-P=2,N-0=3,M-N=3,L-M=3 WEBS F-R=8,J-M=-165,I-N=-178,H-0=-181,G-Q=-137,B-V=-165,C-U=-178,D-T=-181,E-S=-137 NOTES (7) fl 1)This truss has been checked for unbalanced loading conditions. f � 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord `fd dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If f porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33r 3)Gable requires continuous bottom chord bearing. f q' 4)Three RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)W,M,V,and L. - � A 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P,R,N,O,Q,U,T,and S. �Pb917' 6)This truss has been designed with ANSI/TPI 1-1995 criteria. „ PI 7)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard Job Truss Truss Type Qty PlyU.S.GENERAL 6497T VO4 ROOF TRUSS 2 1 J(optional) ` :1 MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:29 2001 Page 1 13-9-0 27 6-0 13-9-0 13-9-0 Sc=M=1:56.1 l=l= F T.66 AI)i 41 II E B ]xl i k/1 0 ail II 3l II � I hl fl as u B T T afi a6 it A T T ]a6 11 31 II L6 I ql Ii hl 4f ]a{= 4l 11 46 II hl II 3.6 It 27-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) n/a n/a M1120 2491190 TCDL 6.0 Lumber Increase 1.25 BC 0.86 Vert(TL) n1a n/a BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:170 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-Q,G-0,E-R OTHERS 2 X 4 SYP No.3*Except* ST4 2 X 4 SYP No.2,ST5 2 X 4 SYP No.2,ST3 2 X 4 SYP No.2 REACTIONS (Ib/size) U=62/27-6-0,P=9/27-6-0,Q=178/27-6-0,M=229/27-6-0,N=278/27-6-0,0=232/27-6-0,T=229/27-6-0,S=277/27-6-0,R=239/27-6-0,L=63/27-6-0 Max Horz U=-355(toad case 2) Max UpliftU=-334(load case 2),P=-3(load case 3),M=-458(load case 5),N=-280(load case 5),0=-277(load case 5),T=-464(load case 4),S=-280(load case 4),R=-271(load case 4),L=-322(load case 3) Max GravU=337(load case 3),P=12(load case 2),0=335(load case 4),M=372(load case 3),N=278(load case 1),0=237(load case 7),T=381(ioad case 2), S=277(load case 1),R=244(load case 6),L=326(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-B=30,B-C=41,C-D=-52,D-E=37,E-F=-43,F-G=-43,G-H=37,H-1=-52,I-J=-47,J-K=-25,A-U=-42,K-L=42 BOT CHORD T-U=5,S-T=5,R-S=5,Q-R=5,P-Q=5,O-P=5,N-0=5,M-N=5,L-M=5 WEBS F-Q=-120,J-M=-153,I-N=-185,G-0=-159,B-T=-153,C-S=-185,E-R=-159 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBCIANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 i 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)U,P,Q,M,N,O,T,S,R,and a� L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. �r� (� 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard „'4� }•f ^A ` W Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V05 ROOF TRUSS 2 1 (optional) " MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:31 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 F ba 11 b.�ll T.00 tx E Sr5 i Sas D b.II T 3.II c T h1 II 3.11 h.11 T 3t II A 9 jM T e eg h1 11 ha It 3.11 h1 II 31 It ht 3/It 34 II h.11 27-6-0 Plate OffsetsX,Y: D:0-2-8,0-3-0, H:0-2-8,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.58 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:170 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt G-Q,E-S OTHERS 2 X 4 SYP No.3"Except" ST5 2 X 4 SYP No.2,ST6 2 X 4 SYP No.2,ST4 2 X 4 SYP No.2 REACTIONS (ib/size) W=-132/27-6-0,P=64/27-6-0,R=-21/27-6-0,M=292/27-6-0,N=267/27-6-0,0=263/27-6-0,Q=143/27-6-0, V=293/27-6-0,U=265/27-6-0,T=270/27-6-0,S=222/27-6-0,L=-131/27-6-0 Max Horz W=-355(load case 2) Max UpliftW=-828(load case 2),R=-21(load case 1),M=-864(load case 5),N=-291(load case 5),0=-311(load case 5), Q=-217(load case 5),V=-942(load case 4),U=-292(load case 4),T=-308(load case 4),S=-183(load case 4), L=-693(load case 3) Max Grav W=936(load case 3),P=64(load case 1),R=390(load case 5),M=672(load case 3),N=267(load case 7), 0=263(load case 1),Q=145(load case 7),V=789(load case 2),U=265(load case 6),T=270(load case 1), S=224(load case 6),L=802(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=50,B-C=44,C-D=42,D-E=43,E-F=-30,F-G=-30,G-H=-47,H-1=-45,I-J=-45,J-K=50,A-W=80,K-L=80 BOT CHORD V-W=2,U-V=2,T-U=2,S-T=-O,R-S=-O,Q-R=-O,P-Q=-O,O-P=-O,N-0=2,M-N=2,L-M=2 WEBS F-R=20,J-M=-187,I-N=-177,H-0=-180,G-Q=-144,B-V=-187,C-U=-177,D-T=-180,E-S=-144 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf to ch rd dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclose building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If r'. porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 F 3)Gable requires continuous bottom chord bearing. r>^ > T I 4)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)W,M,V,and L. ry ` r�-. a5 y„ 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P,R,N,O,Q,U,T an S. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. F 7)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard ?`r k•-'` �xr Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V06 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:33 2001 Page 1 13-9-0 27.6-0 I 13-9-0 13-9-0 4N.•t:al. N{ O 1.FD11 b1 I n{11 F H ax1 i ax1 E 1 n1 II T b1 II D T L{II T T b{II G 0 � M I� a»II a.F 11 1 1 p{II ail II h1 II LI II h1= m{11 Ll VI 34 II HI 27-" Plate Offsets(X,Y): [A:0-1-15,0-5-11, M:0-1-15,0-5-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.17 Vert(TL) nla n/a BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 M n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min Udell=360 Weight:144 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3*Except* WEBS 1 Row at midpt G-R ST4 2 X 4 SYP No.2 SLIDER Left 2 X 6 SYP No.2 1-4-3,Right 2 X 6 SYP No.2 1-4-3 REACTIONS (Ib/size) A=75/27-6-0,Q=9/27-6-0,R=161/27-6-0,N=235/27-6-0,0=277/27-6-0,P=232/27-6-0,U=235/27-6-0,T=276/27-6-0,S=239/27-6-0,M=75/27-6-0 Max HorzA=-380(load case 2) Max UpliftA=-134(load case 2),N=-320(load case 5),0=-301(load case 5),P=-271(load case 5),U=-339(load case 4),T=-299(toad case 4),S=-269(load case 4),M=-41()oad case 3) Max GravA=195(load case 3),Q=9(load case 6),R=257(load case 5),N=237(load case 7),0=277(load case 1),P=237(load case 7),U=237(load case 6), T=276(load case 1),S=244(load case 6),M=101(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-B=-46,B-C=14,C-D=23,D-E=-70,E-F=-23,F-G=-61,G-H=-61,H-1=-23,I-J=-70,J-K=-65,K-L=14,L-M=-45 BOT CHORD A-U=20,T-U=20,S-T=20,R-S=20,Q-R=20,P-Q=20,O-P=20,N-0=20,M-N=20 WEBS G-R=-103,K-N=-156,J-0=-185,H-P=-158,C-U=-156,D-T=-185,F-S=-158 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. ` 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord / /1 dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes Connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,Q,R,N,O,P,U,T,S,and fN 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web 7,,'a LOAD CASE(S) StandardJAN £ t f � Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V07 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 0814:04:35 2001 Page 1 13-1-8 26-3-0 13-1-8 13.1-8 E x,11 b,II D F b,1 xN II 00 1x D c T T T x h,11 1 T 3,II H B T A 4 e 4 .411 �, -II h4= .411 x+, ON z„II 26-3-0 26 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a - n/a M1120 249/190 TCDL 6.0 Lumber increase 1.25 BC 0.21 Vert(TL) nla - n/a BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 1 n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:130 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=86/26-3-0,1=86/26-3-0,M=-95/26-3-0,N=-25/26-3-0,J=273/26-3-0,K=269/26-3-0,L=301/26-3-0,Q=273/26-3-0,P=271/26-3-0,0=223/26-3-0 Max HorzA=-328(load case 2) Max UpliftA=-65(load case 2),M=-95(load case 7),N=-25(load case 1),J=-303(load case 5),K=-308(load case 5),L=-169(load case 5),Q=-303(load case 4), P=-306(load case 4),0=-209(load case 4) Max GravA=114(load case 3),1=87(load case 7),N=286(load case 5),J=273(load case 7),K=269(load case 1),L=302(load case 7),0=273(load case 6), P=271(load case 1),0=224(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-B=48,B-C=48,C-0=45,D-E=-27,E-F=-27,F-G=-44,G-H=-41,H-i=-29 BOT CHORD A-Q=-3,P-Q=-3,O-P=-3,N-O=-3,M-N=-3,L-M=-3,K-L=-3,J-K=-3,I-J=-3 WEBS E-N=18,H-J=-176,G-K=-183,F-L=-143,B-Q=-176,C-P=-183,D-0=-143 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,I,M,N,J,K,L,Q,P,and 0. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. C F f 6)This truss has been designed specifically for Turbo Web k J LOAD CASE(S) Standard ' r c : Ai \� ED 0a [64977T Truss Truss Type Qty Ply U.S.GENERAL V08 ROOF TRUSS 2 1 o tional MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 0814:04:37 2001 Page I 11-1-8 22-3-0 11-1-8 11.1-8 0 a4 11 a�ii E t i Dp 12 1 2 2e II T T a11 F B Tl ST 6 A 4 g 3.4 b1 It a4 II a4 II s.0- a11 a111 •�� 22-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 G n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min Ildefl=360 Weight:96 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) A=95122-3-0,G=95122-3-0,J=13122-3-0,K=160/22-3-0,H=281/22-3-0,1=234/22-3-0,M=280/22-3-0,L=239/22-3-0 Max HorzA=-276(load case 2) Max UpliftA=-50(load case 2),G=-13(load case 4),H=-313(load case 5),1=-268(load case 5),M=-313(load case 4),L=-268(load case 4) Max GravA=95(load case 1),G=95(load case 1),J=14(load case 7),K=I60(load case 1),H=281(load case 1),1=239(load case 7),M=280(load case 1), L=244(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-B=28,B-C=26,C-D=-55,D-E=-55,E-F=-63,F-G=-48 BOT CHORD A-M=15,L-M=15,K-L=15,J-K=15,I-J=15,H-1=15,G-H=15 WEBS D-K=-108,F-H=-182,E-1=-160,B-M=-182,C-L=-160 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,G,J,K,H,1,M,and L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard w A s 1.t�p9r11�f h. t t ,d''e.�• Job Truss Truss Type Qty Ply U.S.GENERAL =01 6497T V09 ROOFTRUSS 2 1o tionalMiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:39 20Page 1 9-1-8 18-3-0 9-1-8 9-1-8 0 b4 1 b4 11 E C TDO STS S $TS ST4 b4 I b4 II F B BTl BTS B Lj BTLi 9 .41 b4 II .411 5.5= .411 b4 11 b4 18-3-0 Plate Offsets X,Y: J:0-2-8,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 G n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:81 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=83118-3-0,G=83118-3-0,J=-55118-3-0,H=283118-3-0,1=228/18-3-0,L=283/18-3-0,K=228/18-3-0 Max Horz A=-224(load case 2) Max UpliftA=-37(load case 5),G=-6(load case 4),J=-55(load case 1),H=-319(load case 5),1=-217(load case 5),L=-319(load case 4),K=-223(load case 4) Max GravA=84(load case 6),G=84(load case 7),J=208(load case 5),H=283(load case 1),1=228(load case 1),L=283(load case 1),K=228(load case 1) FORCES (Ib)-First Load Case Only TOP CHORD A-B=51,B-C=47,C-D=-28,D-E=-28,E-F=-42,F-G=51 BOT CHORD A-L=-4,K-L=-4,J-K=-4,I-J=-4,H-1=4,G-H=-4 WEBS D-J=28,F-H=-184,E-1=-149,B-L=-184,C-K=-149 NOTES (6) 1)This truss has been checked for unbalanced loading Conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition 1 enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One RCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,G,J,H,1,L,and K. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web Y LOAD CASE(S) Standard Job Truss Truss Type Qty Ply U.S.GENERAL - 6497T V10 ROOF TRUSS 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4201 Ski-sSep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:40 2001 Page 1 7-11-0 15-10-0 7-11-0 7-11-0 4.4= c Tool as II STz at 11 D B 511 STJ E A Bt 1.41 a.II a4 It 15-10-0 15-113-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 E n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min Wait=360 Weight:60 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=100115-10-0,E=100/15-10-0,G=228115-10-0,F=273/15-10-0,H=273/15-10-0 Max HorzA=192(load case 3) Max UpliftA=-60(load case 5),E=-34(load case 5),G=-30(load case 4),F=-313(load case 5),H=-314(load case 4) Max GravA=100(load case 1),E=100(load case 1),G=228(load case 1),F=281(load case 7),H=281(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-13=-56,B-C=-68,C-D=-68,D-E=-56 BOT CHORD A-H=21,G-H=21,F-G=21,E-F=21 WEBS C-G=-146,D-F=-176,B-H=-176 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category Il,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,E,and G. p r 5)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)F and H. 6)This truss has been designed with ANSVTPI 1-1995 criteria. 1 I 7)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard f`/t 'r` r t t �L` rA � c i it S-+i-f0 f :JAN 98 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 80Q Seminole Road-Atlantic Beach, FL 32233 -Tel: 247-5826- Fax:247-5877 PLUMBING PERMIT Permit Number: 20999 `Address: 2425 MAYPORT ROAD Permit Type: P UMBING ATLANTIC BEACH, FL 32233 Class of Work: N W Township: 2 Range: 28 Book: Proposed Use: C MMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNOR MON Date Issued: 11/17/2000 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 50.00 Address: 8930 WESTERN WAY Amount Paid: 50.00 .JACKSONVILLE, FL 32256 Date Paid: 11/17/2000 Phone: _(9D4)464-7200 Work Desc: IN19TUALL WATER AND SEWER G &C ASPHALT, IN PERMIT 5 0.00 sobctionsS FINAL r s ;. _ NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. tcy"— /1 % ATLANTIC BEACH UiLDIT. Dues IV17IN 91 Receipt:f X12 3 CHECKS 612 CITY OF ATLANTIC BEACH APPLICATION FOR PLLVMlNG PERMIT JOB LOCATION: Wk A-1 2s OWNER OF PROPERTY: TELEPHONE N0. PLUMBING CONTRACTOR CONTRACTOR' S ADDRESS: SSC_\- 322&0� STATE LICENSE NUMBER: C-U Q S-1 1-02 t TELEPHONE: HOW MANY OF THE FOLLOWING FIXTURES INSTALLED SINKS SHOWERS LAVATORY WATER HEATERS BATH TUBS DISHWASHERS URINALS DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS SEWER x WATER REPIPE OTHER TOTAL FIXTURES: x $3 .50 + $15.00 MINIMUM PERMIT FEE - $ 5. 00 SIGNATURE OF OWNER: ' SIGNATURE 0 CONTRACTOR: ----------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 SEWER CONNECTIONS MUST BE CALLED INTO PUBLIC WORKS FOR INSPECTION PRIOR TO COVERING UP - (904) 247-5834 2000-2001 OCCUPATIONAL LICENSE TAX LYNWOOD ROBERTS OFFICE OF THE TAX COLLECTOR CITY OF JACKSONVILLE and/or COUNTY OF DUVAL, FLORIDA 231 EAST FORSYTH STREET ROOM 130, JACKSONVILLE, FL 32202 PHONE: (904)630-2080 FAX: (904)630-1432 Note A penalty is imposed for failure to keep this license exhibited conspicuously at your establishment or place of business. This license is furnished in pursuance of chapter 770-772 City ordinance codes. K C PETROLEUM INC 06 �Ut KEVIN & LAURA CORMIER PO BOX 60742 JACKSONVILLE, FL 32236 -- ACCOUNT NUMBER: 108995-0000-6 LOCATION ADDRESS: 422 COPELAND ST 32204 DESCRIPTION: CONTRACTOR, ALL TYPES • County License Code: 770.307-001 County Tax: $33.75 Municipal License Code: 772.309 Municipal Tax: $161 .25 Total Tax Paid: $195.00 I VALID FROM OCTOBER 1 , 2000 TO SEPTEMBER 30, 2001 RCPT# 001/15/9050/0195/o8092000 DATE: 8/08/2000 AMT: $195.00 ATTENTION 'The Following Construction Contractors Require Additional Licensure*** ALARM POOL ALUMINUM/VINYL RESIDENTIAL BU1LDInIG ROOFING ELECTRICAL SHEET METAL SOLAR MECHANICAL PLUMBING IRRIGATION GENERAL CARPENTRY WATER TREATMENT UNDERGROUND UTILITY HEATING AIR CONDITIONING REFRIGERATION This is an occupational license tax only. It does not permit the licensee to violate any existing regulatory or zoning laws of the County or City. Nor does it exempt the licensee from any other license or permit required by law. This is not a certification of the licensee's qualification. E 1 TA Y (7ni I rrTnR THIS BECOMES A RECEIPT AFTER VALIDATION LIMITED POWER OF ATTORNEY Date 11 - 2 - 00 I hereby name and appoint Susan Young Kirby my lawful attorney in fact to act for me and apply to City of Atlantic Beach for a BLDG / MECH. PERMIT for work to be performed at: a location described as: Section 8 Township 25 Range 29E Lot 2 Block S. W. C. of Mayport Rd. & Fleet Landing Blvd West (Address of Job ) The Pantry Inc. 9143 Philips Hwy Jax., FL 32256 ( Owner of Property and Address ) and to sign my name and do all things necessary to this appointment. 6- C , F e Ids Type or Print name of Certified Contractor, License # /J. e. 2�z� Signature of Certified Contractor Acknowledged: A' Sworn to and subscribed before me this -4q— day of Akso 6-e-A.D. 2W CYNTHIA K.MRCH6 L Notary FuW-Sk to Of A*CommW Flo, Notary Public, State of Florida Commt CC93I� `4` My Commission Expires : THE PANTRY, INC. GROUP COBRA November 2, 2000 THE PANTRY.INC. P.O.Box 23180 9143 PRups HIGxwAY,Surn 200 JACKSONVILLE,FL 32241 904 464-7200 City of Atlantic Beach Building Department 800 Seminole Road Atlantic Beach, FL Re: Lil' Champ#1401 NE corner of A1A and Fleet Landing Blvd. To whom it may concern, Please accept this letter as authorization to transfer the petroleum permit currently issued to Southern Petroleum Systems to KC Petroleum for the above referenced location. Contact me at (904) 224-7300 if you have any questions. Regards, Lee Hawkinson , V E Man a Store Planning C E, ,%RE �� Al 2000 ARLENE LOPEZ 1�© ��C�►1 t "= °i At1an �1t�� > City t� Bonded thru SNOWY PUU iJnderarito- �uZ�d1t�$ C!T`. vC CH MECHANICAL r3EnCH MECHANICAL PERMIT i 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 0 W111I y`` a PEE NIIT IN QRMATIa[ =he x , 3 �,: Fr . WCATQK,I J 40*NrAT}:OW,801'1 Permit Number: 21278 Address: 2425 MAYPORT ROAD Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMME=RCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est. Value: Parcel Number: . Improv. Cost: Q�fi1VER�lFORA � . . Gate issued: 1/1112001 Name: LiL CHAMP A KiA PANTRY INC. Total Fees: 47.00 Address. 8930 WESTERN WAY Amount Paid: 47.VVJA;<SONVILLE, FL 32256 Date Paid: 1/11/2001, Phone: (904)464-7200 Work Desc: AIVALK-IN COOLER R. �y{ : RIV ,'\P t.LR i Fµ nK.G.. .`-� ' SUN BELT EQUIPMENT SALES, INC. PERMIT 47.00 I w k xFAj FUN 1 e acre , ROUGH MECHANICAL '--'FINAL. ; NOTICE.- INSPECTIONSMUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP'AND HAULED�AWAY'BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR.BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE.PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW.` I I $47.014 I�te: LiPlil I! kmiptII Illiff 4 Ism AI TIC BEACH EUILDIN EP T. MiNN319tiM1 /��// //CITY OF �f _ � �� 4&4#% C !3�—0;&% 4 Office of Building Official REQUEST FOR INSPECTION Date ! r O I Permit No. �2 O Time A.M. Received P.M. 112 Y2 s 'Al 'VA rz7- Job Address Locality r� Namer s t 4 f tt lwp l Contractor C BUILDING C CRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday P.M. Inspection Made 1 F— PM Inspector— Inspector Final Inspection ❑ rt nr� c C Certificate of Occupancy❑ ��C.S.S v/1.r I J �J Date } I k CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD . ATLANTIC BEACH,FLORIDA 32233-5445 stY TELEPHONE: (904)247-5800 FAX:(904)247-5805 SUNCOM: 852-5800 http://ci.atiantic-beach.fl.us D ' vewai,~I meWIZ r Uaz�•__/_^_ __o L_______Pam z________________ MIN. RETURNBrook 4824 Page 1026 955q�°8 PHONE# a Permit NumberParcel ID# Prepared by: SusanYoung Kirby, P.O. Box 678443, Orlando, FL 32867 NOTICE OF COMMENCEMENT State of Florida County of The undersigned hereby gives notie that improvement(s)will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description o operty(street ddr a d le al a riptio):Lil Champ# l�. 2. General description o tmprovement(s)-'mss C-t�j >Q . (�i►,t- tet " 11 Q� �� v J ? Inc. 3. Owner Information- Lil ha , aka The Pantry, 9143 Phillips Hwa, Ste#200, Jacksonville, FL 32256 4. Fee Simple Title Holder(if other than owner shown above) Y � o 5. Contractor- n a 6. �P. �/if an -32 U]fetyet ( y) 7. Lender(if any)-N/A x 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 713.13 (1 xa)7.,Florida Statutes. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13 (1)(b), Florida Statutes. 10. Expiration date of notice of commencement(the expiration date is one year from the date of recording unless a different date is specified) i rd...�- O Date Signed Signature of Owner Sworn to and subscribed before me this I day of J� r,2000 by Lee Hawkinson who is personally known o me. .Sismaturc of Notary CHARLENE LOPEZ MV COMWsslot3#CC 682247 ' cXPla .January 3,2002 Pon a3d Thru No tm y Public ftemritere STATE OF FLORIDA DUVAL COUNTY ]� C# ��' Q 8474y I,THE UNDERSIGNED Clerk of the Circuit Court,Duval^,-aunty, BOOOK: aV Florida,DO HERLBY CERTIFY the within and foregoing is a true Pam 1026 and correct copy of the original as it appears on record artd le In office of the Clerk of Circuit court of Duval County, FkF, a. Fi ed & Recorded WITNESS my hand and "ye�of Clerk of CL-cuit Grant ai 12/12/2000 01:06:36 PM Jadksoriville,Florida,this the t8'day of pfC. A.D., 4 c� HENRY 0 COOK HENRY W.COOK CLERK CIRCUIT COURT Clerk.Circuit and Country Courts DUVIN. COUNTY Bye CAmnty' F_on TRUST FEEFUND f 3.00 ty Clerk CERTIFY $ 3.00 RECORDING f 5.00 LANE SUPPLY, INC. AR MA: 120 Fairview _jm. m Arlington, Texas 76010 817-261-9116 FAX 817-275-1660 January 9, 2001 City of Atlantic Beach Building Department Re: Lil Champ/ Quickstop #1401 2524 Mayport Rd. Atlantic Beach, FL L5C #21665 Attn: Don Ford/ Building Official Dear Mr. Ford, This letter is to certify that the 22'-0"x192'-0" (16) column canopy for the above referenced site was designed based on the following loading criteria: 1997 Standard Building Code (SBC) 20 psf Live Load 110 m.p.h. Wind If you have any questions please call me at (817) 261-9116 ext233. Sincerely, r �Q;P,P R O V Mike Custer, P.E. °U f CITY O:F ATLANTIC BEOACH Bu11_'nTNc orr.JCE CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road -Atlantic Beach, FL 32233 - Tel: 247-5826 - Fax: 247-5877 PLUMBING PERMIT .:PEMt I FD MATI MA 1OK Permit Number: 20973 Address: 2425 MAYPORT ROAD Permit Type: PLUMBING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section: 8 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: ..: ,r„ Date Issued: 11/13/2000 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 78.00 Address: 8930 WESTERN WAY Amount Paid: 78.00 JACKSONVILLE, FL 32256 Date Paid: 11/13/2000 Phone: 904)464-7200 Work Desc: INSTALL PLUMBING IN NEW LIL CHAMP 7a Erb +`14r A( }r x(r, .k. SCOTT PLUMBING COMPANY, INC. PERMIT 78.00 t 317;., wr UNDER SLAB PLUMBING SEWER/WATER TOPOUT TOPOUT FINAL NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. f7a.9! 14 t E�11/14/Bi 112 Receipt: N1661 _. �19B893z218@6 ATLANTIC BEA BUILDING DEPT. CITY OF ATLANTIC BEACH MECHANICAL PERMIT 800 SEMINOLE ROAD-ATLANTIC BEACH, FL 32233-TEL: 247-5826-FAX: 247-5877 x :r FERMMjNFORMM[0N, : L.00ATCOW1"1 FC)E�IVtATIE}N Permit Number: 21331 Address: 2425 MAYPORT ROAD Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section: 8 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: u.^f, OWNfR:I[r(FORIVl4TfEI `� . Date Issued: 1/24/2001 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 105.00 Address: 8930 WESTERN WAY Amount Paid: 105.00 JACKSONVILLE, FL 32256 Date Paid: 1/24/2001 Phone: 904)464-7200 Work Desc: INSTALL HVAC N..FES .. _ R.S ADVANCED A/C & REFRIGERATION"INC PERMIT 105.00 xr vr��*v� .. - - ..`+sw+..1,s s x pa�+w } A... b xp; �- ".a;�Y' .e a. N"M ,"10-.`k t�44'� -•: ,."•=t.r ., ..y'r' � .: .. �r\i7 �'_E 4r ��` .�... a ��"an ,�`',�P..` ,+µ� ROUGH MECHANICAL FINAL NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. $11LN 14 1/155 n bmipt: NMM x'3974 ATIJ C BEA4& UILDI PT. N111N3EeiN1 CITY OF Office of Building Official 2_E REQUEST FOR INSPECTION Date a Permit No. /✓ ^ 2 0 6 2 Time A.M. Received P.M. Job Address 4OJZ / Locality Owner'srC C40,4PName �—►—r=� 4 Contractor �� UILDIN CONCRETE rECEL °MAIDtPWlV1BIN:G ECHANICA mg ❑ Footing ❑ mg u ❑ Ai'_Mn ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. FridayP.M. .p Inspection Made "` a rO A.M.A.M Inspector Final Inspection. Certificate of Occupancy❑ Date CITY OF 4&aa4-c /3e4,c 0;414.116/ - Office of Building Official REQUEST FOR INSPECTION Il - Date -7-v (-:) Permit No. Time A.M. Received P.M. JobAddr, s Locality Owner's Name Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer 7 Fire Place ❑ Pre Fab READY FOR INSPECTION .M. Mon. Tues Wed. Thurs. Friday Q O A.M. Inspection Mad �� P.M. Inspecto Final Inspection ❑ jCertificate of Occupancy 01 Date ,s ��//1�// /CITY OF /wI�� fY�Lll /s�-4iV'Zri* Office of Building Official REQUEST FOR INSPECTION Date_ 2 / - Permit No. Time A.M. Received PM f ;Jobdd ssa Locality Owner's Name _Contractor BUILDING CONME] LECTRICAL PLUMBING MECHANICAL Framing ❑ ugh Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slabmp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday / A.M. inspectio Made L9 .. P.M. Insp for J`"�" ` Final In(Of tion � .CertificOccupancy Gid/ �� 4 '3�� Date CITY �� OF nn// � ��,�� 4&all!(- /3P.f�4-"t&"' Office of Building Official REQUEST FOR INSPECTION - b�_ Date /^ Permit No. 3 zu Time A.M. Received P.M. �, Job Addr Locality "?b Owner's Y Name Contractor A�4BUILDING CONCRETE ELECTRICA PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Air Cond. & ❑ Re Roofing F1 Slab ❑ Temp Pole ❑ Top Out Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday P.M. -rection Made v P.M. Final Inspection ❑ Certificate of Occupancy ❑ ,�� Date //CITY O//F / ._, *Ja Office of Building Official REQUEST FOR INSPECTI Date ! rmit No. Time y,AQ Received 6r, Job ddress . Locality Owner's Name _ ontractor BUILDING CONCRETE ELECTRICALPLUMBING MECHANICAL Framing El 11 Rough Wiring ❑ Rough Air Cond.& [IRe Roofing E, Slab 11 Temp Pole ❑ ❑ Heating Insulation ❑ Lintel O Final ❑ 4wer ❑ 7e Place ❑ Pre Fab READY FOR INSPECTIO Thurs. YFr Mon. Tues. Wed. y P.M. Inspection Made P.M. Inspector V_ - Final Inspection ❑ ..Certificate of Occupancy ❑ Date All�� ,� /CITY OF fY+L 4A,&c /3&w4- Office of Building Official /REQUEST FOR INSPECTION �y Datey Permit No. Time A.M. Received ,:,2 Job Addre V Locality „G Owner's Name �-- Contracto BUILDING C ELECTRICAL NG MECHANICAL Framing ❑ in Rough Wiring C Rough ❑ Air Cond. & 7 Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel R ❑ Final ❑ Sewer ❑ Fire Place ❑ _�✓`/� r Pre Fab READY FOR INSPECTION Mon. Wed. Thurs. Friday P.M. A.M. " Inspection Made PM. Inspector Fina Inspection I� Certificate of Occupancy G: Date 1-2q-01 nnff'' CITY OF / %,� 4&aa4- n C /.5�-0;& 4 Office of Building Official REQUEST FOR INSPECTION Date -,191y L— Permit No. Time A.M. Received P.M. Job Address Locality Owner's / ^ Name Contractor V I J_ f--n BUILDING ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Li�ntyell� ❑ Final F1Sewer El Fire Fire Place f s READY FOR INSPECTION Pre Fab A.M. Mo Tues. Wed. Thurs. Friday P.M. — , � A.M. Inspection Made P.M. Inspector r,A, `� Final Inspection ❑ Certificate of Occupancy ❑ Date , 4&40&. //11��4 0 // ��,,� CITY OF Office of Building Official �� A REQUEST FOR INSPE ON Date ` P it No. Time A.M. Received P.M. '! r � ` Job Address t cality X37 3 7 Owner's Name Contractor nom, BUILDING CONCRETE ~ ._� LECTRICAL PLUMBING MECHANICAL Framing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Sla Temp Pole ❑ Top Out ❑ Heating Insulation ❑ intel Final ❑ Sewer ❑ Fire Place ❑ (, Pre Fab 9-Tu �� '' ADY FOR INSPECTION ___C`�Mon. es. Wed. Thurs. Friday P.M. Inspection Made / ✓0/ P.M. Inspector Final Inspection ❑ Certificate of Occupancy❑ Date CITY OF 4&i.a4.0 BWC.4-�louda Office of Building Official REQUEST FOR INSPEC ION f - Date Permit No. S-S 2 Time A.M. Received P M. Job Ad�ess Loca'ty Owner's r r Name ` ' Contractor _ •- BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICA Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation �❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ J\ t, Q,�:-� READY FOR INSPECTION Pre Fab Mon. Tues. Wed. Thurs— Friday A.M. Inspection Made ` " r P.M. Inspector +aminal Inspection ❑ Certificate of Occupancy❑ Date nnj�//__ __��,.� //CITY O//F 7t"Ytt(tia&- l3ParA- {� Office of Building Off iai• a ( 3 7 REQUEST FOR INSPE ION!i5l.,)0 16 Date i [ Permit No`' a(c)) (q? - 6 Time A.M. Received P MN d` atiJ ' Job Add re Locality Owner's �! / los., �l Contractor BUILDIN CONCRETE ELECTRICA PLUMBING MECHANICAL Framing Footing ❑ ❑ ough ❑ Air Cond.& ❑ Re Roofing ❑ Slab ❑ TempPol IJq Top Out � Heating Insulation ❑� Lintel ❑ Finale❑ Sewer ❑ Fire Place 1716 � Pre Fab READY FOR INSPECTION"� 4, 0 Mon. Tues. Wed. Thurs, Friday P.M. A.M. Inspection Made P.M. Inspector Final Inspection C; Certificate of Occupancy❑ Date CITY OF Q&ra&c 3P4(A-_T -"k Office of Building Official REQUEST FOR INSPECTION its � -." � Permit No. �2 O 6.2. ne A.M. iceived PM. _ ;2 Y2 s /''1 rf rA rZ T �,fJ Job Address locality wner's � ime (L Hrft�0 rx Contractor S.S� JILDING C CRETE ELECTRICAL PLUMBING MECHANICAL aming ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ )Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating sulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. on. Tues. Wed. Thurs. Friday PM. spection Made .. O P.M. Spector Final Inspection ❑ ,may�K.^ S �J{ Certificate of Occupancy 171��SS 0/t . Date jj�� _��,� nnCITY__d//F //��__ ,,��__ 4&4aKC AIM44-49&UQ4 Office of Building Official REQUEST FOR INSPECTION Permit No. 2 Q A.M. j P.M. 2—S Y2)2w�4A-tT Job Address Locality ` Contractor NG CONCRETE ELECTRICAL PLUMBING MECHANICAL ElFoo mg Rough Wiring ❑ Rough ❑ Air Cond. & ❑ ing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating n ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Tues. Wed. Thurs. Friday P.M. -dam A. in Made PM. r Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF 1q&4a4'0 AAP444 -A;&$d- 4 Office of Building Official REQUEST FOR INSPECTION Date �( _ �� Permit No. Time A.M. Received b r ss XLocality Owner's .vt,,j6f Name Co tra BUILDING CONCRET ELECTRICAL UMBING MECHANICA\ Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Tues. A t* y�Wed. Thurs. Friday P.M. Inspection Made r _ y v P.M. Ins or { Final Inspection ❑ Certificate of Occupancy ❑ 61 S,/0�� Date CITY OF 4yf�l 09,4.i Be44 A-0741 KLri Office of Building Official QUEST FOR INSPECTION // 1-2--1,1- 0Z7 Date �e o. Time A M. Received Job Addre4-ocality t Owner's �'� i�f"L Mame Gontractot J BUILDI CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing g Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Rooting ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION .M. Mon. Tues. Wed. Thurs. Friday )— A.M. Inspection Made -12 - 0 P.M. Inspector Final Inspection ❑ Certificate of Occupancy❑ Date CITY OF tt-- p. 4� Be CA-114". Office of Building Official REQUEST FOR INSPECTION Date -- Permit Noa . Time A.M. Received M ress Lo Iity • ��. Own ' Na a for BUILDING CONCRETE EL RIC PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ �€inalWC�TION Sewer ❑ Fire Place READY R Pre Fab (1,�.� Mon. Tues. Wed. Thurs. Frida P.M. l r! Inspection M de J D A.M.PM. Inspector Final nspection ❑ Certificate of Occupancy ❑ Date nn-jj�� /J3CITY OF 4&6A 0 e440A-A;AM*d G Office of Building Official REQUEST FOR INSPECTION Date Permit No. Time A.M. Received M. 2 Job Addr Locality Owner's ss Name ontractor BUILDINGCONCRETE E ECTRICAL PLUMBING MECHANICAL Framing ❑ FootingRough Wiring ❑ Rough ElAir Cond.& F]Re Roofing 11Slab � Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION .M. M� Tues. Wed. Thurs. Friday . 'p A.M. de r O d P.M. F01 nspectio Certificate of Occupancy ❑ Date nit_ CITY_OF iQ+4l4 Office of Building Official REQUEST FOR INSPECTIO f 2� Permf h1o.'20 A.M. Job Address Locality Contractor — NG CONCRETE ELECTRICAL PLUMB_WG—�MECHANICAL 11❑ Footing ❑ Rough Wiring Air Cond. & ❑ ing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating n ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Tues. Wed. w Thurs. Friday P.M. A.M. )n Made d 5 PM. r Final Inspection ❑ Certificate of Occupancy ❑ Date 11�� CITY OF .�� ;�KI C Q�-14ni-LCs Office of Building Official REQUEST FOR INSPEC N Date /� j U Permit No. c f Time A.M. Received RM. e--� Job A ess, ocality Owner's Name Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL } Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ ``AirE3er+d,&- ---[/ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ ire READY FOR INSPECTION Mon. Tues. Wed. Thurs. QF,, ay P.M. ^. A.M. Inspection Made 2 P.M. Inspector ,:nal to of cy ❑ Date CITY OF yy&4094,0 AAP=.4- // U*/ Office of Building Official REQUEST FOR INSPECTION Date Per No. Time A.M }}� Received P.M�4 Job Addr Locality Owner's ^� Name tr Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring FA Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation D Lt�r.�r�eI ❑ Final ❑ Sewer ❑ Fire Place ❑ ( / �p 1!�� Pre Fab `Y��--��` EADY FOR INSPECTIO Mon. Tues. r� Wed. T h riday . Inspection Made f P.M. Inspector l Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF t�tr°a�cttc Teats - �7&vZ& 8oa-"M" ATLANTIC BEACH, FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 SUNCOM 852-5800 Date January 23, 2001 Lil Champ 2425 Mayport Road Atlantic Beach, FL 32233 Att: Lee Hawkinson RE: 2425 Mayport Road Dear Property Owner: Irrigation Meter (1") The costs to connect your building to the City sewer and/or water system are as follows: Sewer Tap - Labor and Materials to tap into sewer main $ Water Tap - Labor and Materials to tap into water main $ 560.00 Water Meter - Cost of Meter $ Cross Connection Inspection - Inspection by Public Works to ensure backflow prevention $ 35.00 Sewer Impact Fees - Funds future expansion of the sewer plant $ Water Impact Fee - Funds future expansion of the water plant $ Capital Improvement- Funds for improvements, expansion or replacement to water system $ 550.00 TOTAL COSTS $ 1,145.00 If you have any questions concerning these charges please call the building department at 247-5826. Sincerely, Don C. Ford, C.B.O. Building Official CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247.5826-FAX; 247-5877 PERMIT INFORMATION LOCATIONINFORMATION Permit Number: 21372 Address: 2425 MAYPORT ROAD Permit Type: UTILITIES ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNER INFORMATION Date Issued: 2/01/2001 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 1,145.00 Address: 8930 WESTERN WAY Amount Paid: 1,145.00 JACKSONVILLE, FL 32256 Date Paid: 2/01/2001 Phone: (904)464-7200 Work Desc: INSTALL T' IRRIGATION METER CONTRA `S P N FEES PUBLIC WORKS DEPARTMENT WATER METER/TAP 560.00 CAPITAL IMPROVE. 550.00 CROSS CONNECTION 35.00 L` i .ons:.Re FINAL NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. Z/ V—/ � ATLANTIC BEACH BUILDING DEPT. D tei �i/91 DYLE1 g emipts CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 32233-Tel: 247-5826- Fax: 247-5877 ELECTRICAL PERMIT WOMx . 01. M RA V Permit Number: 20926 Address: 2425 MAYPORT ROAD Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OMMM Date Issued: 11/07/2000 Name LIL CHAMPWA/K/A PANTRY INC. Total Fees: 95.00 Address: 8930 WESTERN WAY Amount Paid: 95.00 JACKSONVILLE, FL 32256 Date Paid: 11/07/2000 Phone: (904)464-7200 Work Desc: 800AMPS 3 PH 4W 208RW ALUM - NEW COMMERCIAL SERVICE R & R ELECTRIC COMPANY PERMIT 95.00 ROUGH ELECTRIC FINAL ELECTRIC ELECTRIC IN SLAB COVER UP NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. ATLANTIC BEACH BUILDING DEPT. f CITY OF ATLANTIC BEACH fey 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE:(904)247-5800 FAX:(904)247-5805 =� SUNCOM:852-5800 http://ci.atiantic-beach.fl.us La � t - y __---------- Nom:__ �-__-- - _ �r2oR---------_ - ------------------------------------------------------i,5 � � CITY OF ATLANTIC BEACH MECHANICAL PERMIT 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 2475826-FAX 2475877 ER11AlT#NI=CE MA y N LOCA7`ION INFC)�t. TI :N Permit Number. 21495 Address: 2425 MAYPORT ROAD Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est.Value: Parcel Number. Improv. Cost: EI:L iIIFO1tMATION Date Issued: 2/22/2001 Name: LIL CHAMP A/KIA PANTRY INC. Total Fees: 45.00 Address: 8930 WESTERN WAY Amount Paid: 45.00 JACKSONVILLE, FL 32258 Date Paid: 2/21/2001 Phone: (904)484-7200 Work Desc: Install Ice Maker/Condens_or /��e SM ES SUN BELT EQUIPMENT SALES, INC. PERMIT 45.00 ROUGH MECHANICAL FINAL NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. ATLANTI BEACH BUILDING Dtk Date; 2/22/01 2/22/01 R ReceiCNEWptZ48AIN 1ee13e3221e0e 5 BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC■BACK.FLORIO^Saaaa APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT—Applicant to complete all items in sections I, II, III, and IV. I. Stud Addresse S' LOCATION [� � � �T d OF I.f.rudlnq Sh..hl tIe1K�.n ��'"L��I�Q•f/�� And WILDING sub.dlltlen II. IDENTIFICATION —To be completed by all applicants. In coaddarsfion of permit given far doing the work s/ described in the above Italamenf we hereby agree to perform sold work in.ccord.nc. with thestleehed plans and specifications which ars a pert hosoof and in eeeordeace w46 the City of Jacksonville ordinances and standards of good.practice listed therein. Nemo of Meaheolesd CenMslan i Caabaefsr IPrletl r /Wr' Mester mid Name of properly Owner 0 S1gneMre d O.ner signalers of or Authorized Agent V11, Architect or Engineer NI. CFNBAL INFORMATION A. Type of haatfal fuels 13' I!OTHER CONSTRUCTION BRING �[OII 0, 11304:0141111304:01411 � THIS BUILDING OR SITE 3 ❑ Gas—❑ Lf ❑ Natural ❑ control Utility IF Yes. GIVE MUM Bj11 OF CON3,TefRU,�.jdA9 C) ON PERMIT '•L-rJ/1 ❑ Other—Specify IV.MICNANICAL NQUIPMlR TO IS INSTALIAO NATURE OF WORK lPr..ida cemplala nst of componenh ore bed of this farm) ❑ Residential or ❑ Commercial ❑' Hut ❑ Spee ❑ Recessed 17 Coastal ❑ Roar ❑ New Building ❑ Air Coaddbelnls ❑ Room ❑. Central ❑ Existing auliding ❑ Duct Systems Material Thteka.d ❑ Replacement of existing system Maximum tepee"? ef.rR ❑ New Installation(No system previously Installed IliblgemNen ❑ Extension or add-on to existing system O Other—Specify ❑ Coattail fewer: Capacity 1 p+a ❑ Are sprlaUars, Number of heed` ❑ INavefer Q MenliN ❑ Gabler laamberl THIS S►ACE MOR OFFICE USE ONLY d.Gowned pumps (numbari ( 'dl . ❑.•Tdds_ (number) Remaris ❑ LIG waehls� -ltwmbarl p Usfltad pressures saw Perms► Approved by De'Iw . d letters 0 Othw—'SPWF 7A8T ALL SQOIPMSNT Ali CONDMOI ING AND liZMGZ"TION LQUiPIBVM =h Aypev;fi C IritmBe.r VNta Dsaarkptsou. MoMI NumMXa ,r nn[aetnser L 1 C a O� IMATING-FURNACES,BOUXRS,FULZ LACES (ApEaLy Appt—lRe n 0 NvselerUnlb Daeodpuea NO"IRuROar YdataGaturer (GTTf) Afdef F'• y l f��v iAP1iS ROW Many Nowl-I 1„^WP&dt' T"s Weld X&MA of saw AppevAn� Md 06MMA orae Contained Ya wasutmw Na FEE).19.2W1 9:17AM SUN BELT EQUIP SALES NO.134 P.2 Feb-18-01 a BUILDING AND ZONING INSPECTION DIVISION Crrr DIS ATLANTO MEACii 471-mm pa"m heats a"" APPLICATION FOR MECHANICAL PERMIT cut.>»tt� IMPOATANT— itpttt to catnptita a0 1%ml in fac mp 1,11, lit, and IV. 91 kAff /Oj#-vOA2d 7- t. fps t1l6Atgpt iMwwN,R a►wM•w s.►dwoi.. N. ItiENTIRCJ►TIM To be comostad by to spprmm t:. h piwN•AQr O tl•••tt tr wN wt q 1•adr•i t•Mi• • ww •d y.�k•MI+••ii�R a••0-60 b... 444 iW osa�w"m with The f•w•Megiuie good rwCttrh.NN+•J•1t�fwwwfl�A..w.w.Mw•.n.�1•b.!.e..N.Wi•.h�q• tl•r•t•. NMww r tAuRa�t .► s+•M1w►ltiMai �at•w NI. 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Opp he CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 32233-Tel: 247-5826-Fax:247-5877 ELECTRICAL PERMIT PERMIT INFORMATION`' LOCATION INFORMATION Permit Number: 21504 Address: 2425 MA PORT ROAD Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est. Value: Parcel Number. Improv. Cost: OWNER INFORMATION Date Issued: 2/23/2001 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 25.00 Address: 8930 WESTERN WAY Amount Paid: 25.00 JACKSONVILLE, FL 32256 Date Paid: 2/21/2001 Phone: (904)464-7200 Work Desc: GAS PUMPS AND CANOPY ONLY CONTRACT . , AP iC TION FEES ,, ;` EAGLE ELECTRIC OF JACKSONVILLE PERMIT 25.00 dtiorts Re ui �. FINAL ELECTRIC NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. j l NTIC BEACH BUILDING T. CHECKS 2/25/81 ®1 Receipt: M37339 694 CITY OF ATLANTIC BEACH, FLORIDA Avvrov"by APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATION CODES AND C F ATLANTIC BEACH ORDINANCES.= ELECTRICAL FIRM- MASTER ELECT ICIAN SIGNATURE NAME /&ADDRESS: �� RF0—BOX— BLDG-S DBOXBLDG.S E BETWEEN: RES.( 1 APT.( ) COMM.( ) PUBLIC( ) INDUS.( ) NEW( 1 OLD( 1 REW.( 1 ADDITION( ) TRAILER( ) TEMP.( ) SIGNS ( 1 SO.FT. SERVICE: NEW( ) INCREASE I ) REPAIR( 1 FEE CONDUCTOR SIZE AMPS COPPER f ALUM. SWITCH OR BREAKER AMPS PH I W VOLT RACEWAY EXIST.SERV.SIZE AMPS PH I W VOLT RACEWAY FEEDERS NO. SIZE IND. SIZE I NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.90 AMPS. _31•/00 AMPS. SWITCHES 1 SCENT FLUORESCENT&M.V. FIXED i 0.100 AMPS. OVER APPLIANCES BELL TRANSF. AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CELL HEAT: KW-HEAT O.I OVER MOTORS H.P. I VOLTAGE I PHS I NO. 1 N.P. VOLTAGE PHS MISCELLANEOUS ...— TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. I KVA NO. KVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLAS14EFI EACH SIGN FORWARDED s TOTAL FEES I III "I fII III I III i I Ijl I I II' i'�q IIII lily I ,µ II! iil II l: Ili°. II III III '! Ill ill nII '^ '! I� �hll`I II I II h A IIiII IIiIII iilllll � 1I,II /�III' i -;IIII I '" I , �I I Ilrai�Illl � 011 �I � .II IIIjj�I 1►I"� I �IIpI IIIiI I �7!�III� ,L �I � II #4F1 �I II i,l II III : f IVi fi^' �6 II II I(i I� N lilll�l'I ��il 071, II ]III, tot p I BRANNENr STEPHEN �N EAGLE ELECTRIC O>� JACKSONVILLE) INC.. 149 ST ANDREWS STREET SOUTH JACKSONVILLE FL 32 254 CYNTHIA A. HEh7DERSON ,SEB BUSH SECRETARY GOVERNOR DISPLAY AS REQUIRED BY LAW _ Eagle Electric of Jacksonville, Inc. EC 0000674 I STEPHEN N. BRANNEN, HEREBY AUTHORIZE'- �Pr l ��I��laYYtS AN EMPLOYEE OF OUR FIRM TO PICK UP AND SIGN FOR OUR ELECTRICAL PERMIT. EAGLE ELECTRIC OF JACKSONVILLE, INC. SWORN BEFORE ME THIS Q_DAY YOU, OF 20N�- YEPHE NOTARY: N. BRANNEN pf Flo DARLEEN M. NERBER750N c rvornRr o My com".8/1/2003 w PUBLIC a o.CC 840245 ersonaay Known I 1 Other I.D. Phone: (904)786-0787 Fax: (904)786-4187 PO Box 6266, Jacksonville, Florida 32236-6266 149 St. Andrews Street South, Jacksonville, Florida 32254 To: Reaction Summary Job Number: 6497t Page: 1 Project: Block No: Date: 01-08-2001 -2:06:22 PM Model: Lot No: Project ID: 6497t Contact: Site: Office: Deliver To: Account No: Name: Designer: mtm Phone: Salesperson: Fax: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 10Joint 16 27 A01 35-3-0 DBL.FINK 7.00 1280 lbs. 1176 Ibs. 227 lbs.each 4 Rows Lat Brace 0.00 -745 lbs. -685 lbs. Joint 10 Joint 16 2 A01MOD 35-3-0 DBL.FINK 7.00 1280 Ibs. 1176 tbs. 264 lbs.each 3 Rows Lat Brace 0.00 -745 lbs. -685 lbs. Joint 10Joint 16 14 A02 35-3-0 DBL.FINK 7.00 2324 lbs. 2220 lbs. 267 Ibs.each 2X6/2X4 7 Rows Lat Brace 0.00 -1046 Ibs. -987 lbs. Joint 22 Joint 23 Joint 24 Joint 25 Joint 26 2 A03 35-3-0 DBL.FINK 7.00 456 lbs. 401 Ibs. 135 Ibs. 131 lbs. 132 lbs. 292 lbs.each 7 Rows Lat Brace 0.00 -404 Ibs. -463 tbs. -100 lbs. -161 tbs. -146 lbs. Joint 1 Joint 5 1 PB1 10-6-8 PIGGYBACK 7.00 338 lbs. 338 lbs. 34 tbs.each 0.00 -205 Ibs. -205 lbs. Joint 1 Joint 5 1 PB2 6-6-8 PIGGYBACK 7.00 206 lbs. 206 Ibs. 20 tbs.each 0.00 -125 lbs. -125 tbs. Joint 9 Joint 10 Joint 1 I Joint 12 Joint 13 2 V01 50-3-0 ROOF TRUSS 7.00 186 lbs. 396 lbs. 250 lbs. 68 tbs. 139 lbs. 192 tbs.each 6 Rows Lat Brace 0.00 -253 lbs. -505 lbs. -92 lbs. -222 Ibs. Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 2 V02 46-3-0 ROOF TRUSS 7.00 392 lbs. 478 tbs. 274 tbs. 228 lbs. 15 lbs. 196 lbs.each 5 Rows Lat Brace 0.00 -396 lbs. -524 lbs. -265 Ibs. -112 tbs. -7 Ibs. Joint 12Joint 13 Joint 14 Joint 15 Joint 16 2 V03 42-3-0 ROOF TRUSS 7.00 1480 lbs. 1429 Ibs. 269 lbs. 264 lbs. 65 tbs. 208 lbs.each 4 Rows Lat Brace 0.00 -1465 lbs. -1461 lbs. -302 lbs. -314 Ibs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 VO4 38-3-0 ROOF TRUSS 7.00 326 lbs. 372 lbs. 278 lbs. 237 tbs. 12 Ibs. 169 lbs.each 3 Rows Lat Brace 0.00 -323 lbs. -459 lbs. -281 lbs. -278 lbs. -4 lbs. Joint 12 Joint 13 Joint 14 Joint 15 Joint 16 2 V05 34-3-0 ROOF TRUSS 7.00 802 tbs. 672 Ibs. 267 Ibs. 263 lbs. 64 lbs. 170 lbs.each 2 Rows Lat Brace 0.00 -694 Ibs. -865 lbs. -292 lbs. -312 Ibs. Joint 1 Joint 13 Joint 14 Joint 15 Joint 16 2 V06 30-3-0 ROOF TRUSS 7.00 195 lbs. 101 lbs. 237 lbs. 277 lbs. 237 lbs. 143 lbs.each I Row Lat Brace 0.00 -135 lbs. -42 lbs. -321 lbs. -302 lbs. -272 lbs. Joint 1 Joint 9 Joint 10 Joint 11 Joint 12 2 V07 26-3-0 ROOF TRUSS 7.00 114 lbs. 87 Ibs. 273 lbs. 269 lbs. 302 lbs. 129 Ibs.each 0.00 -66 lbs. -304 lbs. -309 Ibs. -170 lbs. Joint 1 Joint 7 Joint 8 Joint 9 Joint 10 2 V08 22-3-0 ROOF TRUSS 7.00 95 lbs. 95 lbs. 281 lbs. 239 lbs. 14 Ibs. 95 Ibs.each 0.00 -51 lbs. -14 lbs. -314 tbs. -269 lbs. Joint 1 Joint 7 Joint 8 Joint 9 Joint 10 2 V09 18-3-0 ROOF TRUSS 7.00 84 lbs. 84 lbs. 283 lbs. 228 Ibs. 208 lbs. 81 lbs.each 0.00 -38 lbs. -7 lbs. -320 lbs. -218 Ibs. -56 lbs. Joint 1 Joint 5 Joint 6 Joint 7 Joint 8 I V10 15-10-0 ROOF TRUSS 7.00 100 Ibs. 100 lbs. 281 tbs. 228 lbs. 281 lbs. 60 tbs.each 0.00 -61 Ibs. -35 Ibs. -314 Ibs. -31 tbs. -315 Ibs. Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A01 DBL.FINK 27 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:15 2001 Page 1 17-7-8 35-3-0 17-7-8 17-7-8 xM.•,:ea., xe= E pp FT O F art O O ]v8 i WS vIi tx6 0 N 3111 34 II t0 1 T T O N M L O N q 35-3-0 35 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.08 M-0 >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.29 M-0 >999 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.05 J n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl=360 Weight:228 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2 X 4T SYP No.3*Except* WEBS 1 Row at midpt D-0,D-M,E-M,F-M W1 2 X 6 SYP No.2,W1 1 2 X 6 SYP No.2 REACTIONS (Ib/size) P=1176/0-3-8,J=1280/0-3-8 Max Horz P=-454(load case 2) Max UpliftP=-684(load case 4),J=-744(load case 5) FORCES (Ib)-First Load Case Only TOP CHORD A-13=27,B-C=-1218,C-D=-1076,D-E=-1084,E-F=-1085,F-G=-1185,G-H=-1328,H-1=-29,A-P=-7,1-J=-10 BOT CHORD O-P=646,N-0=1027,M-N=1027,L-M=1083,L-Q=1083,K-Q=1083,K-R=689,J-R=689 WEBS D-0=-112,D-M=-233,E-M=639,F-M=-312,F-K=3,H-K=523,B-0=461,B-P=-1279,H-J=-1369 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition 1 enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P and J. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. 5)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) t� IFrc t Vert:A-E=-44.0,E-1=44.0,P-Q=-22.0,Q-R=-62.0,J-R=-22.0 fti A 1.: 1 Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A02 DBL.FINK 14 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:18 2001 Page 1 17-7-8 35-3-0 17-7-8 17-7-8 E 1.1 i D ae c D I.a c W W M H B ) R 3.1 II ,o Y O M M L O N R 35.3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.12 M-0 >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.29 M-0 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.09 J n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1 st LC LL Min I/deft=360 Weight:267 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 4-8-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. WEBS 2 X 4T SYP No.3'Except' WEBS 1 Row at midpt D-0,D-M,E-M,F-M,F-K,B-P,H-J W6 2 X 4 SYP No.2,W1 2 X 6 SYP No.2,W1 1 2 X 6 SYP No.2 REACTIONS (Ib/size) P=2220/0-3-8,J=2324/0-3-8 Max Horz P=-454(load case 2) Max UpliftP=-986(load case 4),J=-1045(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-186,B-C=-2348,C-D=-2098,D-E=-2017,E-F=-2018,F-G=-2195,G-H=-2452,H-1=-216,A-P=-200,I-J=-209 BOT CHORD O-P=1604,N-0=1924,M-N=1924,L-M=1968,L-Q=1968,K-Q=1968,K-R=1654,J-R=1654 WEBS D-0=-144,D-M=-564,E-M=1202,F-M=-639,F-K=-33,H-K=464,B-0=419,B-P=-2460,H-J=-2523 NOTES (5) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)P and J. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. 5)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 s Uniform Loads(plf) Vert:A-E=-104.0,E-I=-104.0,P-Q=-22.0,Q-R=-62.0,J-R=-22.0 T 1ZQ4� Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A03 DBL.FINK 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SRI s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:20 2001 Page 1 17-7-8 35-3-0 17-7-8 17-7-8 N I-P J � I M >a6 i M M O F p R T E T O T D T R O T S 8 T ae II ,e II T u T - I" 35-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.42 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 V n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:292 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt K-AF,J-AG,I-AH,H-AJ,L-AE,M-AD,N-AB OTHERS 2 X 4 SYP No.3*Except* ST9 2 X 4 SYP No.2,ST8 2 X 4 SYP No.2,ST7 2 X 4 SYP No.2 ST6 2 X 4 SYP No.2,ST10 2 X 4 SYP No.2,STI 1 2 X 4 SYP No.2 STI 2 2 X 4 SYP No.2 REACTIONS (Ib/size) AP=46/35-3-0,AI=11/35-3-0,V=46/35-3-0,AF=126/35-3-0,AG=133/35-3-0,AH=130/35-3-0,AJ=122/35-3-0, AK=133/35-3-0,AL=132/35-3-0,AM=131/35-3-0,AN=135/35-3-0,A0=118/35-3-0,AE=133/35-3-0, AD=130/35-3-0,AB=122/35-3-0,AA=133/35-3-0,Z=132/35-3-0,Y=131/35-3-0,X=135/35-3-0,W=118/35-3-0, AC=11/35-3-0 Max HorzAP=-456(load case 2) Max UpliftAP=-468(load case 2),V=-403(load case 3),AG=-105(load case 4),AH=-164(load case 4),AJ=-150(load case 4),AK=-147(load case 4),AL=-144(load case 4),AM=-162(load case 4),AN=-105(load case 5), AO=-515(load case 3),AE=-103(load case 5),AD=-164(load case 5),AB=-150(load case 5),AA=-147(load case 5),Z=-145(load case 5),Y=-160(load case 5),X=-99(load case 4),W=-462(load case 5) Max GravAP=520(load case 3),A1=11(load case 6),V=456(load case 2),AF=444(load case 5),AG=135(load case 6), AH=130(load case 1),AJ=122(load case 1),AK=133(load case 6),AL=132(load case 1),AM=131(load case 6),AN=135(load case 1),AO=456(load case 2),AE=135(load case 7),AD=130(load case 1),AB=122(load case 1),AA=133(load case 7),Z=132(load case 1),Y=131(load case 7),X=135(load case 1),W=401(load case 3),AC=11(load case 7) FORCES (Ib)-First Load Case Only TOP CHORD A-B=13,B-C=17,C-D=-28,D-E=16,E-F=16,F-G=-28,G-H=16,H-1=16,1-J=16,J-K=16,K-L=-28,L-M=-28,M-N=-28, N-0=16,O-P=-28,P-Q=-28,Q-R=-28,R-S=-28,S-T=-27,T-U=-20,A-AP=-31,U-V=-31 BOT CHORD AO-AP=5,AN-AO=5,AM-AN=5,AL-AM=5,AK-AL=5,AJ-AK=5,AI-AJ=5,AH-AI=5,AG-AH=5,AF-AG=5,AE-AF=5, AD-AE=5,AC-AD=5,AB-AC=5,AA-AB=5,Z-AA=5,Y-Z=5,X-Y=5,W-X=5,V-W=5 \✓1 , <e WEBS K-AF=-82,J-AG=-88,I-AH=-88,H-AJ=-88,F-AK=-88,E-AL=-88,D-AM=-88,C-AN=-90,B-AO=-79,L-AE=-88, rRs�t��` �(T M-AD=-88,N-AB=-88,P-AA=-88,Q-Z=-88,R-Y=-88,S-X=-90,T-W=-79 r � NOTES (11) `s ffi` a 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf top chord �g 7 dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed a o�+� 20 1 (((f building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If �« porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" � 4)All plates are 2x4 M1120 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. _. 6)Truss.to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Continued on page 2 Job Truss Truss Type Qty Ply U.S.GENERAL 6497T A03 DBL.FINK 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:21 2001 Page 2 NOTES (11) 7)Gable studs spaced at 2-0-0 oc. 8)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)AP,Al,V,AF,AG,AH,AJ,AK,AL,AM,AN,AE,AD,AB,AA,Z,Y,X, W,and AC. 9)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)AO. 10)This truss has been designed with ANSI TPI 1-1995 criteria. 11)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard m JAN 0 8200t, Job Truss Truss Type =(optional) 6497T PB1 PIGGYBACK MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:22 2001 Page 1 5-3.4 10-6-8 5-3-4 5-3-4 Sela 1;16. 48= C 7.00 FIT w1 r i D B B1 E a.. F b. lal 10-6-8 Plate Offsets(X,Y): [B:0-3-0,0-2-01, D:0-3-0,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.08 B-F >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.07 B-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.04 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/def]=360 Weight:35 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=338/0-3-8,E=338/0-3-8 Max Horz A=-1 34(load case 2) Max UpliftA=-204(load case 4),E=-204(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-154,B-C=-510,C-D=-510,D-E=-154 BOT CHORD B-F=426,D-F=426 WEBS C-F=210 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground leve],using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If . porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 p 3)Bearing at joint(s)A,E considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shoultl verify capacity of bearing surface. 4)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A and E. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web ,{ , y LOAD CASE(S) Standard *I IN A t' s. ` Job Truss Truss Type Qty Ply U.S.GENERAL 6497T P62 PIGGYBACK 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:23 2001 Page 1 3-3-4 6-6-8 3-3-4 3-3-4 s.r.I W 3.4 c tao r wi r s v e a+ E 6-6-8 Plate Offsets(X,Y): [B:0-2-1,0-0-14], D:0-2-1 0-0-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.02 B-F >999 M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 B-F >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl=360 Weight:20 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=206/0-3-8,E=206/0-3-8 Max Horz A=81(load case 3) Max UpliftA=-124(load case 4),E=-124(load case 5) FORCES (lb)-First Load Case Only TOP CHORD A-B=-93,B-C=-330,C-D=-330,D-E=-93 BOT CHORD B-F=283,D-F=283 WEBS C-F=147 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Bearing at joint(s)A,E considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A and E. 5)This truss has been designed with ANSI(TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard s _ , E. Job Truss Truss Type Qty Ply U.S.GENERAL 6497T Vol ROOF TRUSS 2 1 1°aa (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:24 2001 Page 1 27.6-0 27-6-0 ea.iz s..r.+t.FO. 4e= as II as II ax0= G B E F ].00 F. N4 It as II B B 4a II 4611 A 1 i T T T n ]+e II as II as II as II ba= as It as II f+0 11 as II 27-6-0 Plate Offsets(X,Y): [C:0-3-0,0-1-121, F:0-3-0,0-1-12 H:0-1-12,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.62 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 Q n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/deft=360 Weight:192 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt G-J,F-K,E-M,B-P,C-O,D-N WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.2 REACTIONS (Ib/size) L=67/27-6-0,1=146/27-6-0,J=291/27-6-0,K=250/27-6-0,M=132/27-6-0,P=290/27-6-0,0=257/27-6-0,N=215/27-6-0,Q=146/27-6-0 Max Horz L=-218(load case 2) Max Uplift l=-252(load case 4),J=-504(load case 5),K=-91(load case 3),M=-221(load case 3),P=-494(load case 4),0=-83(load case 2),N=-158(load case 3), Q=-250(load case 5) Max Grav L=68(load case 7),1=186(load case 2),J=396(load case 3),K=250(load case 7),M=139(load case 6),P=394(load case 2),0=258(load case 6), N=222(load case 7),Q=185(load case 3) FORCES (lb)-First Load Case Only TOP CHORD A-Q=-99,H-1=-99,C-D=-10,D-E=-9,E-F=-10,A-13=39,B-C=-58,F-G=-58,G-H=-60 BOT CHORD P-0=12,O-P=12,N-0=9,M-N=9,L-M=9,K-L=9,J-K=12,I-J=12 WEBS G-J=-193,F-K=-170,E-M=-137,B-P=-193,C-0=-170,D-N=-137 NOTES (9) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)L,I,K,M,O,N,and Q. 6)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)J. 7)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)P. 8)This truss has been designed with ANSI/TPI 1-1995 criteria r ' 9)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard - JAW- b(ne, Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V02 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:25 2001 Page 1 27-6-0 21,&-0 103-II SCNa•1'.6U. E Fe D T.oa Ff2 b/II b/II c ° b/II b/11 B N T T T x611 I 9 A T - T b ]a6 11 b/II b/II b/II b/It b1= b/It b/II b/I b6 11 27-6-0 F Plate Offsets X Y: D:0-3-0,0-1-12 [F:0-3-0,0-1-121, I:0-1-12,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.64 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 J n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:196 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt E-0,G-L,F-M,C-Q,D-P WEBS 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.2*Except* ST7 2 X 4 SYP No.3,ST1 2 X 4 SYP No.3 REACTIONS (Ib/size) S=60/27-6-0,N=9/27-6-0,0=196/27-6-0,K=231/27-6-0,L=274/27-6-0,M=228/27-6-0,R=231/27-6-0, Q=273/27-6-0,P=235/27-6-0,J=60/27-6-0 Max Horz S=-270(load case 2) Max UpliftS=-398(load case 2),N=-6(load case 3),0=-190(load case 2),K=-523(load case 5),L=-264(load case 5), M=-111(load case 2),R=-526(load case 4),Q=-260(load case 4),P=-103(load case 3),J=-395(load case 3) Max GravS=395(load case 3),N=15(load case 2),0=205(load case 6),K=478(load case 3),L=274(load case 7), M=228(load case 1),R=481(load case 2),Q=273(load case 6),P=235(load case 1),J=392(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=33,B-C=44,C-13=47,F-G=-47,G-H=-45,H-1=33,I-J=-40,A-S=-40,D-E=-O,E-F=-O BOT CHORD R-S=2,Q-R=2,P-Q=2,O-P=O,N-0=0,M-N=O,L-M=2,K-L=2,J-K=2 WEBS E-0=-138,H-K=-155,G-L=-181,F-M=-154,B-R=-155,C-Q=-181,D-P=-154 NOTES (9) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 _ 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. - 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)S,N,O,L,M,Q,P,and J 6)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)K. 7)One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)R. 8)This truss has been designed with ANSI/TPI 1-1995 criteria. 9)This truss has been designed specifically for Turbo Web JAN7`0 "90w ° tNfY LOAD CASE(S) Standard fr� Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V03 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:27 2001 Page 1 13-9-0 27-6-0 13-9-0 13-9-0 SCM.•1:65. h1 F 1.66 Ff2 b. I E 5x5 U H h6 I ha II 4.6 11 b.11 T h6 11 AB i T T R bfi 1 m II ba It h6 II h6 II 5x6= b6 II b6 II h6 b6 I b� bfi 11 27-" Plate Offsets(X,Y: [D:0-2-8,0-3-01, H:0-2-8,0-3-0, K:0-1-12,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.63 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/def]=360 Weight:208 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.2 WEBS 1 Row at midpt H-0,G-Q,D-T,E-S OTHERS 2 X 4 SYP No.2'Except* ST9 2 X 4 SYP No.3,ST8 2 X 4 SYP No.3,ST1 2 X 4 SYP No.3 ST2 2 X 4 SYP No.3 REACTIONS (Ib/size) W=-101/27-6-0,P=65/27-6-0,R=-10/27-6-0,M=260/27-6-0,N=269/27-6-0,0=264/27-6-0,Q=135/27-6-0, V=261/27-6-0,U=267/27-6-0,T=271/27-6-0,S=215/27-6-0,L=-100/27-6-0 Max Horz W=325(load case 3) Max UpliftW=-1497(load case 2),R=-10(load case 1),M=-1460(load case 2),N=-301(load case 5),0=-313(load case 5),Q=-167(load case 5),V=-1489(load case 3),U=-302(load case 4),T=-309(load case 4),S=-149(load case 4),L=-1464(load case 3) Max GravW=1512(load case 3),P=65(load case 1),R=384(load case 5),M=1429(load case 3),N=269(load case 7), 0=264(load case 1),Q=139(load case 7),V=1461(load case 2),U=267(load case 6),T=271(load case 1), S=218(load case 6),L=1480(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=37,B-C=43,C-D=41,D-E=41,E-F=-29,F-G=-29,G-H=-50,H-1=47,I-J=-45,J-K=37,A-W=58,K-L=58 BOT CHORD V-W=3,U-V=3,T-U=3,S-T=2,R-S=2,Q-R=2,P-0=2,O-P=2,N-0=3,M-N=3,L-M=3 WEBS F-R=8,J-M=-165,I-N=-178,H-0=-181,G-Q=-137,B-V=-165,C-U=-178,D-T=-181,E-S=-137 f NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition 1 enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. f � ` 4)Three RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s)W,M,V,and L. r` 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P,R,N,0,Q,U,T,and S. ar .�� 6)This truss has been designed with ANSI/TPI 1-1995 criteria. 7)This truss has been designed specifically for Turbo Web LOAD CASES Standard A Job Truss Truss Type Qty Ply U.S.GENERAL 6497T VO4 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:29 2001 Page 1 13-9-0 27-6-0 r 13-9-0 13-9-0 Se•M•1:5/.1 F 00 r aII A4 it E 0 At i .41 0 N a.4 II C L 11 T T A4 it B M T AE 1 N T 1.It b4 II A4 II A4 II h4 II A4 II 11 AE II 27-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.86 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:170]b LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-Q,G-0,E-R OTHERS 2 X 4 SYP No.3*Except* ST4 2 X 4 SYP No.2,ST5 2 X 4 SYP No.2,ST3 2 X 4 SYP No.2 REACTIONS (Ib/size) U=62/27-6-0,P=9/27-6-0,Q=178/27-6-0,M=229/27-6-0,N=278/27-6-0,0=232/27-6-0,T=229/27-6-0,S=277/27-6-0,R=239/27-6-0,L=63/27-6-0 Max Horz U=-355(load case 2) Max UpliftU=-334(load case 2),P=-3(load case 3),M=-458(]oad case 5),N=-280(load case 5),0=-277(load case 5),T=464(load case 4),S=-280(load case 4),R=-271(load case 4),L=-322(load case 3) Max GravU=337(load case 3),P=12(load case 2),Q=335(load case 4),M=372(load case 3),N=278(load case 1),0=237(load case 7),T=381(load case 2), S=277(load case 1),R=244(load case 6),L=326(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=30,B-C=41,C-D=-52,D-E=37,E-F=-43,F-G=-43,G-H=37,H-1=-52,I-J=-47,J-K=-25,A-U=-42,K-L=-42 BOT CHORD T-U=5,S-T=5,R-S=5,Q-R=5,P-Q=5,O-P=5,N-0=5,M-N=5,L-M=5 WEBS F-Q=-120,J-M=-153,I-N=-185,G-0=-159,B-T=-153,C-S=-185,E-R=-159 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. t 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)U,P,Q,M,N,O,T,S,R,and L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web �f�F LOAD CASE(S) Standard V,' 1 �j J//ra�jjr RR f5.d•j' J Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V05 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:31 2001 Page 1 13-9-0 27-6-0 F ' 13-9-0 13-9-0 SCN••1:5T. 1a1= F bell T.00 13 D E 5a5 i Sas D N T b1 II .1 II G T ]a1 .1 II h1 It h1 II jN AB T x111 h111 h111 h111 .111 .1= .111 .111 .111 .111 .111 v1 II 27-6.0 Plate Offsets(X,Y): [D:0-2-8,0-3-01, H:0-2-8,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.58 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.01 L n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1 st LC LL Min I/deft=360 Weight:170 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt G-Q,E-S OTHERS 2 X 4 SYP No.3*Except* ST5 2 X 4 SYP No.2,ST6 2 X 4 SYP No.2,ST4 2 X 4 SYP No.2 REACTIONS (Ib/size) W=-132/27-6-0,P=64/27-6-0,R=-21/27-6-0,M=292/27-6-0,N=267/27-6-0,0=263/27-6-0,Q=143/27-6-0, V=293/27-6-0,U=265/27-6-0,T=270/27-6-0,S=222/27-6-0,L=-131/27-6-0 Max Horz W=-355(load case 2) Max UpliftW=-828(load case 2),R=-21(load case 1),M=-864(load case 5),N=-291(load case 5),0=-311(load case 5), Q=-217(load case 5),V=-942(load case 4),U=-292(load case 4),T=-308(load case 4),S=-183(load case 4), L=-693(load case 3) Max GravW=936(load case 3),P=64(load case 1),R=390(load case 5),M=672(load case 3),N=267(load case 7), 0=263(load case 1),Q=145(load case 7),V=789(load case 2),U=265(load case 6),T=270(load case 1), S=224(load case 6),L=802(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-13=50,B-C=44,C-D=42,D-E=43,E-F=-30,F-G=-30,G-H=-47,H-1=-45,I-J=-45,J-K=50,A-W=80,K-L=80 BOT CHORD V-W=2,U-V=2,T-U=2,S-T=-O,R-S=-O,Q-R=-O,P-Q=-O,O-P=-O,N-0=2,M-N=2,L-M=2 WEBS F-R=20,J-M=-187,I-N=-177,H-0=-180,G-Q=-144,B-V=-187,C-U=-177,D-T=-180,E-S=-144 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 It above ground level,using 5.0 psf to ch rd dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category Il,condition I enclose building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If , porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. `" v I l(, 1f4 4)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)W,M,V,and L. 5)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)P,R,N,O,Q,U,T an. S. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. 7)This truss has been designed specifically for Turbo Web $ "f TA ' E LOAD CASE(S) Standard I ' Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V06 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:33 2001 Page 1 13-9-0 27-6.0 I 13-9-0 13-9-0 Sc.l.•,:Se. 0 >oo u a1 11 as 11 F all fx1 E m II a1 II 0 T a1 II T T a111 ` N B T T � M le as II a.e II .41 m 11 m II a1 n a1 11 a1= m II a1 II a1 a .41 27-6-0 Plate Offsets(X,Y): A:0-1-15,0-5-1 , M:0-1-15 0-5-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 M n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:144 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3`Except` WEBS 1 Row at midpt G-R ST4 2 X 4 SYP No.2 SLIDER Left 2 X 6 SYP No.2 1-4-3,Right 2 X 6 SYP No.2 1-4-3 REACTIONS (Ib/size) A=75/27-6-0,Q=9/27-6-0,R=161/27-6-0,N=235/27-6-0,0=277/27-6-0,P=232/27-6-0,U=235/27-6-0,T=276/27-6-0,S=239/27-6-0,M=75/27-6-0 Max Horz A=-380(load case 2) Max UpliftA=-134(load case 2),N=-320(load case 5),O=-301(load case 5),P=-271(load case 5),U=-339(load case 4),T=-299(load case 4),S=-269(load case 4),M=41(load case 3) Max GravA=195(load case 3),Q=9(load case 6),R=257(load case 5),N=237(load case 7),0=277(load case 1),P=237(load case 7),U=237(load case 6), T=276(load case 1),S=244(load case 6),M=101(load case 2) FORCES (lb)-First Load Case Only TOP CHORD A-6=46,B-C=14,C-13=23,D-E=-70,E-F=-23,F-G=-61,G-H=-61,H-I=-23,I-J=-70,J-K=-65,K-L=14,L-M=-45 BOT CHORD A-U=20,T-U=20,S-T=20,R-S=20,Q-R=20,P-Q=20,O-P=20,N-0=20,M-N=20 WEBS G-R=-103,K-N=-156,J-0=-185,H-P=-158,C-U=-156,D-T=-185,F-S=-158 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,Q,R,N,O,P,U,T,S,and M. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web LOADCASE(S) Standard TAI ,Al \�✓ ,,) 71 Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V07 ROOF TRUSS 2 1 o tional MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:35 2001 Page 1 13-1-8 26-3-0 I 13-1-8 13-1-8 .A..- E bb4 II D m n b1 7.00 r1T u c T T 2 bII a11 H B T I 9 9 4 A .411 LN II b1 II A1It .411 A�� 26-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a - n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.21 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 1 n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft=360 Weight:130 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=86/26-3-0,1=86/26-3-0,M=-95/26-3-0,N=-25/26-3-0,J=273/26-3-0,K=269/26-3-0,L=301/26-3-0,0=273/26-3-0,P=271/26-3-0,0=223/26-3-0 Max Horz A=-328(load case 2) Max UpliftA=-65(load case 2),M=-95(load case 7),N=-25(load case 1),J=-303(load case 5),K=-308(load case 5),L=-169(load case 5),Q=-303(load case 4), P=-306(load case 4),0=-209(load case 4) Max GravA=114(load case 3),1=87(load case 7),N=286(load case 5),J=273(load case 7),K=269(load case 1),L=302(load case 7),0=273(load case 6), P=271(load case 1),0=224(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-13=48,B-C=48,C-D=45,D-E=-27,E-F=-27,F-G=-44,G-H=-41,H-I=-29 BOT CHORD A-Q=-3,P-Q=-3,O-P=-3,N-O=-3,M-N=-3,L-M=-3,K-L=-3,J-K=-3,I-J=-3 WEBS E-N=18,H-J=-176,G-K=-183,F-L=-143,B-Q=-176,C-P=-183,D-0=-143 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,I,M,N,J,K,L,Q,P,and O. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. Ir 6)This truss has been designed specifically for Turbo Web LOADCASE(S) Standard �+v "k y \ Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V08 ROOF TRUSS 2 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:37 2001 Page 1 11-1-8 223-0 11-1-8 11-1-8 D b/It C E )W 13 gT T 2 h/ It gT n/II g T T1 G 4 L/11 .4- b/II b/11 gN 22-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 G n/a BCDL 11.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/deft=360 Weight:96 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=95/22-3-0,G=95/22-3-0,J=13/22-3-0,K=160/22-3-0,H=281/22-3-0,1=234/22-3-0,M=280/22-3-0,L=239/22-3-0 Max HorzA=-276(load case 2) Max UpliftA=-50(load case 2),G=-13(load case 4),H=-313(load case 5),1=-268(load case 5),M=-313(load case 4),L=-268(load case 4) Max GravA=95(load case 1),G=95(load case 1),J=14(load case 7),K=160(load case 1),H=281(load case 1),1=239(load case 7),M=280(load case 1), L=244(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-13=28,B-C=26,C-D=-55,D-E=-55,E-F=-63,F-G=-48 BOT CHORD A-M=15,L-M=15,K-L=15,J-K=15,I-J=15,H-1=15,G-H=15 WEBS D-K=-108,F-H=-182,E-1=-160,B-M=-182,C-L=-160 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,G,J,K,H,I,M,and L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web P' e LOAD CASE(S) Standard (j-0- � ; Job :VO ss Truss Type Qty Ply U.S.GENERAL 6497T 9 ROOF TRUSS 2 1 o tional MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:39 2001 Page 1 9-1-8 18-3-0 9-1-8 9-1-8 SCW e,:M. D ait Lt it E C OS 12 ST] T ] a]11 Sn STI as 11 Lj F B STS O A B1 P ]a1 i 2N II 3II 55= bi II L�II ]+ 18-3-0 its- Plate Offsets(X,Y): J:0-2-8,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 G n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl=360 Weight:81 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=83/18-3-0,G=83/18-3-0,J=-55/18-3-0,H=283/18-3-0,1=228/18-3-0,L=283/18-3-0,K=228/18-3-0 Max HorzA=-224(load case 2) Max UpliftA=-37(load case 5),G=-6(load case 4),J=-55(load case 1),H=-319(load case 5),1=-217(load case 5),L=-319(load case 4),K=-223(load case 4) Max GravA=84(load case 6),G=84(load case 7),J=208(load case 5),H=283(load case 1),1=228(load case 1),L=283(load case 1),K=228(load case 1) FORCES (lb)-First Load Case Only TOP CHORD A-13=51,B-C=47,C-D=-28,D-E=-28,E-F=42,F-G=51 BOT CHORD A-L=-4,K-L=-4,J-K=4,I-J=4,H-I=-4,G-H=-4 WEBS D-J=28,F-H=-184,E-1=-149,B-L=-184,C-K=-149 NOTES (6) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category 11,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,G,J,H,I,L,and K. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. 6)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard / k Job Truss Truss Type Qty Ply U.S.GENERAL 6497T V10 ROOF TRUSS 1 1 (optional) MiTek Industries,Inc.,Chesterfield,MO 63017 4.201 SR1 s Sep 13 2000 MiTek Industries,Inc. Mon Jan 08 14:04:40 2001 Page 1 7-11-0 15-10-0 r 7-11-0 7-11-0 ae= c an STS at II T 2 D B S t ST] E Bt —1 U411 a1 11 .411 15-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a M1120 249/190 TCDL 6.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 E n/a BCDL 11.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/deft=360 Weight:60 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=100/15-10-0,E=100/15-10-0,G=228/15-10-0,F=273/15-10-0,H=273/15-10-0 Max HorzA=192(load case 3) Max UpliftA=-60(load case 5),E=-34(load case 5),G=-30(load case 4),F=-313(load case 5),H=-314(load case 4) Max GravA=100(load case 1),E=100(load case 1),G=228(load case 1),F=281(load case 7),H=281(load case 6) FORCES (lb)-First Load Case Only TOP CHORD A-B=-56,B-C=-68,C-D=-68,D-E=-56 BOT CHORD A-H=21,G-H=21,F-G=21,E-F=21 WEBS C-G=-146,D-F=-176,B-H=-176 NOTES (7) 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,in the gable end roof zone on an occupancy category II,condition I enclosed building,with exposure C ASCE 7-95 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Gable requires continuous bottom chord bearing. 4)One HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)A,E,and G. e 5)Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)F and H. 6)This truss has been designed with ANSI/TPI 1-1995 criteria 7)This truss has been designed specifically for Turbo Web LOAD CASE(S) Standard 't, i . C 3 * t 7 4� Y• i JAN 1)tbg* 117 a. BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC■IACN.FLORIDA 71277 APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT—Applicant to complete all items in sections I, 11, 111, and IV. LOCATION aMd Addru,: OF 1nto,esllnq SYndn Lfr•.n And WILDING Sa641vi,ion 1I. IDENTIFICATION—To be completed by all applicants. In coesisi—tioa oI p.rmil qi— for doinq th• .wk •s d.,cri6•d in this•6o.. tl.t—M—li—by.qr.. to per/wm aid.wl In ..... enc• .Ifh the •tf•clVd pleas and tp.eiliu Non, which •n • port h•raol •.d in •cco.i.— ilk the Cily o!J•ek-aWl. wdin.ne.s and /hadards of gaed.prectico lined therein. Name of M.ehenle•I C.elnelan Caabeefer(hint( �,31�-•2!�� S- C--� CT�� M.O. YV�l Nam.al C > MFerty O...r Sipehrs at O—or sil-f— ./ ar Aafharlsad Agent Arehil.et er Engln..r Ill. CENRAL INFORM TION A. Type of hooting fuel: 8 IS OTHER CONSTRUCTION BEING DOM[ON (/ �FEkacMe THIS BUILDING OR SITE? ❑ baa—❑ V ❑ Natural ❑ Cantrel Utility IF YES, GIVE NUMBER OF CONSTRUCTION ❑ 01 PERMIT ❑ Other—specify IV. MB04ANICAL AQUI►MltT TO 11 INSTALLED NATURE OF WORK (lreldda complain gal of conpanonh as back of this fwml ❑ Residential or ❑ Commercial Te Meat ❑ Spats ❑ Sacwwd O Central ❑ Row ❑ Now Building Caodrtl"lagt ❑ loam ❑. C.." if ❑ Existing Building Dost Syel.ml Materia M�"1"�°n Thick s.•a.2 WAW ❑ Replsesmonl of oxI111n0 syelam LY M..Imwn capacity( U CI J 'j..' ❑ Now Installation(No system previously Installed( (3 [efrigawties C3 Extension at add-on to existing system ❑ Other—specify ❑ Cecil" In 01.. Capacity 9� ❑ Rio spri.Meres flumlier of 6 mal- . ❑ eamoer ❑ Meat1N ❑ THIS Sv^CB 001t OFFICE USA ONLY C3.Gasoline pumps - -(ermiesel (1-sa1•o41 . ❑.•Tan<< (oomberl RemarLs ❑ LPC oenNl-� (sembarl ❑ udived p»uon vessel .. . (3 don Nmsi? Apprewd Date by p 00—--specify r.neil G•- LIST ALL EQUIPMENT ADL CONDMOMING AND REFRIGERATION EQUtPUENT NmslerUslts Enseadptlae► YodalNumber ]tsaudaturer (710d)r ,.►i= (!� r..�(�✓ Jr' v S tv ILATIItG.FURNACES, BOILERS, PMAP ACES 0pedb NmDerUnite Dencrk➢tksa )[opal Number Xanulaoturelr (11M) TANLS now Y-Y Nomb-1 CaDanib' Type LgUId Igama at Serve Approving asp Dtmsodoaa Contauwd MAnufaattGgr No. A11-11 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SENNNOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION LOCATION INFORMATION Permit Number: 21355 Address: 2425 MAYPORT ROAD Permit Type: UTILITIES ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est.Value: Parcel Number: Improv. Cost: 1,500.00 IFORMATION Date Issued: 1/30/2001 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 25.00 Address: 8930 WESTERN WAY Amount Paid: 25.00 JACKSONVILLE, FL 32256 Date Paid: 1/30/2001 Phone: (904)464-7200 Work Desc: DRIVE ENTRANCE INTO LIL CHAMP FROM FLEET LANDING CONTRA S P N FEES G &C ASPHALT, INC. PERMIT 25.00 'ohs. FINAL NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. '41 X444 %. ,J hte: 1/3B/9191 Raceipt: IM�12 ATLANTIC BEACH BUILDING DEPT. pEglg 1111118MMIgn 56% 4 udkrjIIlit rAn-c4-tu0lgtuj u9,61 l4l )S4y z`� os P. 002 4-N-2001 09:35R FROM: 247-5845 TO:92413001 P:2/2 �b ck ti CITY OF ATLANTIC BEACH CONSTRUCTION PERMIT WrTMIN CITY RIQKM OF WAY AND EA3EMcw(v DATE i�•sLfy , PERMIT NO. 111 IssusD BY THE CITY JOB ADDRESS "at4 Oft- VALUATION S PERMfr= \.J l/ As C)kal f- J,4 Q- - PERMITTEE AOORESS S//� % •1R S-4' TELEPHONE NO. c� 17 q -QSS y RF,0IJEST1000 R 16510 PROM THE CITY OF ATI/LNTIO SCNC TO CONS )CTT Q /7 -b C k D,U LOCATIONS: (R<PRRENCE TO CRese- R[ ) Q{t D7 T I , APPLICANT DECLARES TWAT PRIOR TO FILING THIS APPLICATION HE MADS LSCERTAIN6D TME LOCATION OF ALL "OrnHO UTILITICd, BOTH AERIAL ANO UNDCOGROU14D AND TMC ACCURATE LDCATIONS ARE 9040W11 ON THE SKETCHES, A LSTTCR OF NOTIFICATLON WAS MAILED TO THE FOLLOWING UTILJTI=/NVHICIPALJTIES' JACKSONVILLE ELECTRIC AuTHoRITv YES 1 ) NO (`/) OATS: 9CLL SOUTH TCLt-MONS COMPANY YEB 1 1 NO (Y) DATE; FCARCLL.OAe YES ( ) NO (7O DATE MEDIA ONE CABLE TV yes ( ) No ( I DATE' 2, WHENEVER 00ECE96ARY FOR THE CONCTRUCTION, REPAIR, IMPROVEMENT, MAINTENANCE, S^FC AND EFFICIENT OPERATION, ALTERATION OA AELocxnam OF ALL, OR ANT PORTON OF SAID STREET OR EA9CMCMT AS DETERMINED OT THE DIRECTOR OF PUBLIC WORKS, ANY OR ALL OF SAID POLIES, WIR&A. PIPES, CAOLAS OA OTHER FACILITIES AND APPURTENANCE# AUTHOPI;ED MEREUNOLR. SMALL BE I4146DIAT116T REMOVED FROM SA10 STREET OR EASCM6NT OR RESRT OR RELJOCATBD MERCON AS ACOUIREO BY TMC QIRECTOR Of PUBLIC WORKS, AND AT THE CXPCHSE OF THE PENMITfEE UHL.E86 RCINOURSCMCHT IS AUTNORIZCD, j, ALL WORK SHALL MEET CITY OF ATLANTIC BEACH OR FLORIDA DEPARTMENT OP TRANSPIRATION STAMDAROS AND BE PERFORMED UNOER THE SUPIERVIdION OF�ObLn N. 11 _ (CONTRACTORS PROJECT SUPERINTCHOCHT) LOCATED AT 4 TELEPHONE NO.Ati ci 3-31Z(0 1 4 ALL MATE91^169 AMD iOUMMENT SMALL•E 1SUBJCCT TO INSPECTION ET THE DIRECTOR OF PUOLC WORKS OR H15 DESIGNEE. S ALL CITY PAOPERTV SMALL 09 RESTORED TO ITS OIRIGINAL CONDITION AS FAR AS PRACTICAL, IN KCCPING WITH Cory SPECIFIC^TIome AND THE MANNER NAT1SFACTORY TO T49 CMV. e. A SKLTCN OR PLANS COVERING DETAILS OF TMI9 INSTALLATION SMALL/6 MADC A PART Of THIS PERMIT. 7. TM17 PERMITTEE SHALL COMNCNCE ACTUAL CONSTRUCTION 104 G000 FAITH WITHINI() _DAYS ♦PROM TME OAT OF SAID PERMIT APPROVAL AND SMALL SIE COMPLETED wITWIW 2DAT3. IF THE 911COINNINO OAT6 19 HORS THAN 90 0AY9 FROM DATE OF PERMIT APPROVAL. THEN PERMITTEE MUST REVIEW THE PERMIT WITH THE DIRSCYOR OF PVDUC WORKS YO MANE SURE NO CHANCES HAVE OCCURRED 114 THE AREA THAT WOULD AFFECT THE PERMITTED CONiTRUCTON e. IT IS UNO901151000 ANb AORERD THAT THE RIOMT11 AND PRIVILACE6 MEREIN SET OUT ARE OIIA&TCD ONLY TO TMC CREHT OF THX Ctrl"S WONT. TITLE AND INTEREST IN TME 6AND TO BE ENTERED UPON AND USED BY THE MOLDER, AND TMC MOLDER WILL. AT ALL TIMES. ASSUME ALL RISK OF AND 1N06MN1PY1 DEFEND, ANO BAVr HARMLESS THE CITY OF ATLANTIC BEACH FROM ANO AGAINST ANY AND ALL L023, OAMACi E, ANO COST OF EXPENSES A01910,40 IN ANY MAMNCR of TMs EXERCISE OR^TTEMPTCD CKERCI6CS BY THE MOLDER Or TME AFORESAID RIOHTS ANO PRIVI66GE6. 9. TMC DIRECTOR OF PUBLIC WORKS SMALL BG NOTIFIED TWCNTY-FOUR (Q4) HOURS PRIOR TO 8TAR71NG WORK AND AGAIN IMMEOIAT PLATIpN, SUBMITTED B (PLACE CORPORATE $SAL 11 APPLICABLE) SWORN TO AND 6U�SCRIBED BEFORE NC THIS AT Orr Z� NOT U6Ll XLLN�W e K'ARH O£ =80 LO-O£-ueC �^ LO'd ZL815-LbZ-b06 MEDIA DMC C^OLL-1V NECESSARY FOR THE COMlTR4CT•ON, REPAIR, IMPROVEMENT, MAINTSMANCE. SAFE AND CFFICICo'f WHENfvCR NSCE 2' ^TION OF^LL.OR ANY PORTION Or SAID STREET OR CA46MCNT A5 OPCRATON, ALTVIATION OA AELOC OCTERMIN[O BY THE OIREGTOR OI PUGLJC WORKS, ANY OR ALL OF SAID POI SO�` R REMOVED FROM OTHCR FACILITIES AMCANAPPURTENANCES AUTHOR1ZFO "CREUNORR, 5H^l1 ss vC?004 MILLOCATE0 HEREON ^a RccjVsRf0 BY SAID STREET A0 TMC QLP6M E OF tM! PERM TT`E U LESS REM VRS6M[NT 16 AUfTMOR1IZCO,TOA Of PUBLIC WORKS. LL wowK SHALL MEET CITY OF ATLANTIC BEACH OR FLORIDA DCPAWTMr OF Tp�N9PIRATION STANOAROS A 3. a (CONTRACTOR s ( AND OC PFRFORN00 UNDER THE SUPERVIAIONIOF G TELEPHONE NO �.�'�s 4(p PROJECT SUPERINTENDENT) LOCATFO AT 'r7 4 ALI. MATCPIALfr AND EOUIPMLNT SNALL AE SUBJECT TO INipsCTION OT THE DIRECTOR O► PU°LIG WORKS OR 04I6 DE'iIONCC• 5 A66 CTY PAorERTT SMALL BE RESTORED TO ITS 0RIa1NAL CONDITION As DAPI As PRACTICAL, IN KEEPING w1TM CITY 9oCCIFICATIONS AND THE MA«NCR SATISFACTORY TO TMt CTTY. w A ^..TCM Ove PLANS COVERING DETAIL OF TM11 INSTALlAT10N SMALL BE MADS A PART OF THIS PERMIT. CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING SW SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION LOCATION INFORMATION Permit Number: 21453 Address: 2425 MAYPORT ROAD Permit Type: IRRIGATION/SPRINKLER ATLANTIC BEACH, FL 32233 Class of work: NEW Township: 2 Range: 28 Book: Proposed Use: COMMERCIAL Lot(s):2 Block: Section:8 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNER INFORMATION Date Issued: 2/12/2001 Name: LIL CHAMP A/K/A PANTRY INC. Total Fees: 25.00 Address: 8930 WESTERN WAY Amount Paid: 25.00 JACKSONVILLE, FL 32256 Date Paid: 2/12/2001 Phone: (904)464-7200 Work Desc: IRRIGATION SYSTEM CONTRA r A ,P N`FEES r B & L LANDSCAPE CO., INC. PERMIT 25.00 tis coons Re dI1red,, NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. $25.88 14 ATLANTIC BEACH BUILDING DEPT. Date: 2/12!81 81 Receipt: 8833482 CHECKS 31616 CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBIEN�Gn PERMIT JOB LOCATION: g /n �GjAZIr /W OWNER OF PROPERTY: 144UC�C TELEPHONE NO. PLUMBING CONTRACTOR (_-�- CONTRACTOR' S ADDRESS : STATE LICENSE NUMBER: TELEPHONE: o2-f� -/"2 ' / HOW MANY OF THE FOLLOWING FIXTURES RE-PIPED OR NEW SINKS SHOWERS LAVATORY WATER HEATERS BATH TUBS DISHWASHERS URINALS DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS SEWER WATER RE-PIPE (LIST FIXTURES BEING REPIPED) OTHER TOTAL FIXTURES : x $3. 50 + $15 . 00 MINIMUM PERMIT FEE - $25. 00 SIGNATURE OF OWNER: SIGNATURE OF CONTRACTOR: ----------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 B UIL DING, PLANNING AND ZONING INSPECTION DEPARTMENT CITY OFATLANTIC BEACH, FLORIDA CERTIFIC.a TE OF OCCUPANCY WORKSHEET Date Requested: 1 Building Contractor : t 11 �, NE 2A Building Permit Number: ,2 O 6 2 S Address . Legal Description: Tw",stfp_ SECrto•, Improvements to the above described property have been completed it accordance with the terms of the permit and is certified to be ready for occupancy as R#+AJ /ECo SroR� Lowest Floor Elevation : required as built BEFORE ISSUING CERTIFICATE OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Fire - ��p Public Works Planning - 2d' O fi 3 T 'Of d•J� Building 2 THE PANTRY, INC. GROUP COBRA THE PANTRY, INC. P.O.Bot 23180 April 18, 2000 9143 Pimps HIGIIwAY,SUrrE 200 JACKSON--LLE,FL 32241 904 464-7200 Mr. George Worley City of Atlantic Beach Zoning Director 800 Seminole Road Atlantic Beach, FL 32233 Re: Proposed Lil' Champ#1401 Development Southeast corner of State Road AIA and Fleet Landing Blvd. Dear George, Please find attached 5 copies of a preliminary site layout for the above referenced project. These drawings will serve as a pre-application submittal for your review and comment. We are currently proceeding with a full site survey and geo-technical borings. Therefore the site plan may be slightly modified when all information has been obtained. Please contact myself at (904) 224-7300 if you have any questions and/or comments. Regards, J1_ �_WL_ Lee Hawkinson Manager, Store Planning .L�•02x .B .047 : ,. o S{o 'S16�t 4!11 c • Ow tt' 4o'CcQ•$�£�O�r• S°1ro --SOLa) 'zifl � ` N • � O•b1-868 N S L P1- F3$°�'� '�o .EG•obfc i ,p• W • \ 4 • oazo-66Cs91 •� N • � . vile •o*z .8z•b0& � . o 0000-Zoi6�t t3Sz-• • Esv S�% -7t .oSt ' k : tcoo !►�qtr z N w • - W a•�l7S69/ � _ St'z� - -- •to•tto !LL-$� L eft) . (�t19B8� � •'rt•pbt NG� t �a1>664'11) m (fib t69'Z) +9t�or•ayo 3t do + p e oho i- r '•1� tlelk �'' " A'LF1' 3 N ! -7 H :?1 QQyQ' �9in r 4 �.�'^e 1� -00 PAGE FOUR V V MINUTES NAME OF FEBRUARY 27, 1989 COMMRS. M S Y N Cook x Notion: Proceed with the idea of consolidating the Buccaneer Edwards x x and Atlantic Beach wastewater treatment facilities Jensen x x Tucker x No further discussion. The motion carried unanimously. Gulliford x Action on Agenda Item No. 6 was deferred to later in the meeting and Item 7 on the agenda was acted upon next. 7. Action on Resolutions: A. Introduction and adoption of a Resolution authorizing the Mayor and Clerk to execute a resale agreement regarding the Oak Harbor water and sewer system Mayor Gulliford presented in full, in writing, Resolution No. 89-10 APPROVING EXECUTION AND DELIVERY OF A RESALE AGREEMggT REGARDING OAK HARBOR WATER AND SEWER REVENUE BONDS, PROVIDING AN EFFECTIVE DATE. Cook x x Edwards x x Motion: Approve passage of Resolution No. 89-10 Jensen x Tucker x No' discussion before the vote. The motion carried unanimously. GuMford x 8. Action on Ordinances: A. Ordinance No. 90-89-140 - First reading AN ORDINANCE AMENDING THE ORDIlVNCE CODE OF THE CITY OF ATLANTIC BEAM, FLORIDA; AGING CHAPTER 24, THE COMpIUMNSIVE ZONING ORDINANCE AND LAND DEVELOPMENT CODE BY AMENDING THE OFFICIAL ZONING MAP To REZONE LOIS 41 THROUGH 60, NORTH ATLANTIC BEACH UNIT NO. 2, BY PETITION OF AT I"M FIFTY PERCENT (50%) OF CCNTIGUOUS PROPERTY OWNERS FRAM RESIDENTIAL GYRAL MULTIPLE FAMILY (RG2) TO ]RESIDENTIAL GENERAL. TWO FAMILY (RG1) ; AND PROVIDING AN EFFECTIVE DATE. Mayor Gulliford presented in full, in writing, Ordinance No. 90-89-140 on first reading. Cook x Notion: Approve passage of Ordinance No. 90-89-140 on first Edwards x x reading and set for public hearing April 10, 1989 Jensen x Tucker x x No discussion before the vote. The motion carried unanimously. Gulliford x B. Ordinance No. 65-89-19 - Public hearing AN ORDINANCE CiA6ING, VACATING AND ABANDMI dG THE FAST TWO HUNDRED FIFTY EIGH<r (258) FEET, MOM OR LESS, OF THE ASSISI LANE RIGHT-0F- WAY PROJECTING OFF OF MMRT ROAD INTO THE FLEET LANDING PIWE T AND RESERVING UNTO THE CITY OF ATLANTIC BEACIi A PERPETUAL EASEMENT FOR U191:VIES AND DRAINAGE; PROVIDING AN EFFECTIVE DATE Mayor Gulliford presented in full, in writing, Ordinance No. 65-89-19 on second and final reading. Said Ordinance was posted in PAGE FIVE V V MINUTES NAME OF FEBRUARY 27, 1989 COMMRS. M S Y N accordance with Charter requirements. The Mayor opened the floor for a public hearing and invited comments from the audience. Since no one spoke for or against the Ordinance, the Mayor declared the public hearing closed. Cook x x Notion: Approve passage of Ordinance No. 65-89-19 on second Edwards x and final reading Jensen x x Tucker X No discussion before the vote. The motion carried unanimously Gulliford x C. Ordinance No. 57-89-14 - Public hearing AN ORDINANCE RDGULATING THE PRESENCE AND CONDUCT OF N MRS ON SETS AND OTHER PUBLIC PLACES; DEE'IlNIM DUTIES OF PARENTS OR OTHERS IN CARE OF NEURS; PRM71DIM FOR DETEMO T AND FEW9,TIES FOR VIOLATIONS THQRE1pF The Mayor presented in full, in writing, Ordinance No. 57-89-14 on second and final reading. Said Ordinance was posted in accordance with Charter requirements. The Mayor opened the floor for a public hearing and invited comments from the audience. Ryan Weeks of Boy Scout Troop 37, 380 Eighth Street, read a letter to the Comnission stating he felt 10:00 PM was too early an hour for the curfew and it was unfair to penalize all youth because of the deeds of a few. Mr. Benjamin Brown, 1970 Park Street said he had had trouble with juveniles throwing rocks at cars and felt the Ordinance would help control problems of this nature. Notion: Approve passage of Ordinance No. 57-89-14 on final Cook x reading Edwards x x Jensen x x In brief discussion before the vote Chief Thompson was asked to Tucker X explain to the audience some of the provisions of the Ordinance. Gulliford x He explained that while the Ordinance applied to all youth out after 10:00 PM Sunday through Thursday, and after 12:00 midnight Friday and Saturday, the police department would try to use good judgement in its application and exceptions would be made for people returning from school or church functions or returning from work. Since no one else wished to speak for or against the Ordinance, the Mayor declared the public hearing closed. The question was called and the motion carried unanimously. ORDINANCE NO. go-88- 135 AN ORDINANCE AMENDING THE ORDINANCE CODE OF THE CITY OF ATLANTIC BEACH, FLORIDA; AMENDING CHAPTER 24, THE COMPREHENSIVE ZONING ORDINANCE AND LAND DEVELOPMENT CODE BY AMENDING THE OFFICIAL ZONING MAP TO REZONE LAND OWNED BY A. FREDRICK ADAMS, FRED A. ADAMS, JOHN SHEA, GEORGE HELOW; HELOW PROPERTIES, LTD. , WILLIAM BULL, JANE BULL AND HARCOURT BULL, III DESCRIBED ON EXHIBIT "A" ATTACHED HERETO FROM OPEN RURAL (OR) AND PLANNED UNIT DEVELOPMENT (PUD) TO A PLANNED UNIT DEVELOPMENT (PUD) ; PROVIDING AN EFFECTIVE DATE WHEREAS, The Community Development Board of the City of Atlantic Beach has considered a request to change a zoning classification of land owned by A. Fredrick Adams, Fred A. Adams, John Shea, George Helow, William Bull, Jane Stull and Harcourt Bull, and held a public hearing on same on July 19, 1966, and WHEREAS, The City Commission does exercise its powers to amend the Land Development Code, including the Official "Zoning Map, in order to encourage the appropriate use of land, and WHEREAS, The rezoning is consistent with the Comprehensive Plan, and the rezoning will not adversely effect the health and safety of the residents of the area, and will not be detrimental to the natural environment or to the use or development of the adjacent properties in the general neighborhood, NOW, THEREFORE, BE IT ORDAINED BY THE CITY COMMISSION OF THE CITY OF ATLANTIC BEACH, FLORIDA: Section 1. The Official Zoning Map of the City of Atlantic Beach is hereby changed to reflect the new zoning of property described on Exhibit "A", from Open Rural (OR) and Planned Unit Development (PUD) to a Planned Unit Development (PUD) . Section 2. This ordinance shall become effective immediately upon its adoption. Passed by the City Commission on first reading August p 1988 Passed by the City Commission on secon nd fin 1 reading_ January_11„ 1989 Will m I. ulliford, r. , Ma , residing Officer Approved as to Form and Correctness: ----r ----- -----<--. ---- - ----- Claude L. Mullis, City Attorney (SEAL) r' il.•-L---- -- ------------- Maur erx King, Ci y C rk ORDINANCE NO. 65-89-19 AN ORDINANCE CLOSING, VACATING AND ABANDONING THE EAST TWO HUNDRED FIFTY-EIGHT FEET MORE OR LESS OF THE ASSISI LANE RIGHT-OF-WAY PROJECTING OFF OF MAYPORT ROAD INTO THE FLEET LANDING PROJECT AND RESERVING UNTO THE CITY OF ATLANTIC BEACH A PERPETUAL EASEMENT FOR UTILITIES AND DRAINAGE; PROVIDING AN EFFECTIVE DATE . WHEREAS, the City of Atlantic Beach is the owner of a 60 foot right-of-way extending east off of Mayport Road a distance of 558 feet more or less named Assisi Lane, and WHEREAS, the developers of Fleet Landing have requested the portion of the right-of-way extending inside the boundaries of the project be closed and vacated, and WHEREAS, the City of Atlantic Beach has determined there will be no adverse public effect upon the vacation and closing of said right-of-way, NOW, THEREFORE, BE IT ORDAINED BY THE CITY COMMISSION OF THE CITY OF ATLANTIC BEACH, FLORIDA: Section 1. The east 258 feet of the Assisi Lane right-of-way extending east , off of Mayport Road toward the project known as Fleet Landing is hereby closed, vacated and abandoned in all respects with the exception the City of Atlantic Beach reserves a perpetual easement for drainage and utilities across said right-of-way. Section 2. This ordinance shall take effect upon its adoption. Passed by the City Commission on first reading February 13; 1989 Passed by the City Commission on second"alreuadinFebr r 7. 1989 rd,11111yor Presiding Officer ApprAyed as to Form and Correctness: Claude L. Mullis, City Attorney (SEAL) Maureen King, City Clerk