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Permit 1296 Beach Avenue d a J t9►SPAIRTMBNT QF SUILOINQ { tT F ATLANTIC BEACH l . FE I T NF's '`' »,�» + 1' tit TiFQIbIAT ION, . Permit NWIkbe'e,.` 13:$10 Address', 1296 $EACHAVENUE � - ► " t : E 9 C RI CAL ATL'ANTI C BEACH, FLORIDA 32233 a 6 ►N ,.ADDIT �~ O L t ESC I ?T C?N C str.` �+ a TIO Block: 5 Lot Twp. f} �F c se . s s:SINGLE,I+E: `SIL Section* 0 Su ►d:0 p 1 I 1rA9 ; 0 SubdivisioWMANDAL,AY € Q, > `LICATIO?N FEES -..------ NetII+B. PERMIT32. { AdVLORr: Sill v rr` .d s4 - : 4441 , li IDA f s , IV Ad ,:k g..O 1.50 s CH PL 3233- 0150 ESP tis .3 €h'�tE�613 ?�.A yotk+as4* ew. =,re¢kt. r. ^'�2.�wm t NO3TICE'�-A1:L CONCR TI FORM; AND FOOTINGS MUST BE INSPECTED BEFORE WO?Iil Y h n PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUfLVIN1G MAT6kiAL fl#", SH AAtt DED RIS`FROM'fHiS WORK MUST NOT SE PL �Et3 ihI:PUBLIC SPJk :I:,ANi3 MUST BE G1,EAREQ U`P ANt3'HAUL�t Atr, BY EtfiH R+CON7RAGTOR OR OWNER �OP • � p�Y�NG TWE FOR A� ,� ' .$s I ISSUED AGCO)R©INCa �'O APP€tO)1EU,PI.ANS WHIGH ARE PART OF THis Pf*FtMPT AND'SU8,IECT TO`REYEG4TIQt4 FOS VIOLATION 4F'Af�PL�iL PIO3VIStOIhIS OF L/1W. #B I4 mrnN TRANSF. 'NO. x. i ` 1,317 ISPAPITMIONT:OF BUILDING CITY OF ATLANTIC BEACH ' FERM I T If(FORMAT I plst - LQCAT I ON I NPORMAT I ON Pormit Number:- . 13775, Address:, 4296 BEACH AVENUE i Permit Type'vikLL SI0C ATLANTIC REACH PLdRIDA 32233 Clan$ ' of Work:ALTErATION - LEGAL DESCRIPTION Cixtr .' T ' e.f?ICI3D I<` E Black: 5 Lot: Twp: a Prc o ed U e.SIfi#C I�'AMII►Y vection, D Subd t Itn t Dwel tf n4i : subdivi ion:MANDALA�Y iltprov.. 'Cost : , 0 .001 TotatF e � *CSU ' w. mount ;ft � �� ­64.00, 97I Det w6v ICi g w APPLICATION FEES, - RSI+ .$_ SIT 4 tit} A+ dNUE .F.w B FLOR I DA 3 r Pho t01 J 1 C - t R O Name; ING 'Adc yew - p a JAC} UI!I ISL 32211 Exp 4 4 � 1 NOTE'S: NaTICE_ ALL CfTNC ETk fORNIS AND FoomoS musT BE INSPECTEO BEFORE POURING. PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUIIR IN('a MATERIAL,'HUI E ISt�AtND:{ EBRIS FROM THIS WORK MUST INOT SE P ACEp IN PUBLIC« ?tCEl AND MUSTBE �,CLAFEED UI?ANp F#AULD'AVh�AY�B'Y"EITHERC3NTRACTDR OR OWNER ` ` I LU l ` ` � ''IC WITH THE MECHA#�►�IICS' 1JE ,L ii ll, 1 ` JL. ' 1 , A"Jkd T41 CE t ► 8U1 a i rlt 1 l RCS ��IITS." I3SUI:D.ACCdRDINCi 1`d:A' 006VM PLANS:WHICH ARE PART OF THIS PERMIT'AND,SUBJECT TO REVOCl1TIdN Ff7R �tI kLA>Ett N dF APPI.ICABLs.o, i$fONS d�LAw. x,.08a. t77H1144 ATL 'TIC-,SE ACH SI.I#Lk f.N PAR, 71 DEPARTMENT OF OUILDING CITY OF ATLANTIC BEACH _ PERMIT INFORMATION - LOCATION INFORMATION - -------- F i t -__ ___- eiit Number: Address ; 1295 BEACH AVENUE Permit` Type:DE OLI' ION ATLANTIC BEACH, `LORIDA 32233 CI 1as tit I* ork•ALTERATION ------�. . L9GAL 'DESCRIPTION, ,—'- " � 0 E 45 I �oastr Type, 1cr0 Proposed US*:S.I QLB FAMILY Sectiow, U Subd:0 Rho, - 01 Dwe l ihos", CI - ': Subdi,vioi on*.MA bALAY St . :Value: 0.'00 I prav.. Cq Total-11 00 Dt 7 Nor.' L DEM.OLIATION 4ORKINTERIOR ONLY ION .APPLICA'sION `EES- -�--___-_-_ . �11�1`n4: . I� PERMIT _ X4.0 Ad d r . T'l o f 9P N :��TRE�°� �C €PAY Add r . 0. ::,3 3 _ 39 tH tL 3;2240-1393Cd � i' warpp;( w„ .r,,,.5?16Mm4 .W.�'�H`” , ,• k a+ �o v ,+ .o o ayw :x�+ mw, w Nva sow+ a. nn..an n '+ MOTES NOTICE--AI.LCOI l»1I "FORM$AND FOOTINGS MU$T EE Ii�BPE�I:`CI BEFt?RE POt1RIMC�., PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE SOIL64NG MATERIAL,RUBBISH'AND DEBRIS FROM THIS WORK MUST NOT$E PLACED IN PUBLIC SPACE,AND I MUST BE CLEARED UP AND:HAULE °AWAY BY,EITHER CONTRACTOR'OR OWNER "FAILURE `TO. NIP .Y,W TH THE MECHANICS' »IE h AIN ►N:. E3 LT THE FR PE:R ►w' WER PAYING TWICE 10OR BUILQi �G 1NIPROV iI TS." , t$SUED ACCOFIDINO TO APRROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO OEVOCATION FOR V*ATION CSF APP06ASLE PROVISIONS OF LAW. ;ATLANTIC BEACH BUILDIN' DEPAR MEN I>e ; 5441 ' QEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH i PZRX IT IN MAT QN LOCATION INFORMATION Perr fi Number: 13611 Address. 1296' BEACH �tVE UE Permit 'STOW. EIiEL? ATLANTIC' BEACH. .�►4RIDA :32233 �« cry I o>« t*"�" .3. 3AL I EBC T PT ON; constr. Type 414,06U PPIANE Block: 5 Leat . Twp: G� Proposed IlSe.BI ILt FAMILY ction: Subd:0 Rnq; DweI l iris. Su, iv xio .MANDALAY 8� Vatus " 0#CIf� Impr-ov, Co �t6unt 6 APPLICATION FRES J N PERMI T 25.00 Add � kn d s M w P 'O#MAT T, ems' NOTES. 140TICE-•ALL CONCOSTtFOAMS AND FOOTINGS MUST sE INSPECTEIy BEFtlRg I*",INS PERMIT.,VO4D SIX MONTHS AFTER OAT I .OF ISSUE Sltl4.# #SVG M iTIrRlI L,=F 1t13 31SN 74t [3`f3�15,6141,8iOM`1Hlu Y114)RK MUST P#C97 BE P A9> b i; l PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULtb AWAv 11x':0 THEA GONTRACTOR OR OWNER `FAILURE TO "�P W. WITH:THE MECHANIC LIEN. 1W CAl� �t ULT tA� T .}E TYWR AYtNfi TWICE,TH . ISSUED ACCORDING 7©AFPi t 1> i? PLANS WHICHARE PAR T OF THIS PERMIT ANL? 3U£3,IECT fi4"F E t AI ION OF. ..PLICA #PAOVI&#f�fi�8 OF LAW. Dates 4t8�f9� ftp ��� . 7�1h F ATLANTIC#EAC,H BUILDING,DE PA MENT E 3 W Cd ' W C7 Q CL In s 6" TYP TO FIRST ANCHOR P.T. BOX SILL (TYP.) NOTES: m SEE SCHEDULE BELOW 1. WHEN MONOOP4C SLAB IS USED, THIS FLOOR FRAMING IS NOT REQUIRED. ! s SEE FLOORING DETAIL DWG. No. 951`02203. Z "' n n n - r SEE SCHEDU4: -U- Li--- P.T. JO)STS LE 1BELOW (TY-P.) 2. ALL MATERIALS AND LABOR SHALL MEET OR a m s i EXCEED APPLICABLE 'LOCAL CODES. � ''' o 0 1 L vss U t _�`_ �r I r 4 x 4 F.'. RUNNERS " z ' ~' c SEE SCHEDULE BELOW 3. ALL LUMBER 10 BE No. 2 GRADE SOUTHERN t YELLOW PINE OR EQUIVALENT UNLESS 'x o o Q �'� �� -n.`---Ti----rF -- "r•Eix:SE SP_<<F:cD OR S,/PERS---DED BY � n Q Z' 2 _ -i-=--,L=---`___ 2' Cly\ 7 E4TE� �`i�•J '_ �Pat .r'.E+�L i'�.OI+L it�VE�J. Q 3 q `�- F_:JOR DECK 4 1"15 :�OG^c 'RAV(NG PLAN )S FOR THE 3 -`C. STATESAALAN as f -ZL _ __---_--===-P=-=-=_? 'n C"_t �:r .n B,,rr ovj" UT $tip PRIOR <; _ - -- ��oR .t` EART A>r:i INDLSTRIES. INC. j t ' __ _-_ ___ , �• _ _-`...K "M� -. iJ J_ .�.- 1N J•vSI KIt`.. INC FOR RES0vuTt0N- O Ty£ O IL Q E E £ Z r r O OD FZ D D CD co �N e C B `STATESMAN FLOOR FRAMING _ ` `s's` A SEE NOTE No. I Bill v o, s .n i F 4 X 4 P.r. P.T. JOISTS W A B C D E RUNNERS & BOX SILL REMARKS o 6' 8' 10' 12' 14' 16' 18' "LO' 22' 24' 40' o Z 5'-0' 1'-6" 3'-0" i' 2 REQ'D 2 X 4 x 0 -o t'-o' '-02 REQ'D 2 X 4 m 3'-6" ' 3 REO'D 2 X 4 ` �{ vc.iti 3 REO 'D Z X 6 95102202 =0' 4'-4" 4 RE O'D 2 X 6 SFiEf T 2 OF 7 I ` i a 4'-8' NOTES: - U p AD 5 _g I. T4ESE STRUCTURAL DRAWINGS SHALL BE USED FOR THE CONSTRUCTION OF TWE •i I 45_ 311E SPACE SHOWN STORAGE BUILDINGS IN rKE EVENT OF DIMENSIONAL DISCREPANCY, It v_' I NOTIFY THE ENGINEER FOR RESOLUTION OF CONFLICT. ANY DEVIATION FROM w a �o or. IVESE DRAW14GS MUST BE APPROVED BY THE ENGINEER. n 2 � j cx� n 2 FOOTING DESIGN BASED ON AN ALLOWABLE BEARING PRESSURE OF 3000 P.S.F 4- $ o W J 3 TIE MOWN ANCHORS SHALL BE USED ON ALL BUILDINGS. USE TIE DOWN ANCHORS iV, 4 z r 1/2" DTR X 30" LONG. 4" SINGLE HELIX. MODEL WE-30. AS MANUFACTURED BY TIE DOWN ENGINEERING. INC. ATLANTA GA. INSTAL1AnON SHALL BEZ a I 2 X d TYP. ACCORDING ?0 'NE MANUFACTURES SPECIFTCAT9pN5. (EpUNALENT OR BETTER Ix o a. O i I I ACCEPTABLE) cm a ip T X 3 RIGID DOOR ! T:IIS IS TO CET74" 'r4A� Tr4E WOCO FRAME S-ORALE BUILDING AS SHOWN ON � Z GLUED & NAILEU THESE ORAW'NGS HAS BEEN DESIGNED IN ACCORDANCE wTTH THE 1994 SOUTHERN J I9UILDING CODE WITH ALL REMCNS TO CHAPTER 1606 FOR 110 MPH WIND VELOCITY. �t EXTERIOR SIDING s - Y i N � { MA'=R'sALG. go t 2 X 4 TYP. ALL L VBr-R aC K 14;,'u9EP 2 GRAB-- S.YJ'}r4"i `T°DYIf o'y£ OR £OUB/AL.ENT. 2'--D" 2'-Cf �- 2 X 5 AL_ �i�1M0�^/DL w0^n G_SS='z SL4A_L CCNv^_RW TO --4E LATER E^.�+nri Z J r A;A CF,V r�.-A-t�I�LG 1 n. 2 - _2'- L . < W 4'-C AL.�. CCtvNEC',FS/ AS?NE?S AND -: SPAC•vG S-AL: WE=- "rE 5,-C" APDL tCAgLE COD'S LJ CONTINUES ALU%MRUV AL_ VA IERA`S AND: .A90? --EQ A-29'L CABLE _OCA'_ CODES ` OS.B. DECKING ORIENTED S-AND BOARD AS VANUFAC•URED BY _OUISIA'JA-oAC'F!C COMPANY. PORTLAND. OR. O O n 5. THESE BARNS ARE 'O BE USED FOR STORAGE ONLY AND NOT FOR HABITATION. J Lij n 7. DIMENSIONS LABELED BY LETTERS VARY BY MODEL AND SIZE OF BUILDING ANDLo ~ SHALL BE OBTAINED FROM THE PROVIDED SCHEDULES. <LL-i O () 1 B. NON-STRUCTURAL OETAILS AND (TEMS MAY BE CHANGED AT OWNERS DISCRETION. z 1 1 T 9. ALTERNATE ANCHORING: A CERTIFIED GALVANIZED STEEL STRAP MAY BE USE D i •• °e cv OVER THE BOX SILL FROM ONE SIDE TO THE OTHER CONNECTING TO TTNSION t ` M BOLTS ATTACHED TO THE ANCHOR HEADS. (MODEL No. MIS2 OR EOUN.) 01) a � LLJ Z c at Q TYPICAL PLYWOOD GUSSET PLATE W z cd � 95702206 t WET 7 OFA7 � j.A AP SHOWING �MMARY SI y Off° LO ` BLOCK AS SHOWN ON MAP OF AS RECORDED IN PLAT BOOK PAGES OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED FOR: erg r� �i�'S Com-, - —' Trc_6 E2�/,c�S • �,� Ic'�-1 PI D" C--TL. Ti l-c_E SNS Co I0-7. 50 ' �o �Iv r 17 .fit Zn.o 3.S ti � 0 4:2� N m � _o J REQ'rE 0 e�"' 4 �� 4 1997 4 APR City of Atlantic Beach ' Building and Zoning THE PROPERTY SHOWN HEREON APPEARS101CIE WITHIN FLOOD HAZARD ZONE_ K- AS SCALED FROM FLOOD INSURANCE RA TE MAP V Cc I FOR ME Cl T)' OF/—","n-•C-�t FLORIDA, DA TED ¢" 17-P9 AND r DEPARTMENT OFr BU LDIN CITY OF ATLAMT}C BEACH PERMIT INFORMATION .. _ ------�, LOCATION INFORMATION -------- Permit Numberi 13'568 Address: 1296 BEACH AVENUE Permit< TYpe.*UTILITIES ATLANTIC BEACHP FLORIDA 32233; class ,of,:work;NEW: LZOAL DESCRIPTION C©notr. `Iypo:1400D ,FRAME Block: 5 Lot : Twp*l 4 . P 4Posed Us v. SINGLE' FAMIL Se tion« A Subd:o Rng: 0 T we l l ings« 015ubdi v s i on:MANDALAY, Est . Value, oweo Improv. C t 0 .00 C� > r a 595.00 amount a ,.LIQ .. ION APP L I CAT I CN FEES _---_.. N PERMIT S $60 .00 Add. H E cp. aS C 14 Pht 2 . ,., . . . C RA I ORMAT I .. PARTMZ ° IsdCll « $ raw U# j - N f a v N��`�' Exp , gyp ro A' NOTES: NOTES: i i 1 a NOTICE—ALL CONCRETE FORMS AND FOOTINGS'MUST BE INSPECTED BEFORE POURINQ j i PERMIT VOID SIX MONTHS AFTER DATE.OF ISSUE BUIL 4ATERIAL, RU73E31SH AIVD flEBRIS FROM THIS WORK MUST RIOT BE PAGED IN PUBLIC SPACE,AND MUST BE CLEA UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER w °�- ``FA Tt COLMPLY'1N TH THE MECHANICS'LtEM LAW,CAN ,R $UL? IN THE PACIPOTY OW PAYING TWICE FOR SUI LDING IMPROENTS. 3 ISSUED ACORDfNG TO APPROVED PLANS WHICH ARE PART Of THIS PERM}? AND SUBJECT TO REVOCATIQN.FOt VIQLATION'C1F.APPLICABLl;pRC1V}SIONS Of LAW, # t « i GDate, E�KS ATLANTICs � BUIL DE RTMENTi18� By: VI L DtPARTMENT OF 13UILDING CtwPF`"ATLANTtC BEACH PERMIT 'I'NFORMATION - L,�iCATIt�N INF'�3!l+tl4A'fI43N H�xe b 'r 1>Ef?O Addresses 3.29 BEACH AVENUE PrsrTr�it Types; BUII..I7INCi ATLANTIC BEACH, FLORIDA 32233 IC1os of Work i ADD"�TI`ON �-� µ- LEGAL DI�StCRIPTION -- w--. i Cc r��rCar. T ► �r x' efts Blocks s 50 Sections d SINOLR P�kN I.. Plot !BookI Puget 0 r 11B. x Codes Orrr.4" gar "a fiNC+ ,LAV w �. �.. ,w .-_-�. ---- - !$1766. 4G OWNER INFORI"IAT'TOR 3 rres1a CoAst z 00.00 Names RICHARD PARTRIDGE 'T a 3 stdroomss 3. 96 BEACH AVENUE . .µ 15.00 ATLANTIC BEACH, FLORIDA 3 233 phones t904)246-0340 Work Iyl3I'I'I AL 2N1 STORYDECKVARIANCE 10/3,7/89 _ . k ICATION FEES PROP *15.00 s , PACT FSE ifj�,. aha �/�yy k 5' F s s AA RADON CCAS' 5% $0. OC? WATER TAP � *0.00 .. .. HYDRAULIC SHARE $0. 00 'RE-INSPECT FR.R *0.00 ENGINEERING *0. 0 OTHER NOTES: . ! l4 tI / 4 s NOTICE--ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING I PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL,RUBBISI' AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED"UP AND hIA"ULEC�AWAI!BY EITHER CO TRACTOR OR OWNER. r ", FAILURE T:� cdMPLY.'1r*VITH THE MECHANICS' LIEN LAIN CAN RESULT IN THE PROPERTY NE.R RAYING Tt I WICE FOR BUILDING IMPROVEMENTS., ISSIt ACCORDINGTO APPROVED PLANS WH(CH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION VICJLATfON1F APPLICABLE PROVISIONS Of*LAW. ATLANTIC BACH BUIL Q"D`EPARTMENT Y: e .Addres s Heated Square Footage @ $ per sq ft = $ Garage/Shed @ $ per sq ft = $ Carport/Porch @ $ per sq ft = $ Deck s @ $ __per sq ft = $ jlZ) Patio @ $ per sq ft = $ TOTAL VALUATION: $ CC) 00 Tota Valuation 1st $ 4Doe) — �1� $ S� Remainder Valuation per thousand or portion thereof --------------------------------------------I Total Building Fee $ /Q ADDITIONAL PERMITS and/or FEES REQUIRED ; + 2 Filing Fee $ S 0,C) Mechanical ; Fireplaces @ 15.00 $ _ BUILDING'PERMIT FEE $ /�° Plumbing Electric/New ' ------------------------------------------------- Electrie/Temp Septic Tank BUILDING PERMIT $ /S-- od Well WATER METER CHARGE $ S�sinmirig Pool SEWER IMPACT FEE $ Sign WATER IMPACT FEE $ Water Connection MISCELLANEOUS $ Sewer Cormection $ Water Meter $ Elevation Certificate GRAND TOTAL DUE $ / ---------------------------------------------------------------------------------------------- CALCULATIONS and/or NOTES --(-,Zk } 17� 4 `O 1 Remodel JOPADDRF.Ss / �nCCC' 7 -GI E-- TYPE WORK PROPERTY OA�IVVER��f �n d 1 —TF,LEPS'O1VE Ca S= l Q� CONTRACTOR ��n _�.r.�; r r.F rOAT PMURT NUMBER 7 DATE -1 ZNSPECTI'ON.S. FOOTIZVG /0- a v .SLAB nZ.SEAM L iTEL 1YAZI.IIVG,�iFATST3VG I%- Ce - � FRAMIVGICOVER UP INSULATION FINAL:BUILDING CER3 C4TE OF OCCUPANCY Fr. (. vc L PF8Ml3# _� �n V VSPEC 70M ROUGH FWAL y� i JOB ADDRESS PROPERTYOWNER -76 PERMIT NUMBER - DATE ' 9 INSPECTIONS: FOOTING - _ SLAB -1 r TIE BEAM LINTEL NAILINGISHEA THING -a FRAMING/COVER UP 2- / - 9 ' INSULATION _ _ a o FINAL BUILDING Y 7 ( ° CERTIFICATE OF OCCUPANCY ELECTRICAL PERMIT# INSPECTIONS ROUGH - i 9 9 FINAL - 7.- MECHANICAL PERMIT# INSPECTIONS ROUGH FINAL PL UMBING PERMIT# INSPECTIONS ROUGWUNDER SLAB TOPOUT 2-- WATER/SEWER -/- 5( - C 9 FINAL �'�- 7-9 NOTES: ­qb 0 - f CITY OF ATLANTIC BEACH FLORIDA Approved by APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: � 19 ?7 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 IWACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. BILL'FHOMPSON ELECTRIC CO., INC, P. 0. 80X 330150 ATWffIC BEACH FL 32233-0153 ELECTRICAL FIRM: MASTER LECTRIC N SIGNATURE JOVRNEYMAN NAME ADDRESS: � dZ415� J2�-j RFD BOX BLDG.SIZE BETWEEN: RES. APT. i ) comm. ( ) PUBLIC ( ) INDUS. ( ) NEW ( ? O RE ADDITION ( ) TRAILER ( ) TEMP. ( ) SIGNS ( ) SQ. FT. SERVICE: NEW( ) INCREASE ( ) REPAIR>4- FEE } CONDUCTOR SIZE AMPS COPPER ALUM. SWITCH OR BREAKER AMPS PH W VOLT RACEWAY EXIST.SERV.SIZE Zif- ©AMPS PH VOLT RACEWAY FEEDERS NO. SIZE IND. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL ' 0.30 AMPS. 1.100 AMPS. SWITCHES } a INCANDESCENT I FLUORESCENT&M.V. I FIXED 0.100 AMPS. I OVEN APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING I COMP. MOTOR I OTHER MOTORS AMPS iCEIL HEATI KW-HEAT I 3 l l y Tmvl I I I I low ► MOTORS H.P. i VOLTAGE I PHS , NO. ` 10 HEP. I VOLTAGE I PHS] MISCELLANEOUS II TRANSFORMERS: I UNDER 600 V. 11 1 I OVER 600 V. I ` i i fi i i CITY OF ATLANTIC BEACH PERMIT APPLICATION REMODEL, ADDITIONS OR ALTERATIONS Owner(s) : Phillip Chandler and Francine Pezzuti Address:__1296__B_e_ac_hA_v_e_nue_Atlantic_Beachphone: _249-9769 Lot #_� �1 Block or Unit #_50Su bdivision:__Mandalay-__^___ Contractor: Thm e Gellatly_Copany_`- Describe work to be done: -Non-structural-demolition work, interior only ----------------------------------------------------------------- Present use of building: Residential __________________________ Valuation: 2 ,000 .00 -------------------------------------------______------ Proposed user ____________________ Is this an addition?____ no __ 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) ? Ne jw plumbing fixtures?____ New fireplace?----New Heat/AC?_____-_- SUBMIT THREE COMPLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF COMMENCEMENT, AND OWNER/CONTRACTOR AFFIDAVIT, IF OWNER IS CONTRACTOR. Signature OWNER: Date: Signature CONTRACTOR: Date: X97 FLA. 1541 LAWS (� MAN"FMtl AN Fit r,e15 z err of ��orrit Yt�C�eYlt�ext# 1rw�rw�w wraw�nl �O tathOiltr It COltttttC ._ The undersigned hereby informs all concerned that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statute% tM following Information is stated in this NOTICE OF COMMENCEMENT. Desuiplion of property.»4»4_44.»._., 2,2 3 Lots 13 & 14 Block 50 as shown on map of Mandalay, as recorded in plat book 10 pages 11 of the Public Records of Duval County Florida General description of kJrovemerMs- named i r j Qn of i nisi ny. _ no structural remodel, repipe existing plumbing, new HVAC, paint, carpet and ...................».. misc. . .».repairs.»».._»._ Owmr...._P.h.71.1.1.�..R»..Chi.Glf�,1,�L..�i3...�.l:a�.7..A>R....)~.�.T.l�.l...».._...._.»._.»............... .�»._.._..__ 1»296»»Beach »Avenue, Atlantic.Beach, Florida 32233 Owper's iNpr ered in site of the ImovennW. Fee Simple r I . Fee'%m*Tele holder of other than ownw) N/A me".......... »».»»» Addreu•....__. _4444 i CoMreda_ »� The Gellatly Company » P.O. Box 51393 Jacksonville Beach, Florida 32240-1393 Swely W any,. N/A Addnu. Warne of person within the State of florid.dedgnated by owner upon whoin nota+or other doaema roar be serve&i Address..._.»I..In addition to himself,owner designates the following person to receive a copy of the Lienors Notice as provided in Section 713.13(1) (Fl,Florida Statutes.(Fill In at Owners option). Nam...........The Gellativ Comnanv Addreu.......P.,.R,...>3a1ac...S.J..3.5.L..,La ck n U i.11 ta Sea P1 A UM eFACa FOR RaCOJ1.aR'e uea erKr ' ,✓ �.r� 444:4.=i..r._.._... .r...�.... 0W1W sworn a end before me HOW .utarj t'ublic,State of Florids :a.uzpiws April 12 2000 Comm.No.CC 540815 CITY OF ATLANTIC BEACH PERMIT APPLICATION REMODEL, ADDITIONS OR ALTERATIONS DEMOLITIONS Owner(s) : �, �1� 1/ F Gi K / Address: 21 G 1:5"" 4 V E Phone: 1(9� T Lot # Block or Unit # Subdivision: Contrac State License # Address: Phone No: Describe work to be done: A/A re- `::f A .)p rtPe r �,c!' .n zlLl. 4_f AOL �'�r o K 4./ ►-1 T Present use of building: Valuation of Proposed Construction: Proposed use: 46 -" t V. 'B 46k l � �s 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? SUBMIT THREE (COMMERCIAL) TWO (RESIDENTIAL) COMPLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF C0NMWCIIMMNT, AND OWNER/CONTRACTOR AFFIDAVIT IF 0 R S c9i5zRACToR. Signature OWNER: e: Signature CONTRACTOR: 7,1 �G Ate: License Supplied: ECEIVED Liability Insurance: r� i " `; APR 4 1997 Worker's Compensation Insurance: 4- City ofAtlantic Beach 40 Building and Zoning CITY OF 1*4vt&e Feacl - 9&ra4 SOO SEMINOLE ROAD ATLANTIC BRACH, FLORIDA 32233-7445 TELEPHONE (904)247-5800 FAX 1904)247-5805 SIT 852-5800 CHAPTER 489, FLORIDA STATUTES, PART I "CONSTRUCTION CONTRACTING" REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: DISCLOSURE STATEMENT FOR SECTION 489. 1 03(7), FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT LAW. THE EXEMPTION ALLOWS YOU, AS THE OWNER OF YOUR PROPERTY, TO ACT AS YOUR OWN CONTRACTOR EVEN THOUGH YOU DO NOT HAVE A LICENSE. YOU MUST SUPERVISE THE CONSTRUCTION YOURSELF. YOU MAY BUILD OR IMPROVE A ONE - OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF $25,000.00 OR LESS. THE BUILDING MUST BE FOR YOUR USE AND OCCUPANCY. IT MAY NOT BE BUILT FOR SALE OR LEASE. IF YOU SELL OR LEASE A BUILDING YOU HAVE BUILT YOURSELF WITHIN ONE YEAR AFTER THE CONSTRUCTION IS COMPLETE, THE LAW WILL PRESUME THAT YOU BUILT IT FOR SALE OR LEASE, WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR. YOUR CONSTRUCTION MUST BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. ORDINANCES ALSO ALLOW AN OWNER TO IMPROVE THEIR OWN PROPERTY WHEN IT IS FOR PERSONAL OR FAMILY USE, AND LIKEWISE REQUIRE ALL WORK (EXCEPT MAINTENANCE UNDER $2,000) BE UNDER A BUILDING PERMIT AND PASS ALL NORMAL INSPECTIONS. THE ORDINANCE STATES OWNERS MAY PHYSICALLY DO WORK THEMSELVES; OR MAY HIRE UNLICENSED WORKERS PROVIDED SUCH WORKERS BE UNDER "DIRECT SUPERVISION OF THE OWNER, WHO MUST BE ON THE JOB AT ALL TIMES WHILE WORK IS IN PROGRESS BY UNLICENSED TRADES PEOPLE. THIS DOES NOT ALLOW USE OF UNLICENSED CONTRACTORS. SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE, THE BUILDING DEPARTMENT SUGGESTS WORKERS COMPENSATION INSURANCE BE PURCHASED UNDER THE HOMEOWNERS INSURANCE POLICY CLEARLY PROTECTS THE OWNER. OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1 099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES. OWNERS BEING SUBJECT TO $5,000 PENALTY UNDER FLORIDA STATUTE No. 455-228(l). AN "OCCUPATIONAL LICENSE" IS NOT ADEQUATE. THE OWNER SHOULD PHYSICALLY SEE THE COUNTY "CERTIFICATE OF COMPETENCY" OR THE FLORIDA "CONTRACTORS CERTIFICATE" TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. TELEPHONE THE BUILDING DEPARTMENT (247- 5826) IF IN DOUBT. I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ,,..,,A�B���O�����V.�-E-'C) URE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-„pid+I R ERTY O N BUI 9 /'}c� c-/) /'� /05e-- S�5—c 76 9 ADDRESS TELEPHONE SWORN TO AND SUBSCRIBED BEFORE ME THIS f?- DAY Of'I (, �_A2, {'� 1 9 NOTARY PUBLIC NOTE: PHRASES UNDERLINED ABOVE MY COMMISSION EXPIRES: ARE EMPHASIZED BY THE BUILDING DEPARTMENT. Paucla Amoneft MY COMMISSION III CC553881 EpIRF;? ;`•. August 27,2000 BMD ThRU TROY FAIN INSURANCE,INC. RECEIVED APR 4 1997 sf,-r AA t* 7 "NG s City Of Atlantic Beach 9�v4/�d w/° L Building and Zoning tMj*jt SwSt41 all P*, U a C, SELF-SEALING SHINGLES c., a r ; o n ro EXTERIOR GRADE SIDING c m AS REQ'D o T C' O i F z 4 z z TYP. LARGE BARN i CONSTRICTIONrl I Li IYP. SMALL OWN CONSTRUCTION .n Q 1 , 1 �- i 1 1 1 I Lo FRONT WALL SECTION FRONT ELEVATION RIGHT SIDE ELEVATION = (� z r ' STATESMAN YARD BARN m A B - LENGTH C - SIDEWALL D - HEIGHT DOORWAY W 6' 8' 10' 12' 14' 16' 18' 20' 22' 24' 40' 3'-6" 4' 6' 7' 8' 7'-3' 7'-B' 8'-d• 8'-6" 9'-0 9'-fi 10'-6' t1'-(i $ Z s'-p" 4'-0 « O ' Z i 8'-0 4'-0 m 12'-0" 5'-0 95102200 16'-05'-O" SHEET 1 OF PLANS REVIEW CHECK LIST Owner Legal Description Contractor - _ -� ------ -------License Humber_ License on File YES NO Section 24_101 * Zoning Regulations Zoning District-16— _____ Proposed Use Required Lot Size__V.16 ______ Actual Lot Size �c Set acks Required Provided Section 24-17 front _ _� CORNER LOT INTERIOR LOT rear.P/I i « Flood- Zone Required Elevation__ _ side-2 Max. Height Allowed �_ Proposed Height_ --- ~ Section 24_82 * Minimum LotCo erage Required Heated Area _ __ Proposed Area __ ��g_ '�+--J Section 24_161 * Offstreet Parking Number Spaces Required__- _ Spaces Provided__________ Section 24_82 * Duplicate Buildings Is there a similar building within 500' of proposed building?YES NO Utilities Water and sewer service is to be provided by: Buccaneer Utilities ____ City of Atlantic Beach Utilities Private Source SEPTIC TANK WELL Plans R$viewed by:------------------------------Date____ Building Permit #__________ ISSUED DENIED Cl i Y OF PROPERTY{ DESCRIPTION 'cut,( (c 716 OCEAN BOULEVARD Lot #J1, *_Block #___46Q_-Section # ( Y P.O.BOX 25 ATLANTIC BEACH,FLORIDA 32233 Subdivision:_Y - TELEPHONE(909)299-2395 �T aK_+0.�__ara.�___l1 Street flame _-_ DESCRIPTION OF WORK QQ or Address:_ If in a FLOOD HAZARD Flood Zone:--------------area complete page 3. Brief ✓ L Description: _ ___-_-______ Class of Work: (New/Remodel/Addition)_ -ir�i�-_ ZONING INFORMATION Tope of Construction:_______ Zoning Proposed CL) District: Use: ____ Estimated Value $-__�=___________ Exceptions orl ^ Materials: _! tf�<_- --------- Variances Granted: _ Q/�t-_ ' /T Solid or Filled Ground:-- OWNER round:OWNER INFORMATION Method of Heating:_____.A114________ Property Owner:`JL � _r►N� � J 1 Phones_Q� �Q 7 -- Mailing /.21-tP/ _N��j Address,( �_-Al----------------------------- 24- =-19-------------------------------------- Zip _ 32a---- CONTRACTOR INFORMATION ..SELF OCT 23 19890 Phone: Contractor: -------------------------- - ----------- Mailing Z�AANN� Address:-------------------------Bt�Bfl ZU11 --- r' ------------------------------------------------ Zips--------------- Expiration License Number:----------------------------------------- Date:-------------- In consideration of permit given for doing the work as described the above statement, we hereby agree to perform said work in accordance with the attached plans and specifications which are � r ' ,'���.•,•�- a part hereof, and in accordance with all rules and regulations of the City of Atlantic Beach. Owner Signature _ ___DateA g --- ------------ , FLOODPLAIl1 DEVELOPMENT INFORMATION Type of Development: -------------------------------------------- Flood Zone: ----------------------- Required Lowest Floor Elevation: --------------- If building is located within a flood hazard zone, a survey must be made AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the base flood elovatiori c>rrtablished for that zone. No final inspection will be made and no certificate of occupancy will be issued until the survey is on file with the Building Department. COMMENTS: Applicant Acknowledgement: I understand that the issuance of this permit is contingent upon the above information being correct and that the plans and supporting data have been or shall be provided as required. I agree to comply with all applicable provisions of Ordinance No. 25-7-11 and all other laws or ordinances affecting the proposed development. Date--------------Applicant's Signature-------------------------- ---------------------------------------------------- Department Use Required Lowest Floor Elevation ................. As Built Lowest Floor Elevation ----------------- Survey Filed with Building Department ----------------------------------- Building Department Representative page 3 /3 ry (4o,-r/w) 0 Tom'EZ7 7- 0.0 0.0 3/B' �• /3 2 V 9.7' O L O T i2 L O 7- /3 L O T ice' �V OCT 23 ��� OCT 2 1969 Building and Zoning rn } f ^ 4 9 a t i 3 APPROVED CITY OF ATLANTIC BEACH BUILDING OFFICE OCT 2 4 1989 IV,,51 A 7d ---- i I{ i too y d p' ........«�—....� ..._..,,_._.. ,.�-�.-..T.A.-yam.na.+...�a++..s��.>sr�a�;J•n.m..rx,...u..e,�,�v+®w. ��� ,4 A C 1 1)��l rr 1l1ARTNAJNOwl— Tb rC!F BUIL©INQi CITY QF ATLANTIC BEACH' F k .'T I Nv'C3 T a LOCATION I NFORMAT ION138,01 Address,* 129 ORIDA 32233 NOR t*Tiit Ty *R 6 BEACH AVE SNODELING iC►I: CWN i4DXL_ LEGAL' DESCRIPTION ', ' „. ��lc� ! 4Lt : "-. PI*m Q d dLz �'i ay 5 t i 4 n 13 5ubd:flRnq ~Twp s r 3 a 0 0#� 1404 Cash. 3Ct?.t 4; T — # 3 00 �t v .00 w a .. 'ICON APPLICATIC?N;' FEX _�--- 438.00 u" WATER . IMPACT `~ 120.D0 O y, a ' mon DA 01 . O Y' p y, tea' J A, a B A. A, FL 32240-1393 1 I�#: " '#? � ,.•A. Twp 1 1 NOTICE—ALL CQNCI FOAMS ANb FOOTINGS MUST BE INSPECTED BEFORE FO ' f PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE OU MATERIA4,RU80ISH AND bEBRIS FROM THIS WORK MUST NOT BE PLACED 1N PUBLIC SPACE,AN.O lutUST� ;C UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER .URE rt0 co 11 THE MECrHAN.IC ' LIE N V�!�kl `��i " 1. '; . THE,PR00#RTY*Mf*, E !iRY1 +1Gi TWICE fo R i-tjiLolN MPRO, ISSUE ACCflRDINCj TO APPWflV D PLANS WHICH ARE PART.OF THIS PE14MIT;AND SUBJECT TO PfVOC VIOLA OF APi�LICABLt PROViSION'S OF LAW. ` x 4001 ATI�A ACH 8VlLDlMC` EI ARTMENT i ,Z_ z x = 3:Y r i . CITY OF ATLANTIC BEACH PERMIT APPLICATION REMODEL, ADDITIONS OR ALTERATIONS Owner(s) :___pllj$_Cbal��l�� _�n�l Francine_Pezzuti_-_ Address: 1296 Beach Avenue __Phone: 249-9769 ------- --- - -------------------------- ----d ---- ---- Lot #1,3_4_14Block or Unit # 50 Subdivision:------------------ Mandalay Contractor:___The Gellatly Company-------------------------------- Describe work to be�done:________________________________________ Demolition of interior, no structural remodel, repipe existing "._'---------------------"__. ..._ ..-----------------------------------r plumbing, new HVAC, paint, carpet and mise. repairs ---------------------------------------------------------------- Present use of building:--- j,���__________________________ Valuation:__ 58 0_00 __________________________________________ Proposed use:__=_ Residential --------------------------------- Is ________________________________ Is this an addition?___jj0-___ 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 Neat/AC?___-__-- SUBMIT THREE COMPLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF COMMENCEMENT, AND OWNER/CONTRACTOR AFFIDAVIT, IF OWNER TS CONTRACTOR. i Signature OWNER: ----- ---------- Date:___ 4/15/97 - r Signature CONTRACTOR:- �h -- ------ Date:_---------- RECEIVED ' APR 15 1991 QQ, , City of Atlantic Beach l� Building and Zoning 0A e CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address i �- C t . NiY I e�✓L o2 r-� a F_ Date Heated Square Footage @ $ per sq It = $ Garage/Shed __—tea @ $ per sq ft = S Carport/Porch �� @ $ per sq It = $ Deck @ $ per sq ft = $ Patio VS @ $ per sq ft = S TOTAL VALUATION : S d©o = ,� 6 d, to Total Valuatign 1st $ S'a , OQ _ e) C) � _ 3 , 0 g' S Remain ng Value $ caper thousand oIt portion thereof TOTAL BUILDING FEE $ )L--0 a + 1/2 Filing Fee $ ! q -Da ( ) Fireplaces @ $15 . 00 $ o BUILDING PERMIT FEE $_ �{3 �.-0 a WATER IMPACT FEE $ /�a•©0 SEWER IMPACT FEE $ 0 WATER METER/TAP S CAPITAL IMPROVEMENT S SEWER TAP S ( ) RADON (HRS) . 0050 $ SECTION H PAVING t ) $ HYDRAULIC SHARES $ 4 CROSS CONNECTION $ ( ) SURCHARGE . 0050 S OTHER $ GRAND TOTAL DUE S � • � 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 Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. BATHROOM GROUP CONSISTING OF SERVICE .SINK TRAP STAND WATER CLOSET. LAVATORY & BATH (8) TUB OR SHOWER STALL (6) WATER CLOSET WATER CLOSET. TANK OPERATED (4) VALVE OPERATED (8) BATHTUB/SHOWER (2) URINAL WALL LIP (4) SHOWER GROUP PER HEAD (3) FLOOR DRAIN (1) SHOWER STALL DOMESTIC (2) f LAUNDRY TRAY (2) 2- LAVATORY (1) COMBINATION SINK AND TRAY (3) WASHING MACHINE (3) POT. SCULLERY SINK (4) DISHWASHER (2) WASH SINK EACH SET OF FAUCETS (2) KITCHEN SINK (2) DENTAL LAVATORY (1) KITCM SINK WITH WASTE DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) BIDET URINAL STALL. WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL. SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY. BARBER/BEAUTY ICE MAKER (1/2) SHOP (2) SURGEONS SINK (3) LAVATORY. SURGEONS (2) JACUZZI (2) URINAL STALL. WASHOUT (4) TOTAL FIXTURE UNITS A $20.00 EACH $ JOB INFORMATION___/ 2 Ar 1w 4v - !/mss 7'F 12l oe 0�?r t'jz)0'a WATER SOFTNER WASHER & DRYER WET BAR UP 1 /2 BATH E X I S T I N G F I R S T F L 0 0 R S C A L E : 3/8" = 1 '-0" THE GELLATLY COMPANY 4/10/97 RECEIVED SHOWER APR 15 1991 City of Atlantic Beach Uilding and Zoning A-PPROVED rry .OF ATLANTIC BEACH BUILDING OFFICE A PR 2 2 1997 Li 0 BATH JD SHOWER I:- V i c T i KI NEW WINDOW IN (2) SOAP EXISTING OPENING DISHES ....:.......:.:.:. 14 as Q `n2' XSHOWER 2 I V2- 1 2'4 �—�— —3' 6" REWORK EXISTIN 1 /2 BATH AND WET BAR F I R S T F L 0 0 R S C A L E 3/8° = 1 '-0" THE GELLATLY COMPANY 4/10/97 cr REWORK EXISTING a SHOWER EXISTING PLUMBING I v —- --- - - --_ STACK x � 2'8 6 Qac .� I N o ceil. fan F I R S T F L 0 O R E L E C T R I C 00 d WIRE FOR HOT TUB LOCATE PER OWNER 0 c r O r C O ( � C //CITY OF /3 fY���4H �C �-vtL Office of Building Offi REQUEST FOR INSP / t} �l Date �— ermit No. Time A.M. Received F'M• /_' Job Address Locality Owner's ---� j / 1� Sg;��, actor �n ice--/-ti!/` �5, CONCRETE ELECTRICAL PLUMBIN MECHANIC Footing ❑ ring g Re Roofing C Slab ❑ Temp Pole Fj Top Out ❑ Heating Insulation ❑ Lintel ❑ Final 0 Sewer ❑ Fire Place Pre Fab READY FOR INSPECTION A. Mon. Tues. Wed. Thurs. Friday P. — / I-e; 2 A.M. Inspection Made _ —P.M. Inspector Final Inspection ❑ c 6 F^-- Certificate of Occupancy ❑ I psi DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH PERMIT INfORMA IOt LOCATION INFORMATION' Permit NUmb r: 11507 Address : 1256, BEACH AVENUE Permit Tyre*M,EOHANI'CAL� AT ANTIC BEACH FLORIDA 3223,E ci . of 4' Qrk;ALT'ZRAT!0N LEOAL DESCRIPTION' -- Con-s t . Tyne;WOODA iE I Lo Twp Proobsed U ;SINGLE FAMILY Se tioti; 0 Subd:D Itrtcr E DS I lin s . D " Subdivision;MANDALAY Est Id . �7 ,Ott ImP o Co At no 4AND STRIPS _ ICON APPLICATION FESS " 1 ° UE F :PR DA .' 40 phovt( C RA ROT I O It A Ad r * 25155 Sm NS BLUFF , 'KSt3N FLORIDA 32216 L` ; Et: � NOTES: NOTICE=ALL CONCkTE FOAMS AND FOOTINGS,MUST BEINSP€C`I'ED pEFgRE PoUB#NG PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL,RUBBISHAla1D DEBRIS FROM THIS WORK MUST NOT BE PLACED-IN PUBLIC SPACE,AND MUST BE ,,CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER '4 `FAILURE Tb t0MWITH THE MECHANIC$ t,IEN JLAW CAkESULT YW PAYING'TWICE FOR BUIa� � ��NTS:THE PROPER MQ 8$UED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PER IT 4 r M AND SUBJECT TO REVOCATION FOR VIQiTION,OF APPLICABLE PROVISIONS OF LAW. ��� �4 i ATLANTIC BEACH BUILDING DEPA TM2113M _�� y I BUILDING AND ZONING INSPECTION DIVISION CITY OF ,ATLANTIC BEACH ATLANTIC REACH, FLORtbA 39298 APPLICATION FOR MECHANICAL PERMIT cAsc i�r P+i1�1VIgEfi IMPORTANT -- Applic nt fo cornplete al! iterns in seg flans I, 11, 111, and IV. LOCATIONw...-.�....i.- OF IHfrrsaotlnq 3traats: 8etwaenyGL.E�i.'.,c- _...J�.e'�L/�"__.._.._.. AnJ.�.� BUILDING 11. IDENTIFICATION --- To be completed by all applicants . in consideration of permit q!wsn foe doing thm wort. as cliKr;bod in the at ti;a stoit,-nont r-a hereby 04et* to Porforrn so;Si nork in ae+rt•6nca with fhb alta lyd Vons end 4006ficotians whi,h afar a part herracf end ;n a:.ecrcia tf ,; } t"e r::ty of Ja6vmy;i1q ordinances and 4timclards of Qoad p ac►it♦ listed therein. Name of M tchollcai Ceet►attar (I►rn ) j. .. MdOer 3 Name of 01 heporty grrnor 14�'4 Sigeoture of©wn[.rsipnafuro64 of or AvAorhod Agent Architect of Engine:r 111. GENERAL IN . RMA ON .�.� A, Ty1ss of hsiotinq fuel. 1 . IS OTHZR CONSTRUCTtort SRI 000" Chic THIS fit{iLDING OR SITE? � (3 hoc Q V 13 Natural C3 Control Utility IF YEAS, GltfE NUtMSER OF CONSTRUCTION 13 Oil PERMIT Q Othsr Specify IV. MSCN NiGAi. 60UIPMSNT TO it INSTALUO � NATU11r;OF WORK (frpride t mplote list of cosnpi++aerstt on hock of this form) Or lderrtidt Or G s,atr�m9rciai 013"061 Cl $Pact C7 90461t+rd t? contf,N 0 O New Building 7*-Irflur Candefiuning: 0 (loom C3 t;ontrot Q--�srxieting RAci tr apiepoment of stern 0 f,'1ve! System; Mohriat Thiek>sossr...._...�— �~Rexisting system y Makierlym wpatittr_ c.f,m. G New Inaloliatio;1(NC systern previously Installed) J3 11:e419orati4w Extenglon or add-on to oxietinp system 13 01 Other Specify_. �,.OpliRo soarer: Capacity ...._... ,...-�_r< q.p.m. 0 Fks•sprinklers, Number of heed ..«w.�.,<.,-r.. _,_..�,...r ..�_•....... .. .. ;Y., ...�._. _�_ WV..... _ 13 Bwator 0 Maallh Q Esc leta (6vMb 0 ! Q .Osrroliast pYtnp►:-m ( I THIS VAO$ FOOL ON401 UM ONLY ��.yy r..�+rr rlslMbfr { ! C).. T � (nembof) 13 1%cantelr,su (nambc►rl Www... .r.r.- 13 Unfired pssMsuts rr�oot 13 Mll.n Porrnt! lgprorss! by.. _. •-..�.».�,.., 1)ata►_�. -- - 13 000..- spKify pemil Fes....-,--.. .._. LILT ALL EQUIPMENT AIR CONDITIONMG AND I PRIGER.ATION EQVIPM1rNT lfurabdr Vzdts R ID"arllrtift model Number 1ttLtt>ytae��zxor ��� �`� HEATING - RIICRNACES, BOILBftS, FIRM LACES lNttxmbie Vuitn ZZsr4dpt:lca itii90*1 Number X0411fs tum CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 32233-Tel: 247-5826-Fax: 247-5877 ELECTRICAL PERMIT PERMIT INFOR 1111 tit ," lOCAT 1FORMATION: Permit Number: 19645 Address: 1296 BEACH AVENUE Permit Type: ELECTRICAL ATLANTIC BEACH, FLORIDA 32233 Class of Work: POOL Township: 0 Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: 5 Section:0 Square Feet: Subdivision: MANDALAY Est.Value: Parcel Number: Improv. Cost: OWNER INFORMATION ; Date Issued: 2/28/2000 Name: PHIL CHANDLER Total Fees: 35.00 Address: 1296 BEACH AVENUE Amount Paid: 35.00 ATLANTIC BEACH, FLORIDA 32233 Date Paid: 2/28/2000 Phone: (904)645-2190 Work Desc: WIRE FOR SWIMMING POOL rr . .......... . -..' _ ... ,« '`" . HABITAT ELECTRICAL CONTRACTORS PERMIT 35.00 FINAL ELECTRIC GROUNDING POOL 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. ( ' $35.0014 25 NTIC BEAC BUILDI CHECKS �� �� 81 Receipt: 883925644 88188883221888 CITY OF ATLANTIC BEACH, FLORIDA Approved by APPLICATION FOR ELECTRICAL. PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: _2_4Z s 19 oV IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. 467'�IAA ` `P_C 2 ELECTRICAL FIRM: M ST R ELECTRICIAN S1GNA RE JOURNEYMAN NAME �� -> ADDRESS',` A -14WP- - RFD--BOX- BLDG. FD_ BOXBLDG.SIZE BETWEEN: / 0 /21'A S'Iflg[� RES. Qq APT. ( 1 COMM. 1 I PUBLIC ( I INDUS. ( 1 NEW ( ! OLD ( I REW. ( 1 ADDITION ( ) TRAILER ( 1 TEMP. I 1 SIGNS ( ) SO. FT. SERVICE: NEW ( 1 INCREASE ( I REPAIR ( ► FEE CONDUCTOR SIZE AMPS COPPER ( 1 ALUM. ) SWITCH OR BREAKER AMPS PFI W VOLT RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE {NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL _ 0.30 AMPS. 31-100 AMPS. SWITCHES INCANDESCENT FLUORESCENT &M.V. _ FIXED I 0.100 AMPS. OVEn APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP. MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0-1 OVER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH, FL 32233-TEL: 247-5826-FAX: 247-5877 I �;: OR_ IIK .>, LOCATiOEIN .$ Permit Number: 19590 Address: 1296 BEACH AVENUE Permit Type: SWIMMING POOL ATLANTIC BEACH, FLORIDA 32233 Class of Work: NEW Township: 0 Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: 5 Section:0 Square Feet: Subdivision: MANDALAY Est. Value: Parcel Number: Improv. Cost: 13,000.00 Ek, «7 " Date Issued: 2/14/2000 Name: PHIL CHANDLER Total Fees: 30.00 Address: 1296 BEACH AVENUE Amount Paid: 30.00 ATLANTIC BEACH, FLORIDA 32233 Date Paid: 2/14/2000 Phone: (904)645-2190 Work Desc: SWIMMING POOL NEINNENIM THE BATTS COMPANY PERMIT 30.00 I i COVER UP FINAL BUILDING STEEL 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. 0 , 14 Date. 2/14/0@@1 Receipts: ii CHECKS543`� ATLANTIC BEACH BOLDING PT. L €191E���113��1OL�� CITY OF ATLANTIC BEACIi APPLICATION FOR POOL PERMIT ,jcb Address `offgl0 1�j�ekL k� Lct R 13 f Iq Block # Subdivision iI WOA--Ay 0•,•:n e r •per� �4 '��� `C.F4�+••J►�c..��. Address l S ti � A-X I testi er �� Contractor J�4r�CS i ��ST�• �L l C1- � s �• I,�c:ress 16� Z 320 S1 ,-z4,.x �-70'eK, TELEPHONE: Z`[ License 1,1umber C.P-c-Pc Valuation S l 000. Gallons oo a SITE PLAN front VI N p- f.. a a m c� rear Signature O%:,rier Date 2 ' '7•' 2-c-- - -4 Signature Contractora Date 2 7 — own 'E R BE CHE �w c � C 1 A�&1014%14GoFF►o 1 n pLANN\NG C t� 8 2000 CitY of Atlantic Beach Building and Zoning '!'his instrument Prc(�nred Tly: Pewr*'L Book 9537 Page 2142 61-4•€S 5 1 lm ' 1 n Addrean l bol- P' 32A s;-� J n z 2- Permit No. 'I`nx folio No. NOTXCR OF C01\41IT NCEM NT S'rA'rTi; OP COUNTY OF 22.40.2- TI•Tr UNDERSTGNED hereby rives notice that improvement will he mnde to certain renl property, and in necordnnce with Chnpter 713, hlor;dn ctntutes, the following, inrormaLion is provifled ;n this Notice of Commencement. 1. Description of property: (lat!nl descriw;on or prollrrly, and -.LrvvL adcll•ess it nvnilnhle) i,__0-v- .13 ' I`{ —r3 _. c1C. , M A.J 0 A­pc Y I�� '30-Ac-t4 X-16 p—, R�nc.�"-�� 3 2- 2. 2. Genernl description cur iIII provenlonL: 4C 3. Owner.infornintio►l nrlt' wo��- ��96 3 t� JV40 TtrL-P'•,ric h prtiF1 3zi33 n. Nnme nncl nchlresn: \ la. Interest in property: FZ9C- c. Nnme nnd'.0dress or fee simple titleholder (irother Lhnn owner): ��I• Contrnctor: �- C.o l /..01 iJ- g2-o Si— Tltk - � n. Nnme nn(l nddres!1:. S ``� T' �" / b. Phone number: ,q .—Z4T-r— pp c. .Pnx number (opL;oil:rl, irservice by rax in nccctllnhla): Book: 3 oc 28611 5. Surety Pa e: 214 n. Nnme nncl nldrewl: O Filed A Recorded b• Amount or hmld is 02/08/00 10:30:18 AM HENRY W COOK c: Phone numbar: CLERK CIRCUIT COURT d, Pnx ninnher (ovconnl• ;rllarvire by rax ;.^. necvpL.►h1v): DUVAL COUNTY TRUST FUND f 1.00 RECORDING $ 5.00 C. C,endcr ' n. Nine nncl nclilress: b. Phone number: c. Pnx number (optimum, ir:lerviee by 1':lx i!1 ncevptnhle): 7. Persons within the ;Ttlute or Plori(ln de!:it!Ilnted by Ownf!r upon whorl noticen or other documents mny be served ns' provided in vection 71:1.1:1(1)(;1)7., Ploridn SLnLufes: n. Nnme and ndclress: b. Phone munber: c. Pnx munber (optionor• irservice by 1'ax is nccflllnhlc): R. III ndditioll to himsalr. Owllel'tic!:It!nnlf!!1 Lliv roll(n1 inj, ll(`1'!:f111(!:) to rvevive n copy or the L;enor'n Notice ns provided in Section 71.3.13(1)(h), Plorifln S[ntlutc!c n. Nnme nild ncldres!1: c b. Phone number: c. Pnx number(optional, iraervire by r:lx i!: :lc-eepinhl(•): q. Rxpirntion dnte or notice of eollumenremenl. (t.h" exllil nl.;cnl fl:llc` is 1 year from the date of recording unless n clirret•ent(Inte i!1 specified) Sworn to nncl subscribml harnre nua Sil!nnLure of Owner�� u-�C .�pi► who in pernonnlly known to me nr llrndticc'd Ft- '?V_ ' ns ;dallt;licnlion• :m(l lvlm d;(1 _ Lnhe Ownern Nnme ► h h P_L�JwI/Y�f9 MAP SHOWING BOUNDARY SURVEY OF LOP, 1::F> � 14- BLOCK �o AS SHOWN ON MAP OF AS RECORDED IN PLAT BOOK (o PAGES (( OF 7NE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED FOR: STC 10-7. So ' 00 � 4 0 F3taL1 Y ¢.�; . .. tZ :. o ,y d17- .4- 4r Z .4— o a x kA � r Polk RECEIVtv GI Fro, 8 2000 City of Atlantic Beach Building and Zoning n,t "nnocn-ry cunuu APPP'dRC M I IF WI'TH1N F!nnn 14A7ARn 7nAfF 9- AS .4rAI FT) FRnb! F7 nnn I °POS(:SHAPE —12 2 SIZE 3 DEPTHS 4 CAPACITY 5 STEPS BENCH(ES) (2) 6 SWIMOUT 1 ) 7 RECESSED STEPS W/GRABRAILS 8 HANDRAIL(S) 9 GRABRAIL(S) 10 LIGHT (1aGC`-, 11 TILE r—RO.S'-PRa OO 12 KOOLDECK SO FT. 13 SUNDECK SO FT. 14 PUMP - 1'�Y H.P. / %L. 15 FILTER %�/+G^Y 7 (7 E• ,� Lill,� 16 CHLORINATOR Ste'' /a'Q J S v 17 SKIMMER(S) (1 ) 18 MAIN DRAIN 1 ) 19 RETURN INLETS (-�;) 20 CARETAKER FLOOR SYSTEM V 21 AUTOMATIC CLEANER Fh j I/A-C_ 22 RAISED DECK 23 DIVING BOARD 24 SLIDE 25 HEATER �/- ✓+f` /`�d�f r� 26 GAS HOOK-UP: 27 DECO-DRAIN 28 CLEANING EQUIPMENT Ev 29 LEAF SKIMMER WALLBRUSH TEST KIT HOSE POLE START-UP CHEMICALS VACUUM 30 SPA INFORMATION(CONCRETE) SIZE DEPTH JETS BOOSTER PUMPO HEATER COVER LIGHT SPILLOVER OTHER: 31 ADDITIONAL SPECIFICATIONS: 5&:7,C57crGp 7G•f17T0�1 %�A-Gk/k� { ' ACCESS D2 LETTER OF PERMISSION s1 ELEVATIONS jrr TREE REMOVAL DIRT REMOVAL CEMENT REMOVAL / ELECTRICAL HOOK-UP /POOL SPECIFICATIONS A SWIMMING POOL FOR DESIGNED BY �--'( u-- /'t�G�£� 1` � DATE / —.;16 _ 2oOo �-�7C'3 HOME s ry t t 3 i i v� s�,t^O�a r � 25,E O 0 1 �r uj2Q( TJL- R 5J �a �r Scale 1/8"=V THE BATTS COMPANY General&Swimming Pool Contractors 1602 N.3rd Street•Jacksonville Beach,FL 32250 (904)246-2455 A . FAX(904)249-0457 OFFICE CPC 037046 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: 22964 Address: 1296 BEACH AVENUE Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: INCREASE Township: Range: Book: Proposed Use: SINGLE FAMILY Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNER INFORMATION Date Issued: 11/01/2001 Name: DAVIS, DEAN Total Fees: 60.00 Address: 1296 BEACH AVENUE Amount Paid: 60.00 ATLANTIC BEACH, FL 32233 Date Paid: 11/01/2001 Phone: (000)000-0000 Work Desc: ESS200AMPS - 300AMPS 1PH 3W CABLERW ALUM &INCREASE CONTRACTORS APPLICATION FEES BEACHES ELECTRICAL SERVICE 60.00 TO + r x tr rs ( ROUGH ELECT ' 1 101 �.._ '��{? r*'� a�m`�� �h�'�als•, tit w '�3e.,��.gY i*�R lA n^` AWNS'A ��.waa rig pryyynF't"Aran 'Tt`$ "".„a3.'Ut '3� �{tvirTt0.,,s.,''.'r''�' NOTICE - IN. .. . �. a ' � tl p H _ PECTION BUILDING MATERIAL, T �tll/IST 1�l( '1'13 CERN P LIC SPACE, AND MUST BE CLEARED U "FAILURE TO COL :�, 11. #� U IN THE PROPERTY OWNER ISSUED ACCORDING TO APPRO AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PRO ib8.66 !4 Receipts 6 97 ATLANTIC BEACH BUILDING DEPT. DECKS 81/91 91 9,E CITY OF ATLANTIC BEACH, FLORIDA Aooror d by APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: ( 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 ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ELECTRICA`L--FIRM: MASTER ELECTRICIAN SIGNATURE MIR NAME �.•�Y�Gl I f;✓ ADDRESS: )—cl BLDG.SIZE BETWEEN. RES.( 1 APT.( 1 COMM.( ) PUBLIC( ) INDUS.( 1 NEW 1 1 OLD( 1 REW.( ) ADDITION (11TRAILE-R ( ) TEMP.( 1 SIGNS ( 1 SO.FT. SERVICE: NEW 1 ) INCREASE(.4 REPAIR ( ) FEE CONDUCTOR SIZE 3 S-c) AMPS COPPER 1 J ALUM. SWITCH OR BREAKER 300 AMPS PH 3wl .2-YOVOLT RACEWAY EXIST.SERV.SIZE a AMPS f PH 1, W �40VOLT CA4,LC RACEWAY FEEDERS NO. SIZE IND. SIZE I NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL O.90 AM%. �1.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT III M.V. FIXED 0.100 AMPS. j Gym APPLIANCES I I BELL TRANSF. AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CE1L HEAT: KW-HEAT at oval MOTORS H.P. VOLTAGE PHS NO. t H.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. KVA NO.NEON TRANSF. NO. A. MA. MOTOR SIZE I SWITCH FLASHER _ EACH SIGN FORWARDED i S TOTAL FEES CITY OF ATLANTIC BEACH { DEPARTMENT OF BUILDING 800 Seminole Road -Atlantic Beach, FL 32233-Tel: 247-5826- Fax: 247-5877 PLUMBING PERMIT PERMIT INF' RMATIC)N LOCATION IIVFCiRMATION — f Permit Number: 22757 Address: 1296 BEACH AVENUE Permit Type: PLUMBING ATLANTIC BEACH, FL 32233 Class of Work: REMODEL Township: Range: Book: Proposed Use: SINGLE FAMILY Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNER tNFORlA3'ION 7- Date Issued: 10/01/2001 Name: DAVIS, DEAN Total Fees: 39.50 Address: 1296 BEACH AVENUE Amount Paid: 39.50 ATLANTIC BEACH, FL 32233 I Date Paid: 10/01/2001 Phone: X000)000-0000 _ Work Desc: INSTALL PLUMBING COISITRACTOR S n PLICATION FEES i NELSON PLUMBING CO. INC. ' PERAIf 39.50 j w -sh k I e Lf a 1 FINAL °z z b. t NOTICE - k86 IPECTIC}I� T BE'�R( L TI D T L A T: CURS F�IOR TO INSPECTION BUILDING MATERIAL,�UBBISH ,# DEBRIS F QNI THIS.WORK MUS £}T ISE PIED IN PUBLIC SPACE, AND MUST BE EAenl RED U 1�1 t i,, [J AWA'1(BY EI1 OC]NTRA ?R OR OWNER x .s "FAILURE TO COMPLY V1►� C,`N� ,: [ CULT IN THE PROPERTY OWNER PAYING` _ F U z W 10 S., ISSUED ACCORDING TO APPROVED PLAN S PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAIN. 9 v / $39.581{ ATLANTIC BEACH BUILDING DEPT. Date: 18/82/81 81 Receipt% 808331 CHECKS 38385 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PMII'I' 111IFOtIIAATIfN LOCATION:'iNFORl1��4 Permit Number: 18044 Address: 1296 BEACH AVENUE Permit Type: UTILITIES ATLANTIC BEACH, FLORIDA 32233 Class of Work: ADDITION Township: 0 Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: 5 Section:0 Square Feet: Subdivision: MANDALAY Est. Value: Parcel Number Improv. Cost: OIIIIFOFNIA3' RN. Date Issued: 4/08!1999 Name: PHIL CHANDLER Tata/ Fees: 60.00 Address: ATL�.ANBEACH BEACH, F ORIDA 32233 Amount Paid: 60.00 Date Paid: 4/08/1999 Phone: (904)645-2190 Work Desc: ADDITIONAL WATER IMPACT FEE FOR OUTSIDE SHOWER Cf 3�Pt EC'('fi) S ;;:�lP ;: TION IBES , THE GELLATLY COMPANY WATER IMPACT FEE 60.00 ns dw R 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. $68.88 14 Date: 4/89/99 81 Receipt: 8847356 ATLA TIC BEACH UILD DEPT. CHECKS 7931 08188@83221888 CITY OF ATLANTIC BEACH, FLORIDA Approved 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 REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. I `QCs ATLANTIC BEACH, FL 32233.0150 R-9('04(4 4E � � ELECTRICAL FIRM: MASTEB ELECTRICIAwitIGNIO(Tu ` 1 ,/- 1 CrA 1 !ted )e_- RFD BOX NAME C J�1�6(�e� ADOREss: BLDG.SIZE BETWEEN: RES. APT. ( 1 comm. ( 1 PUBLIC ( 1 INDUS. ( 1 NEW ( I OL REW.( 1 OO TRAILER 1 1 TEMP. ( 1 SIGNS ( 1 SO. FT. SERVICE: NEW( 1 INCREASE ( 1 REPAIR ( 1 FEE CONDUCTOR SIZE AMPS COPPER ALUM. ITCH OR BREAKER ,�7AMPS P W VOLT RACEWAY (/ EXIST.SERV.SIZE AMPS PH W OLT RACEWAY FEEDERS NO. SIZE 0. SIZE NO. SIZE LIGHTING OUTLETS /f�--- CONCEALED OPEN TOTAL RECEPTACLES / CONCEALED OPEN TOTAL 0.30 AMPS. 31.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M.V. _ FIXED 10.100 AMPS. OV kA APPLIANCES BELL TRANSF. AIR H.P. ATING N.P. RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS ICEIL HEAT: KW-HEAT 0-1 OVER MOTORS H.P. VOLTAGE PNS NO. 1 H.P. VOLTAGEL EPHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. tin bfVA tin Kvn CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING I 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX. 247-5877 L ( PERMIT 111I1wORAMATIE)IV _ LOCATK}N lNQRMATION_. --- Permit Number: 22578 Address: 1296 BEACH AVENUE Permit Type: REMODELING ATLANTIC BEACH, FLORIDA 32233 Class of Work: ADDITION Township: Q Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: 5 Section:0 Square Feet: Subdivision: MANDALAY Est. Value: Parcel Number Improv. Cost: 250,000.00 OWNER iMFORMATION - -- Date Issued: 8/28/2001 Name: PHIL CHANDLER Total Fees: 1,690.00 Address: 1296 BEACH AVENUE Amount Paid: 1,690.00 ATLANTIC BEACH, FLORIDA 32233 ' Date Paid: 8/28/2001 Phone:__�9P4}645-2190 Work Desc: ADD THIRD FLOOR & RENOVATE. R EXTERIOR -HRS 1000/SUR 1000 ^_ T- Ct7rNTRACTOF2S APPL#CiA'tk7N FEES DEAN L. DAVIS - ,7 PER T °° 1,365.00 VAEt IMPART FeE;: 280.00 .I A jONbAS'H.R S. 4.75 " RA,I N' 'I A '5 OX 0.25 i C C± }IVNI~I✓TIEJN 35.00 N$T:SSUR, HA 4.50 r SC1 GE/ATL 0.50 r Y-7 S f W.. wk• ; ., r, NOTICE- I 'SPEC 1 01 ST E>� ,5 AT +ST 2d HOURSVPt T{ TO INSE ECTION -- BUILDING MATERIA„ RUBBISb IOM THIS WORK MUST NOT BE•F ACED IN P BLIC SPACE,AND I MUST BE CLEARED AND HAtWAY BY EITHER CONTRACTOR OR O, R Vit; "FAILURE TO COMP`:1MTH TAo ;N,STR1t 10N LIEN L ► AN ESC IN THE PROPERTY OWNER PIING — s l IN S" .. ISSUED ACCORDING TO APPRD"'1 Q,PL. I W; ICH rs AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE P II W ` - �>,. .>' SEP 13 )� _ SCK Atb NTIC BEAC BUILDI EPT. Diu: Receipt: OU175 CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address j6,cAcI4 L WX Date -c;L 4--f' 01 Heated Square Footage I.OjQ�Q._@ $ per sq ft = $ Garage/Shed@ $ per sq ft = $ �1 Carport/Porch @ $ per sq ft = $ Deck � @ $ per sq ft = $ Patio �S Q� @ $ per sq ft = $ TOTAL VALUATION : $ Aro.00 S"00 0 1-160 $ �� 0 Total Vsa ation 1st $ / ®0,d00 Remainin Value $3.a eper thousand or portion thereof TOTAL BUILDING FEE $ + 1/2 Filing Fee $ �f.S ( ) Fireplaces @ $15 . 00 $ BUILDING PERMIT FEE $ 13 6 S WATER IMPACT FEE $ SEWER IMPACT FEE $ WATER METER/TAP $ CAPITAL IMPROVEMENT $ SEWER TAP $ (100 j RADON (HRS) . 0050 $ zCz SECTION H PAVING ( ) $ HYDRAULIC SHARES $ CROSS CONNECTION $ 0616) SURCHARGE . 0050 $ .3 OTHER $ GRAND TOTAL DUE $ ,Z,:� ADDITIONAL PERMITS OR FEES: Mechanical Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES: 5 MIN. RETURN hook 10101 Rage 957 964,31 01{}1 Page: 957 Filed 8 Recorded NOTICE OF COMMENCEMENT 08108/2001 09:42:32 AM JIM FULLER CLERK CIRCUIT COURT DUVAL COUNTY TRUST F TO WHOM IT MAY CONCERN: RECOR'DINGD $ 5.00 The undersigned hereby informs all cnncsmed that improvements will be made to certain real property, and in accordance with Section 713.13 of the Florida Statutes, the following information is stated in this NOTICE OF COMNIENCENIENT. Description of Property CLQ. .� E tai o. a` General Description of Improvements M&,to.,-) cy}&j ILi3A�S iso Owner , Cyr Address: ZZ1/ / 3 aa3 , Owner's interest in site of improvements: f ^ Fee Simple Title Holder (if other than owner) Name {�-Address Contractor. a Address HLA-- Ij F.Mt- Sf. .I� ��L., Fi 3zZ Surety (if any) Address Amount of Bond Name of person within the State of Florida designated by owner upon whom-notices or other documents may be served: Name Address In addition to himself, owner designates the following person to receive a copy of the Leinohs Notice as provided in Section 713.13(1)(F), Florida Statutes. (RI in at Owner's option). Name Address: Owner Sworn to and subscribed befarp thisday of ,, {yah` THOMAS MY COMMISSICC 99110748JA JR. 0 U.,.._ � inn• I� CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD y ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 JFK!3f' Application Number . . . . . 08-00001684 Date 12/10/08 Property Address . . . . . . 1296 BEACH AVE Application type description RESIDENTIAL ADDITION/ALTERATION Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 2300 ---------------------------------------------------------------------------- Application desc replace rotted deck board and new railing ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ Chandler, Francine D.L. DAVIS CONSTRUCTION CO. 1296 BEACH AVENUE 1903 N. 3RD STREET ATLANTIC BEACH FL 32233 JAX BEACH FL 32250 (904) 237-2222 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc . . Permit Fee . . . . 45 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 2300 Expiration Date . . 6/08/09 ---------------------------------------------------------------------------- Special Notes and Comments *2004 FLROIDA BUILDING CODE W/ 105- 106 SUPPLEMENTS . 2004 FLORIDA BUILDING CODE - RESIDENTIAL. 2005 NATIONAL ELECTRICAL CODE. *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 45 . 00 45 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 45 . 00 45 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 48- ' SOD SEMINOLE ROAD.ATLANTIC BEACH,FL 32233 OFFICe.(9D4)247-6M a FAX NO.:(WW47-35845 BUILDING-DEPTQCX)AB.US BUILDING PERMIT APPLICATION DUVAL COUNTY 'a � f fes. , , -as 0 u �NEwBUttDING 13OEArO1JTION pl•RESIO£NrW. _BLOCK,_,_SUB DIVISION ❑mxrr N ❑CONVERTING USE ❑COMMERCIAL Y + . ❑ALTERATION ❑AccEsso"BLDG. Its if Pti1.. _. tK RWAIR El omim -121❑POMI SPA ❑NO ❑AUA 9.NAME:" 15. f 1...'. �V'7 � 23 COMPANY NAME: 'D 24 LICENSEE NAME 1D.ADDRESS: 17.ST TE OF FLatiOA LICENSE NO. 25.STATE OF FLORIDA LICENSE NO.: x Beach am G c�F c� �G 1a.ADDRESS 28.ADDRESS: _1,.OFFICE FT E ,Z.FAX NM: 1�QFFICE W�1� L � OL 63 27.OFFICE PHONE 2B FAX NO.: 7, 1 1�PHONE 3_3 1.CELL.PHONE: 29.CELL PHONE: 1��Iho EMAIL ADDRESSC1 3D.EMAIL ADDRESS: 31.NAME: 33.NAME 35.NAME: 32.ADDRESS 84.ADS 31L ADDS Application a hereby made to obtain a permit to do the work and installations as Indicated. I ow* that no work or installation has eom mmd prior to the Issuance of a permit and that aft work wig be perforrned to meet the standards of all laws regulating canon in this jt on. This pemdt becomes mA and void if work is not conramoad wit sic(6)months, or if construction or work is suspended or " abandoned fDr a period of sic(6)months at any time attar work is commenced. I understand thud separate pennate must be secured for Ell Woik Pknoft 94m Weis.Pools Fumeces,Boilers,HeatsM Tanks, Air Conditioners,etc. OWNER'S AFFIDAVIT-I cw*that all the foregoing uftn-Mon is awxata and that all watt will be dome in Compliance with all applicable laws regulating conwtruction and zonft i will not ocxxrpy or nese the re Wenced bufty or any pad Umd,rel all inspections are finaled and prior to obtaining a Certificate of occupancy or cornpl5don issued by the bLdk lg oftxM,as regri red by law. *** WARNING TO OWNER: *** YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION.IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING Y ENCEMENT. tt4doos nae g'�3�-- --tar of �t.�. ,It„co, ,of �t>bror81W1� / f I igtre ur►t1r of Dwal,Stare of Florida.nes peaaorssiy appmvr Q�.�.v Owed,bmf. V.T E :ussp,_ �• {� l/ lid' RM tole and aaxaatanersNr arra atrmrs JIb IR mc M - .• T a'' .�Ims are true and J �, O : -.F Notary ftft at Latge Stats of i ofi- Notary Ptdri atji �Patsa,aYy ��•�rrea�t12� ❑Pgsa,ety 20,2 fi7'Produoedwx�eeon- ._- s CODE COMPL susA��oRr�AN ya�� �'I'T A]�rr��y� MY COMMt9SiON#DD643668 e ERMITS FSO iRv�1DiDCIrI CH i+0' EXP'IM:February 23,2011 REQUIREMENTS I-SM•3-N ARY Pl,Notary Discount Assoc.CO, Cons FORM BLOGOT REVISED.Ill AND CONDITIONS. REVIEWED BY:ALa--� — DATE: • P,t CITY OF ATLANTIC BEACH QB- l i r 800 SEMINOLE ROAD,ATLANTIC SEACW,Fl.32233 OFFICE(W4)247-SM a FAX NOIi845 BUILDING-DEPTOC OASMS BUILDING PERMIT APPLICATION DUVAL COUNTY _ .. _ ❑NEW BIALDING ❑�t(MJTION �I"RESIDENTIAL LDT_9U=_SU13DMSICNN ❑ADDmON ❑CDNVERiIt�iUSE ❑conAMERc2Al I . REPAI❑ALTERATION ❑ACCESSORY BLDG. '@Yt $ 1 _':.EZ' IXcK � �Y �" 1�2 i'1 ❑MOVER 13 OTHERSPA Q NO IZ NIA Eggs f 9.NAME /'�� l 15. ANY y C 23 NAME-* NA 't ChKt•�'rd�(l�er 16.NAIM -� I s �} 24.LICENSEE NAME 10.ADDRESS: 17.ST TE OF FLORIDA LICENSE NO, 25 STATE OF FLORIDA LICENSE NO.: x I a�rA 1 Beach t �C, C0 c� a ADDRESS: 28.ADDRESS: 11.OFFICE PH NE: 12 FAX NR: 19. CE PHONE 20.FA NO.: 27.OMCE PHONE: 26.FAX NO» 40 $ 2 - 7, 2."t l�p�la3 13.C EL.L PFONE 21,CELL PHONE: 29.CELL PHONE: L ADDRESS: 22.EMAIL ADDRESS.' 30.EMAIL AOS: Ellm VL ,BONDIN Gl1.END 31.NAME 33.NAME: 35.NAME 32 ADDRESS 34 ADDRESS 3M ADDRESS: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pemut and that all work will be performed to meet the standards of all laws regulating construction in this jury ddion. This permit becomes null and void if Work is not commenced within sbc(6)months, or if construction or work is suspended or abandoned for a period of sbr(6)monfhs at any time after work is commenced. i understand that separate permits must be secured for Electrical Work,Plumbing,Signs,Welts,Pools,Furnaces,Boilers,Heall Tanks, Air CondItIonL3rs,ebs. OWNEWS AFFIDAVIT-I cartifl that aff the foregoing Ltformation is accurate and that all work will be done In compliance with all applicable II regulating construction and zoning.I will not occupy or use the referenced building or any partth rd,unlit all,inspections are finaled and prior to obtaining a certificate of occupancy or completion issued by the building official,as required by law. *** WARNING TO OWNER: *** YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION.IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. �.. r ir sigmed tom/ Signed: Before rue county of Before me s of f ! .20(17 the my of Dual,state of Florida,has t>e<sa+aeir appeared— a�O 5b Duvall std of Florida,hes persorstly appeared waroii L b'9 V I L herin by himself 1 herself and affirms that aI1are harin by himsa/herself and WWM that al statements and declarations are true and accurate. OJ •�fjTq•••.���i true and accurate. t� Notary Public at Large State of _� /-a r 1 County of /_J�1 �- lr ,'County of Notary Public at Large,51ate of f' MY Lor"M } n ❑Peonay Known Personalty yfn �,2012• GtProduced Identiiu�Iion-� ,.2 L) �..z �i- 2 40 -0 NotarySig IN C✓i1 SUSAN SPEAKS GORMAN s ••. LANTIC BEACH MY COMMISSION 4 DD643668 7 FILE C ITS FOR ADDITIONAL FIRES:Fdbruary 24,2011 REQUIREMENTS AND CONDITIONS. soca" T"RY FI,Notary Discount Assoc,CO, REVIEWED By. O DATF, City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) ` 800 Seminole Road , Atlantic Beach, Florida 32233-5445 � . Phone(904)247-5826 • Fax(904)247-5845 Air E-mail: building-dept@coab.us Date routed: � City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �-� Lo b e_a- (� �/� De artment review required Yes No p Y Building oning Applicant: Public Works ,Pro"ec# „. PUblic;Utilities,, ; . : � cam.- �� rte�X-- 1 Public Safety r S Fire Services Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection + Florida Dept.of Transportation I St.Johns River Water Management District a-C i Army Corps of Engineers b 'Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLIr,.ATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING PUBLIC WORKS Reviewed by: Date: 1� PUBLIC UTILITIES Second Review: ❑Approved as revised. ❑Denied. Comments: PUBLIC SAFETY FIRE SERVICES Reviewed by: Date: Third Review: [Approved as revised. ❑Denied. Comments: Reviewed by: Date: �►,�.,'-1.x'1 j�f`� CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD J ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 "', b Application Number . . . . . 08-00001451 Date 11/03/08 Property Address . . . . . . 1296 BEACH AVE Application type description WELL PERMIT Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ---------------------------------------------------------------------------- Application desc new well ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PARTRIDGE, RICHARD C. WILLIAMS WELL DRILLING INC 1296 BEACH AVENUE P. O. BOX 330567 ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (9 04) 241-8489 ---------------------------------------------------------------------------- Permit . . . . . . WELL PERMIT Additional desc . . WELL Permit Fee . . . . 35 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 5/02/09 ---------------------------------------------------------------------------- Special Notes and Comments A reduced pressure zone backflow preventer must be installed on customer side of the meter if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Maintain clearance from sanitary sewer main and lateral (see attached map) . ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 35 . 00 35 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 35 . 00 35 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 .a' Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: t�fJ City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 10 ���4Ch- l'z Department review required Yes No Building /� . kt !Dvi) IPlanning &Zoning Applicant: U /l/ /JAS I_� �7'jg Public works ,�. ly�� Of u.blic Utilities Project: u Ic afety Fire Services Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept.of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ]Approved. ❑Denied. (Circle one.) Comments: 'P BUILDING PLANNING &ZONING PUBLIC WORKS Reviewed byDate: PUBLIC UTILITIES econd Review: [ Approved as revised. ❑Denied. Comments: PUBLIC SAFETY FIRE SERVICES Reviewed by: Date: Third Review: DApproved as revised. ❑Denied. Comments: Reviewed by: Date: Public Utilities—Distribution & Collection Date: 10 .24 019 Initials: Project Name/Address: Iaq� 1R"cH Ave Application/Permit#: 09- 'Che 9-Check Box Appliafiian Tracking Comments To Add Comment Avoid damage to underground water/sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247- ❑ 5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. ❑ A sewer cleanout must be installed at the property line. Cleanout must be covered with ❑ an RTI concrete box with metal lid. Cleanout to be set to grade and visible. art A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested p by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line installed must be metered with a Sensus touch-read meter in a properly sized vault and an appropriate ❑ backflow preventer installed. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities. If fire sprinkler system is provided, contact Malcolm Clemons at 247-5839 for backflow ❑ requirements. At a minimum,will require double check backflow preventer. Fire lines must be metered with a Sensus touch-read meter. Meters larger than 2"must ❑ be installed in a vault as noted in JEA specifications. 1 r eA & . (4,6t ❑ El El F:\P1anReviewConunents-PU.doc z. r r- x a v4 u t t rt r �,a d p x a � �� Sewer Main z� Sewer Lateral } �F t t C: v�y nm t r' r- .. ritrfa r S' CITY OF ATLANTIC BEACH WELL PERNUT APPLICATION Date Owner's Name:,Ohl/ Address: 16;Z V4,11 A(U e Well Address(if different than above): Well Location on Property(i.e. northeast corner, etc.) Ale,; T -Siwe Well Installation Contractor:j)') qm� �✓e /A`G- Contractor License No.: /�j 7 Phone:;? FAX: , Contractor Address: /� D yS 3(� vr�6r�/ ���✓f� �t �/� Check Use of Well: Domestic Irrigation_ Other Estimated-Well Depth: ��� Casing Depth;620 30"' Screen Interval fromllP to//O Well Diameter: cJ �'`�`�Casing Material ._ Is address currently connected to the City water system? V&2e Is address currently connected to the City sewer system? G,e'5�' Has a Well Permit been obtained from the City of Jacksonville? Permit# Does the well require a permit from the St. Johns River Water Management District? (Not required for wells under 2-inches diameter installed by resident or wells under 6- inches diameter if installed by licensed well contractor). '-A16— If permit is required,note Permit Number and attach a copy. NOTE. WHENA WELL IS INSTALLED ON YOUR PROPERTY,, YOUMUST INSTALL A REDUCED PRESSURE ZONE TYPE BACKFLOW PREVENTER ON THE CITY WATER SERVICE. ON THE CUSTOMER'S SIDE OF THE METER THE BACKFLOW PREVENTER MUST BE TESTED BYA CERTIFIED TESTER AND A COPY OF THE RESULTS SENT TO THE PUBLIC UTILITIES DEPARTMENT. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FLORIDA 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 02-00024914 Date 9/26/02 Property Address . . . . . . 1296 BEACH AVE Application description . . . MECHANICAL ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 Owner Contractor ------------------------ ------------------------ CHANDLER OCEAN STATE HEAT & AIR 1296 BEACH AVENUE 1476 ATLANTIC BLVD. ATLANTIC BEACH FL 32233 NEPTUNE BEACH FL 32266 (904) 249-8251 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . REPLACE HEAT PUMP & A.HANDLER Permit Fee . . . . 41 . 00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 41 . 00 41 . 00 . 00 .00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 41 . 00 41 . 00 . 00 . 00 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 WHICU ARE PART OF THIS PERWT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. BUILDING OFFICIAL BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC DUCK MORIGA 31"3 APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT—Applicant to complete all items in sections 1, 11, 111, and IV. LQwm Street Addf.u: OF Iabrssefing Strealt: WILDING 8afr.ea I +1s. 5.� And Sub.diddon II. IDENTIFICATION—To be completed by all applicants. In consideration of permit given for doing the work as described in the above stafemanl we herby agree to perform said work in accordance ' with the atfacfpd plans and specifications which are • parr hereof and in accordance wish the City of Jacksonville ordinances and standards of good Practice listed therein. Nerve of Mechanical Contractors Ceetrester IPrint) Mubr R 3 Nene d ► jo repody Owner Signature of Signature of sr Author Agent Architect or Engineer A. Type of M Ing fuels IS OTHER CONSTRUCTION BEING OONE ON �F ode THIS BUILDING OR SITE PVD ❑ 644-0 U afursl ❑ Central Utility — ❑ 00 If YES, GIVE NUMBER OF CONSTRUCTION PERMIT ❑ Other—Spout* IV. 11RcNANN.AL,IDUIPMONT TO S(INSTALLED NATURE OF WORK (Preside complete list of components an beck of this ferml Resldentlal or 0 Commercial WNeat ❑ Sped ❑ Rececaed Tt Centml 0 now ❑ New Building XNr Csaddlesbsgt ❑ Ream ;W CeaM1 Existing Building ❑ Duet Syefsm; Meter6l ThIcl.,,e Replacement of existing system Maximum capacity e.LM. ❑ New installation(No system previously Installed) ❑ Refrigeration ❑ Extension or add-on to existing system d Caeilmg bfrr: Gpeelfy g,p,m, ❑ Other—Specify 13 Are springer" Number of hoe� ❑ Elevefdr ❑ MealiR ❑ Esraletw (samberJ THIS SfACI.ItOR OFF=USIF ONLY 13.GswUne p Inemberl I�wtsedl Q.•1�e+• (numbed Remarks ❑ VG ceafslea,a (numbed ❑ Uafleed ptecaae'reel 0 I1eilsre Permit Approved by n.sw ❑ Other—•SPeclfy Permit Fie LI8T ALL EQUIPMENT AOL C014DMOMNG AND REFRIGERATION EQUiPXENT NusltlNsr Vlith Daaorlt ptloa Model NumMs Massutaetune ( )yASOW NBATING.FURNACES. BOILERS, PIREFLACES Ntmabert7sdta Dworlptl— ]Ex"Nlsmbw Yanutaatu"or flr'm) � TANS Sew Many Nfowbw Cotpaalb Type LkW4 Yams ad Serial AppIroving cad DlmelaMoes OoRtalaed Msm(aaturetr No. A CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 17752 Address: 1296 BEACH AVENUE Permit Type: PLUMBING ATLANTIC BEACH, FLORIDA 32233 j Class of Work: ADDITION Township: 0 Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: 5 Section: 0 Square Feet: Subdivision: MANDALAY Est. Value: Parcel Number: `Improv. Cost: -OWNER INFORMATION Date Issued: 2/04/1999 Name: PHIL CHANDLER Total Fees: 32.50 Address: 1296 BEACH AVENUE Amount Paid: 32.50 ATLANTIC BEACH, FLORIDA 32233 j Date Paid: 2/04/1999 Phone: (904}645-2190 Work Desc: INSTALL PLUMBING CONTRACTORS APPLICATION FEES C.W. WOOD PLUMBING PERMIT 32.50 it I � I i Inspections,Reaired UNDER SLAB PLUMBING ROUGH PLUMBING SEWER TOPOUT FINAL 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. i I i (32.58 14 Date: 2/84/99 81 Receipt: 8831442 ATLANTIC BEACH B ILDING DEPT. CHECKS 24468 8322i888 r CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBING PERMIT JOB LOCATION: l Z J L Le-c 4 4,e . OWNER OF PROPERTY: a n c/%.� TELEPHONE NO. PLUMBING CONTRACTOR C_. T_ (.J, L.Jvcyc✓ ell CONTRACTOR' S ADDRESS : -L? STATE LICENSE NUMBER: l'- /:Y QS 70 9 '7 TELEPHONE: 7W—C4ev HOW MANY OF THE FOLLOWING FIXTURES INSTALLED i SINKS SHOWERS / LAVATORY j WATER HEATERS BATH TUBS DISHWASHERS URINALS DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS I SHOWER PANS SEWER WATER REPIPE OTHER TOTAL FIXTURES: _�5_ x $3 .50 + $15. 00 3 2 S— MINIMUM PERMIT FEE - $25. p a 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) 247-5834 wsa•seaa 17645 ' QEP iI AENT OF BUILDI IG, Clt'Y 13F ATLANTIC BEACH ' k `PLrRk1I.T .I IFORI AT U1!I -_ - LOCATI ON INFORMAT 14N - Ada « SE CR AVENU P4 riiA '1' �«C1ARA E ATIAN' TIC REACH, FLORIDA 32233 cad 'or k`A'DbITIOI!t ----- LIWAL DESCRIPTION - C1P+ e UeMSTL �IILYCQ1 « 4�'° tibd«(? ,�� 0x14111 n44: ` D: Subdi v i t ou:MANI3ALA`1' Sit. V -1 us,t 0.00 r .O0 i Cost". 33 tt3+ 0 T6t 1 Peel, 397: 5{ Ai o=` , _P Tette Pig 93 c Ivk I?eke.;' ADDITION PER PLAITS -, APPLICATION FEES , ,P� • �� � E -277 .� D + dATER IMPACT FEE 12o.00 hate« ORIJA 3223 0", wzw I­J . ., CON TION Ame« THE t3 Ll CO A1VY JACXSORVIL ACH}„ .FL` 32246-1393 I C A 7 Exp« / Pe. w 4 ^ § "� Pk .% �ra'"ans ?auaany„„„u rimy „nvr esti;. amnoea �u. .»nwm..,W w,rv°.rus. e,. NOTES: NOTICE''- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECT16N BUMATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CI. l UP AND HAULED AWAY BY,EITHER CONTRACTOR OR OWNER "F I RE TD COMPLY WITH THE MECHANICS' LIEN LAW CAN RESULT; IN THE PROPERTY OWNER RAYING TWICE FOR SUILD NO IMPROVEMENTS.” ISSUED RDING.TO APPROVED' PLANS WHICH ARE,PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLA'Tl F APPLICABLE PROVISIONS OF LAW. 77. I4 f MW 11 8 76k ATLAN CH BUILD}N EPA MEN'f f CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE� WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. ' BATHROOM GROUP CONSISTING OF SERVICE .SINK TRAP STAND WATER CLOSET, LAVATORY & BATH (8) TUB OR SHOWER STALL (b) (0 WATER CLOSET _WATER CLOSET, TANK OPERATED (4) 1:VALVE OPERATED (8) BATHTUB/SHOWER (2) URINAL WALL LIP (4) SHOWER GROUP PER HEAD (3) FLOOR DRAIN (1) SHOWER STALL DOMESTIC (2) LAUNDRY TRAY (2) LAVATORY (1) COMBINATION SINK AND TRAY (3) WASHING MACHINE (3) POT, SCULLERY SINK (4) DISHWASHER (2) WASH SINK EACH SET OF FAUCETS (2) KITCHEN SINK (2) DENTAL LAVATORY (1) KITC8SINK WITH WASTE DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) BIDET URINAL STALL, WASHOUT (4) FLUSHING Rim SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY, BARBER/BEAUTY ICE MAKER (1/2) SHOP (2) SURGEONS SINK (3) LAVATORY, SURGEONS (2) JACUZZI (2) V URINAL STALL, WASHOUT (4) TOTAL FIXTURE UNITS C.o $20.00 EACH $ O C) .JOB INFORMATION REC,rIVrD D`C 2 3 1998 City Of Atlantic CITY OF ATLANTIC BEACH BuildingB and Zoeach PERMIT APPLICATION REMODEL, ADDITIONS OR ALTERATIONS ning Owner(s) :__PHIL-AND_FRAN_CHANDLER Address:---1296-BEACH-AVENUE Phot: 249-9769 --- - --------- Lot # ---------__ Block or Unit # ----------------- ------ ______ Subdivision: Contractor• COMPANY _ •_���_� LL���Y------------------------ ___ Describe work to be done: GARAGE ADDITION -------------------------- --------------------------------------- ---------------------------------------------------------- Presentuse of building:_ RESIDENCE___` Valuation: $35 , 000 .00 ---------------------------------------------------- Proposed use: GARAGE ---7------------------------------------------------ Is this an addition?___•yam___ If yes, what are the dimensions of the added space:__ 22 ft. X __ 36_____ft. Will the added area . be heated and cooled? YES New electrical (or increase) ? YES New plumbing fixtures?_ YES New fireplace?_NO_New Heat/AC? YES SUBMIT THREE COMPLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF COMMENCEMENT, AND OWNER/CONTRACTOR AFFIDAVIT, IF OWNER IS CONTRACTOR. - -49, Signature OWNER: \ ______ _ Date: �)- /4 _ Signature CONTRACTOR:�/�—'- �______-_-�- Date: CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-6826-FAX: 247-6877 PERMIT INFORMATION LOCATION INFORMATION Permit Number: 17803 1 Kddress: IM BEACH AVENUE Permit Type: ELECTRICAL ATLANTIC BEACH, FLORIDA 32233 Class of Work: GARAGE Township: 0 Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: Section: 0 Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: r OWNER INFORMATION' Date Issued: 2/16/1999 Name: PHIL CHANDLER Total Fees: 29.90 Address: 1292 BEACH AVENUE Amount Paid: 29.90 ATLANTIC BEACH, FLORIDA 32233 j Date Paid: 2/16/1999 Phone: (904)724-9049 Work Desc: WIRE DETACHED GARAGE CONTRAC70R(Sl APPLICATION FEES BILL THOMPSON ELECTRIC CO, INC PERMIT 29.90 I Ins ections Required I ROUGH ELECTRIC FINAL ELECTRIC I I j 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 j "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 L--ALT- NTIC BEACH B ILDI G DEPT. j CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 37133-TEL: 247-5826-FAX: 247-5877 PERM!'1:IhEFORMiTION LOGATI0IINFOItMATI01 Permit Number: 18044 Address: 1296 BEACH AVENUE Pennit Type: UTILITIES ATLANTIC BEACH, FLORIDA 32233 Class of Work: ADDITION Township: 0 Range: 0 Book: Proposed Use: SINGLE FAMILY Lot(s): Block: 5 Section:0 Square Feet: Subdivision: MANDALAY Est. Value: Parcel Number: Improv. Cost: C WNER NFORMA N .. . Date Issued: 4/08/1999 Name. PHIL CHANDLER Total Fees: 60.00 Address: 1296 BEACH AVENUE Amount Paid: 60.00 ATLANTIC BEACH, FLORIDA 32233 Date Paid: 4/08/1999 Phone: (904)645-2190 Work Desc: ADDITIONAL WATER IMPACT FEE FOR OUTSIDE SHOWER { tTRA. fid. 5 AP 'i')ON.FEES THE GELLATLY COMPANY WATER,IMPACT FEE 60.00 ns . + iEire�#.. . 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. I C�__ ( , '1� !68.88 14 Date: 4/89/99 81 Receipt. 08473;6 ATLANTIC BEACH UILD DEPT. CHECKS 7931 00180003221000 CITY OF ATLANTIC BEACH ,PERMIT APPLICATION REMODEL, ADDITIONS, OR ALTERATIONS MOVING,DEMOLITIONS Owner(s) : PHIL & FRAN CHANDLER Job Address: 1296 BEACH AVENUE Phone: (904) 249-9769 Lot #138 (,, Block or Unit # go subdivision: MANDALAY contractor: THE GELLATLY COMPANY State License # CG-CA21737 Address: 1515-B PENMAN ROAD Phone No: (904) 246-9080 City JACKSONVILLE BEACH state FL zip Code 32250 Describe work to be done: GARAGE ADDITION Present use of building: RESIDENCE Valuation of Proposed Construction: $35 ,000 .00 Proposed use: GARAGE Is this an addition? YES If yes, what are the dimensions of the added space: 22 ft. X 36 ft. Will the added area be heated and cooled? yE. New electrical (or increase) ? YRS New plumbing fixtures? YES New fireplace?_N_QNew Heat/AC? YES 5V3MXT TM= (CQNMEWZAZ) MO (RESIDMTIAL) CCWLETE SETS OF PLANS, INCLUDING SITZ PLAN, SURVEY, ZNERGY CODE 70MO, NOTICLU OF CMMMCMMENT, AND 03/NZit/CONTRACT01t AFrXDAVIT, IF OWMM IS CONTRACTOR. Signature OWNER: Date: l o Signature CONTRACTOR: Date: T� AS TO OWNER: Sworn to and subscribed before me this day of 19_ NOTARY PUBLIC AS TO CONTRACTOR: Sworn to and subscribed before me this day of ,19_ NOTARY PUBLIC CITY OF ATLANTIC BEACH PERMIT CCAA'LCULATION SHEET ) Address Date Heated Square Footage _@ S oer sq Lt = S Garaae.Shed kTI @ S per sa _ _ _ Carport%Pores ;d S --Pe.;;- sq f-t = :; Deco per Su Pai.i o 0 S Per } = S TOTAL VALUATION : S c3�� 000 TG%al Valuation 1st a 0 coo s Remaining Value $ ' per thousanl� or portion thereo' TOTAL BUILDING FEE / ,<-2 + ,/ Filing Fee g2 7 Fireplaces @ $15 . 00 S —a BUILDING PERMIT FEE S -2 77 So WATER IMPACT FEE $__. /•2O © U SEWER IMPACT FEF, S WATER METER/ TAP S� _ CAPITAL IMPROVEMENT __ SEWER TaP 1 RADON ( HRS } SECTION H PAVING S HYDRAULIC SHARES S, CROSS CONNECTION S SURCHARGE 005 OTHER GRAND TOTAL DUE ADDITIONAL PERMITS OR FEES : Mechanical P1umbina Electric/New Electric/Temp ; SwimminaPooi Septic Tank Wel. i Sign_ Finish Fioor Elevation Survev Other CALCULATIONS and/or NOTES : N b%` CITY OF r�P�ctic �eac` - ��Cvtida 800 SEMINOLE ROAD ---------------------- ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 April 5, 1996 Richard C. Partridge 1296 Beach Avenue Atlantic Beach, FL 32233 Dear Mr. Partridge: Our records indicate that you are the owner of the following property in the City of Atlantic Beach, Florida: 1296 Beach Avenue a/k/a Lots 13 & 14, Block 60, Mandalay RE#1712834-0000 Investigation of this property discloses tht I have found and determined that you are in violation of Chapter 24, Section 24-163 - Boats, motor homes and trailers must be parked or stored behind the front yard setback line. You are hereby notified that unless the conditions above described are remedied withiin two (2) days from the date of your receipt hereof this case will be turned over to the Code Enforcement Board. Under Florida Statute 162.09, the Code Enforcement Board may impose fines of up to $250.00 per day for a first violation and $500.00 for a repeat violation. Sincerely, Karl W. Grun wald Code Enforcement Officer KWG/pah cc: Public Safety Director VIA CERTIFIED MAIL RETURN RECEIPT REQUESTED M SENDER: 1 also wish to receive the yComplete items t and/or 2 for additional services. Complete items 3,and 4a&b. ', following services (for an extra • Print your name and address on the reverse of this form so that we can fee): a� W return this card to you. rq��" m m • Attach this form to the front of the mailpiece,or on the back if,spoce 1. 54ddressee's Address N does not permit. • Write"Return Receipt Requested"on the mailpiece below the article number. 2. ❑ Restricted Delivery a • The Return Receipt will show to whom the article was delivered and the date c delivered. Consult postmaster for fee. -a 3. Article Addressed to: 4a. Article Number f 0 /70 T% tC-�^C r 03 Pry rt0-106- 4b. Service Type E ❑ Registered ❑ Insured V CR N i— Certified ❑ CODUA E r—L S Z 23 3 F-1Express Mail E] Return Receipt for Merchandise 7. Date of Delivery/ `�- a W 5. Si a r s e S. Addressee's Address Only if requested and fee is paid) LUH 6. Signature(Agent) 0 December 1991 taus.GPO:1910-34x-714 DOMESTIC RETURN RECEIPT f 4 W\ C.[ E C CITY OF ATLANTIC BEACH . 2001 PERMIT APPLICATION REMODEL, ADDITIONS, OR ALTERATIONS, MOVING, DEMOLITIONS City of Atlantic Beach Owner(s) "dr/r R- C'/�l'�✓ �'�, R/ (�r ' Building andpr�ir� Job Address 6Oct s ,Az::?. � Phone CIO -2.49 AD GCI Lot# 13 t/ Block or Unit# Subdivision `/ Contractor��t,3 L,7 Ao�iS State License# C Q"C O�(p(g>qD Address kcy' q, s+ _ Phone qd Z3 7 -L2.2,L City :54 State l- Zip 3 LZS > Describe work to be done f\&& C�,d par lb-,J-0 - �u r& Noor" OVA, V7etwxo :kc� Present use of building s i c� �o N kk kbty t—, Valuation of Proposed Constructio Z v J Proposed use S i1 E sz +�Q to t Is this an addition? If yes, what are the dimensions of the added space: ft. x Will the added area be eted and cooled? 5 _New electrical (or increase) New plumbing fixtures? _ New fireplace? Mk' New Heat/AC? SUBMIT THREE (PQMMERCIAL)TWO (RESIDENTIAL) COMPLETE SETS OF PLANS,S INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF COMMENCEMENT, AND OWNER/ ZACTOR AFFIDAVIT IF OWNER IS CON/TRACTOR. Signature of OWNER i2t � 1-�`�-'/ Date: Signature of CONTRACTOR Date t ' STATE OF FLORIDA COUNTY OF i i_)w�� Sworn to (or affirmed) and subscribed before me this day of AS TO OWNER: Notary's Signature ❑ Personally known NIIII m=15, MY COMQ74 Produced Identification EXPIR04 — BondedThMers Type of identification produced f l� � Sworn to (or affirmed) and subscribed before me this 6 4 day of 4 , 2001 AS TO CONTRACTOR: Notary's Signature ti ❑ Personally known THOMAS ELLIS,JR. Produced Identification MY COMMISSION#CC 911074 _ EXPIRES:February 15,2004 Type of identification produced -'$.. Bonded TAN Nobly Public Underw*A CHANDLER ADDITION HVAC LOAD ANALYSIS for The Gellatly Company P.O. Box 51393 Jacksonville Beach, FL 32240 I Carrier Five Star Residential and Light I RHVA( I Prepared By: Andy Bryan Ocean State Heating&Air Conditioning 1476 Atlantic Boulevard Neptune Beach, FL 32266 (904)249-8251 12-15-98 I I I MVAC-Residential&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Addition Neptune Beach,FL 32266-1798 12-15-98 Page 2 Project Summary i Design Data Project Name: Chandler Addition Reference City: Jacksonville, Florida Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 Feet I Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum. Dry Bulb Difference Winter: 27 N/A N/A 72 N/A Summer: 96 78 50% 75 51 Check Figures Total Building Supply CFM: 469 CFM per square foot: 0.796 Square feet of room area: 590 Square feet per ton: 527.949 Building Loads Total heating required with outside air: 17,942 Btuh 17.942 MBH Total sensible gain: 10,326 Btuh 89 % Total latent gain: 1,327 Btuh 11 % Total cooling required with outside air: 11,653 Btuh 0.971 Tons (based on sensible + latent) 1.118 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. Ili I i i Wednesday, December 16, 1998 ANVAC-Residential&Light Commercial HVAC Loads Program gw—*l Elite Software Development,Inc. Ocean State Htg&A/C Chandler Addition Neptune Beach,FL 32266-1798 12-15-98 Page 3 Total Building Summary Loads i Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 3C Window Double Pane Clear Glass Metal Frame 72 2,350 0 3,427 3,427 91 French Door Double Clear Glass Metal Frame 40 1,358 0 1,331 1,331 10D Door Wood Solid Core 37 766 0 418 418 11A Door Metal Fiberglass Core 56 1,487 0 813 813 12C Wall R-11 + 1/2" Gypsum(R-0.5) 675 2,735 0 1,495 1,495 16G Ceiling R-30 Insulation 590 877 0 877 877 22A Slab on Grade No Edge Insulation 110 4,009 0 0 0 Subtotals for structure: 1,580 13,582 0 8,361 8,361 Active People: 1 0 230 300 530 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 0 0 l Lighting: 0 0 0 Ductwork: 0 855 0 939 939 Infiltration: Winter CFM: 70.8, Summer CFM: 31.5 205 3,505 1,097 726 1,823 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 Sensible Gain Total: 10,326 Temperature Swing Multiplier: X1.00 Building Load Totals: 17,942 1,327 10,326 11,653 Check Figures Total Building Supply CFM: 469 CFM per square foot: 0.796 Square feet of room area: 590 Square feet per ton: 527.949 Building Loads Total heating required with outside air: 17,942 Btuh 17.942 MBH Total sensible gain: 10,326 Btuh 89 % j Total latent gain: 1,327 Btuh 11 % Total cooling required with outside air: 11,653 Btuh 0.971 Tons (based on sensible + latent) 1.118 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. i �I i I Wednesday,December 16, 1998 ^rRHVAC-Residential&Light Commercial HVAC Loads Program * Elite Software Development,Inc. Ocean State Htg&A/C Chandler Addition Neptune Beach,FL 32266-1798 12-15-98 Page 4 System #1 Summary Loads I Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 3C Window Double Pane Clear Glass Metal Frame 72 2,350 0 3,427 3,427 ` 91 French Door Double Clear Glass Metal Frame 40 1,358 0 1,331 1,331 10D Door Wood Solid Core 37 766 0 418 418 11A Door Metal Fiberglass Core 56 1,487 0 813 813 12C Wall R-11 + 1/2" Gypsum(R-0.5) 675 2,735 0 1,495 1,495 16G Ceiling R-30 Insulation 590 877 0 877 877 22A Slab on Grade No Edge Insulation 110 4,009 0 0 0 Subtotals for structure: 1,580 13,582 0 8,361 8,361 Active People: 1 0 230 300 530 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 0 O Lighting: 0 0 0 1 Ductwork: 0 855 0 939 939 Infiltration: Winter CFM: 70.8, Summer CFM: 31.5 205 3,505 1,097 726 1,823 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 Sensible Gain Total 10,326 Temperature Swing Multiplier: X1.00 System Load Totals: 17,942 1,327 10,326 11,653 Check Figures Supply CFM: 469 CFM per square foot: 0.796 Square feet of room area: 590 Square feet per ton: 527.949 I System Loads Total heating required with outside air: 17,942 Btuh 17.942 MBH Total sensible gain: 10,326 Btuh 89 % Total latent gain: 1,327 Btuh 11 % Total cooling required with outside air: 11,653 Btuh 0.971 Tons (based on sensible + latent) 1.118 Tons (based on 77% sensible capacity) I i Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. j Be sure to select a unit that meets both sensible and latent loads. I Wednesday, December 16, 1998 VAC-Residential&Light Commercial HVAC Loads Program Eff—*I Elite Software Development,Inc. Ocean State Htg&A/C ni Chandler Addition Neptune Beach,FL 32266-1798 12-15-98 Page 5 Room Load Summary Reports System#1 Room Load Summary i Htg Htg Run Clg Clg Clg Zone Clg Air I Room Area Sens Nom Duct Sens Lat Nom Adj Adj Sys No Description SF Btuh CFM Size Btuh Btuh CFM Fact CFM CFM ---Zone 1--- 1 Exercise 154 4,474 58 0-0 2,863 498 130 1.00 130 130 Room 2 Exercise 84 2,890 38 0-0 1,042 198 47 1.00 47 47 Bath/Storag j 3 Garage 352 10,578 137 0-0 6,421 631 292 1.00 292 292 System 1 Totals 590 17,942 233 10,326 1,327 469 469 469 I Main Trunk Size: 10x10 in. System#1 Cooling System Summary j Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 0.971 89%/11% 10,326 1,327 11,653 Recommended: 1.118 77%/23% 10,326 3,084 13,410 System #1 Equipment Data Heating System Cooling System I II I i I I � 1 Wednesday, December 16, 1998 Department of Community Affairs FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SN: 5056 FORM 600A-93 Residential Component Prescriptive Method A PROJECT NAME : Single Family Home BUILDER: The Gellatly Company NORTH AND ADDRESS : PERMITTING CLIMATE OFFICE: ZONE: 11_I 2I_I 3I_1 OWNER: Chandler Residence PERMIT NO. JURISDICTION NO. 1. New construction or additionCK 2 . Single family detached or Multifamily attached 2 . Single-Family ion 3 . If Multifamily-No. of units 3 . 0 4 . If Multifamily, is this a worst case (yes/no) 4 . 5 . Conditioned floor area (sq. ft . ) 5 . 590 . 00 6 . Predominant eave overhang (ft . ) 6 . 1 . 50 7 . Porch overhang length (ft . ) 7 . 15 . 00 8 . Glass area and type : Single Pane Double Pane a. Clear Glass 8a. O . Osgft 112 . 00sgft b. Tint, film or solar screen 8b. O . Osgft O . 00sgft 9 . Floor type and insulation: a. Slab on grade (R-value, perimeter) 9a.R= 0 . 00 , 110 . 00 ft 10 .Net Wall type area and insulation: a. Exterior: 2 . Wood frame (Insulation R-value) 10a-2 R=19 . 00, 675 . 00sgft 11 .Ceiling type area and insulation: a. Under attic (Insulation R-value) lla.R=30 . 00 , 590 . 00sgft 12 .Air distribution systems a. Ducts (Insulation + Location) 12a. R= 6 . 00 uncond 13 .Cooling system 13 . Type : Central A/C SEER: 10 . 50 14 .Heating System: 14 . Typ l Heat Pump HSPF: 7 . 30 15 .Hot water system: 15 . Type : Electric 16 .Hot Water Credits : (HR-Heat Recovery, 16 . EF: 0 . 92 DHP-Dedicated Heat Pump) 17. Infiltration practice : 1, 2 or 3 17 . 2 18 .HVAC Credits (CF-Ceiling Fan, CV-Cross vent, 18 . CF HF-Whole house fan, RB-Attic radiant barrier, MZ-Multizone) 19 .EPI (must not exceed 100 points) 19 . 98 . 35 a. Total As_Built points 19a. 10841 . 15 b. Total Base points 19b. 11022 . 87 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I Hereby certify that the plans and Review of the plans and specifications specifications covered by this calcu- covered by this calculation indicates lation are in compliance with the compliance with the Florida Energy Florida Energy Code . Code . Before construction is completed this building will be inspected for PREPARED Y: compliance in accordance with Section DATE: 553 . 908 F.S . I hereby certify , _ at this building is in compliance i a Energy Code. ,tip OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE : Department of Community Affairs SN: 5056 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 600A-93 Residential Component Prescriptive Method A NORTH PROJECT NAME: Single Family Home BUILDER: The Gellatly Company AND ADDRESS : PERMITTING CLIMATE OFFICE: ZONE: 11_1 24_1 31_1 OWNER: Chandler Residence PERMIT NO. JURISDICTION NO. 1. New construction or addition 1 . New Construction CK 2 . Single family detached or Multifamily attached 2 . Single-Family 3 . If Multifamily-No. of units 3 . 0 4 . If Multifamily, is this a worst case (yes/no) 4 . 5 . Conditioned floor area (sq. ft . ) 5 . 590 . 00 6 . Predominant eave overhang (ft . ) 6 . 1 . 50 7. Porch overhang length (ft . ) 7 . 15 . 00 8 . Glass area and type : Single Pane Double Pane a. Clear Glass 8a. O . Osgft a-.;;F. 00sgft b. Tint, film or solar screen 8b. O . Osgft/['l 0 . 00sgft 9 . Floor type and insulation: a. Slab on grade (R-value, perimeter) 9a.R= 0 . 00 , 110 . 00 ft 10 .Net Wall type area and insulation: a. Exterior: 2 . Wood frame (Insulation R-value) 10a-2 R=19 . 00, 675 . 00sgft 11 .Ceiling type area and insulation: a. Under attic (Insulation R-value) lla.R=30 . 00 , 590 . 00sgft 12 .Air distribution systems a. Ducts (Insulation + Location) 12a. R= 6 . 00 uncond 13 .Cooling system 13 . Type : Central A/C SEER: 10 . 50 14 .Heating System: 14 . Type Heat Pump Q ( ( HSPF : 7 . 30 15 .Hot water system: 15 . Type : Electric EF: 0 . 92 16 .Hot Water Credits : (HR-Heat Recovery, 16 . DHP-Dedicated Heat Pump) 17 . Infiltration practice : 1, 2 or 3 17 . 2 18 .HVAC Credits (CF-Ceiling Fan, CV-Cross vent, 18 . CF HF-Whole house fan, RB-Attic radiant barrier, MZ-Multizone) 19 .EPI (must not exceed 100 points) 19 . 98 . 35 a. Total As Built points 19a. 10841 . 15 b. Total Base points 19b. 11022 . 87 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I Hereby certify that the plans and Review of the plans and specifications specifications covered by this calcu- covered by this calculation indicates lation are in compliance with the compliance with the Florida Energy Florida Energy Code . Code . Before construction is completed this building will be inspected for PREPARED BY: compliance in accordance with Section DATE: 41.6 553 . 908 F.S . I hereby certify that this building is in compliance with the Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: Oe's' �7L DATE: DATE: ** INFILTRATION REDUCTION PRACTICE COMPLIANCE CHECKLIST ** COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK PRACTICE #1 606 . 1 COMPLY WITH ALL INFILTRATION PRESCRIPTIVES . ------------------------------------------------------------------------- Windows 606 . 1 Maximum of 0 . 34 CFM per linear foot of operable sash crack (includes sliding glass doors) . ------------------------------------------------------------------------------- Exterior & 606 . 1 Maximum of 0 . 5 CFM per sq. ft . of door area: solid Adjacent Doors core, wood panel, insulated or glass doors only. ------------------------------------------------------------------------------- Exterior Joints 606 . 1 To be caulked, Basketed, weather-stripped or other- & Cracks wise sealed. ------------------------------------------------------------------------------- PRACTICE #2 606 . 1 COMPLY WITH PRACTICE #1 AND THE FOLLOWING: ------------------------------------------------------------------------------- Exterior Walls 606 . 1 Top plate penetrations sealed. Infiltration barrier & Floors installed. Sole plate/floor joint caulked or sealed. ------------------------------------------------------------------------------- Exterior Walls 606 . 1 Penetrations, joints and cracks on interior surface & Ceilings caulked, sealed or gasketed. ------------------------------------------------------------------------------- DuctWork 606 . 1 Ductwork in unconditioned space must be sealed. ------------------------------------------------------------------------------- Fireplaces 606 . 1 Equipped with outside combustion air, doors and flue dampers . ------------------------------------------------------------------------------- Exhaust Fans 606 . 1 Equipped with dampers . Combustion devices see 606 . 1 .A. 2 . ------------------------------------------------------------------------------- Combustion 606 . 1 Be in unconditioned space (except direct vent) , draw Appliances air from unconditioned space, exhaust to outside. Cooking appliances shall be dampered and use intermittent ignition. ------------------------------------------------------------------------------- ** OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences . ) ** ------------------------------------------------------------------------------- Water Heaters 612 . 1 Comply with efficiency requirements in Table 6-12 . Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-- in heat trap required. ------------------------------------------------------------------------------- Swimming Pools 612 . 1 Spas and heated pools must have covers (except solar & Spas heated) . Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 percent . ------------------------------------------------------------------------------- Shower Heads 612 . 1 Water flow must be restricted to no more than 3 gal- lons per minute at 80 PSIG. ------------------------------------------------------------------------------- HVAC Duct 610 . 1 All ducts, fittings, mechanical equipment and plenum Construction chambers shall be mechanically attached, sealed, ins- Insulation & ulated and installed in accordance with the criteria Installation of Section 610 . 1 .ABC. 2 & 610 . 1 .ABC. 3 . Duct in attics must be insulated to a minimum of R-6 . Air handlers shall not be installed in attics unless in mechanical closet . ------------------------------------------------------------------------------- HVAC Controls 607 . 1 Separate readily accessible manual or automatic thermostat for each system. ----------------------------------------------------------------- Insulation 604 . 1 Ceilings minimum R-19 . Common Walls - Frame R-11 or 602 . 1 CBS R-3 both sides . Common ceiling & floors R-11 . --------------------------------------------------------------------- SUMMER CALCULATIONS _-= BASE ___ __= AS-BUILT GLASS---------------- ORIEN AREA x BSPM = POINTS TYPE SC ORIEN AREA x SPM x SOF = POINTS ------------------------------------------------------------------------------- N 50 . 00 65 . 8 3290 . 0 DBL CLR N 30 . 0 38 . 3 . 88 1009 . 8 DBL CLR N 20 . 0 38 .3 . 55 418 . 9 E 50 . 00 65 . 8 3290 . 0 DBL CLR E 20 . 0 79 .7 . 60 952 . 7 DBL CLR E 30 . 0 79 . 7 .87 2088 .1 S 4 . 00 65 . 8 263 . 2 DBL CLR S 4 . 0 66 .2 . 58 154 . 5 W 8 . 00 65 . 8 526 . 4 DBL CLR W 8 . 0 79 . 7 . 72 456 . 8 ------------------------------------------------------------------------------- . 15 x GOND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS GLASS AREA AREA FACTOR POINTS POINTS ( POINTS ------------------------------------------------------------------------------- . 15 590 . 00 112 . 00 . 790 7, 369 . 60 5 , 823 .30 5, 080 . 95 NON GLASS------------ AREA x BSPM = POINTS TYPE R-VALUE AREA x SPM = POINTS ------------------------------------------------------------------------------- WALLS---------------- Ext 675 . 0 . 9 607 . 5 Ext Wood Frame 19 . 0 675 . 0 . 90 607 . 5 DOORS---------------- Ext 93 . 0 6 . 1 567 . 3 Ext Wood 93 . 0 6 . 10 567.3 CEILINGS------------- UA 590 . 0 . 6 354 . 0 Under Attic 30 . 0 590 . 0 . 60 354 . 0 FLOORS--------------- Slb 110 . 0 -37 . 0 -4070 . 0 Slab-on-Grade . 0 110 . 0 -41 . 20 -4532 .0 INFILTRATION--------- 590 . 0 8 . 0 4720 . 0 Practice #2 590 . 0 8 . 00 4720 . 0 TOTAL SUMMER POINTS 8 , 002 . 10 , 6 , 797 .75 TOTAL x SYSTEM = COOLING I TOTAL x CAP x DUCT x SYSTEM x CREDIT = COOLING SUM PTS MULT POINTS COMPON RATIO MULT MULT MULT POINTS ------------------------------------------------------------------------------- 8, 002 . 10 . 37 2 , 960 . 78 6 , 797 . 75 1 . 00 1 . 100 . 320 . 860 2, 057 . 82 WINTER CALCULATIONS BASE ___ __= AS-BUILT GLASS---------------- ORIEN AREA x BWPM = POINTS I TYPE SC ORIEN AREA x WPM x WOF = POINTS ----------------------------------------------------------------- N 50 . 00 -10 . 6 -530 . 0 DBL CLR N 30 . 0 7 .3 1 . 18 257. 7 DBL CLR N 20 . 0 7 .3 1 . 71 249 . 9 E 50 . 00 -10 . 6 -530 . 0 DBL CLR E 20 . 0 -9 . 2 - . 15 28 . 0 DBL CLR E 30 . 0 -9 . 2 . 65 -180 .3 S 4 . 00 -10 . 6 -42 .4 DBL CLR S 4 . 0 -28 .4 . 64 -72 .4 W 8 . 00 -10 . 6 -84 . 8 DBL CLR W 8 . 0 -9 . 2 .24 -17.4 ------------------------------------------------------------------------------- . 15 x COND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS GLASS AREA AREA FACTOR POINTS POINTS ( POINTS ------------------------------------------------------------------------------- .15 590 . 00 112 . 00 . 790 -1, 187 . 20 -938 . 10 ( 265 .52 --------------------------- NON GLASS------------ AREA x BWPM = POINTS TYPE R-VALUE AREA x WPM = POINTS ------------------------------------------------------------------------------- WALLS---------------- Ext 675 . 0 2 .2 1485 . 0 Ext Wood Frame 19 . 0 675 . 0 2 . 20 1485 . 0 DOORS---------------- Ext 93 . 0 12 . 3 1143 . 9 Ext Wood 93 . 0 12 . 30 1143 . 9 CEILINGS------------- UA 590 . 0 1 . 2 708 . 0 Under Attic 30 . 0 590 . 0 1 . 20 708 . 0 FLOORS--------------- Slb 110 . 0 8 . 9 979 . 0 Slab-on-Grade . 0 110 . 0 18 . 80 2068 .0 INFILTRATION--------- 590 . 0 7 .4 4366 . 0 Practice #2 590 . 0 7 .40 4366. 0 TOTAL WINTER POINTS 7, 743 . 80 10, 036 .42 -------------------------------- - - TOTAL x SYSTEM = HEATING ! TOTAL x CAP x DUCT x SYSTEM x CREDIT = HEATING WIN PTS MULT POINTS I COMPON RATIO MULT MULT MULT POINTS ------------------------------------------------------------------------------- 7, 743 . 80 . 55 4 , 259 . 09 110 , 036 .42 1 . 00 1 . 100 . 466 1 . 000 5, 144 . 67 ******************************************************************************* WATER HEATING ******************************************************************************* _-= BASE ___ __= AS-BUILT NUM OF x MULT = TOTAL I TANK VOLUME EF TANK x MULT x CREDIT = TOTAL BEDRMS RATIO MULT ------------------------------------------------------------------------------- 1 3803 . 0 3 , 803 . 00 40 . 92 1 . 000 3638 . 7 1 . 00 3, 638 . 67 ******************************************************************************* SUMMARY BASE __- __= AS-BUILT COOLING HEATING HOT WATER TOTAL COOLING HEATING HOT WATER TOTAL POINTS + POINTS + POINTS = POINTS POINTS + POINTS + POINTS = POINTS ------------------------------------------------------------------------------- 2960 . 8 4259 . 1 3803 . 0 11, 022 . 87 2057 . 8 5144 . 7 3638 . 7 10, 841 . 15 ***************** * EPI = 98 . 35 ***************** For detailed information ENERGY GUIDE of the EPI rating number or for any ITEM listed, ask your Builder for EPI= 98 .4 DCA Form 600A-93 or Form 600B-93 0 10 20 30 40 50 60 70 80 90 100 ---------------------------------------X- I The maximum allowable EPI is 100 . The lower the EPI the more efficient the home RESIDENTIAL ENERGY PERFORMANCE RATING SHEET ITEM HOME VALUE Low Efficiency High Efficiency SINGL CLR DBL TINT WINDOWS. . . . . . . . . . . . . . . . . . . . .Double Clear -------------X------- I INSULATION. . . . . . . . . . . . . . . . . . R-10 R-30 Ceiling R-Value . . . . . . . . . 30 . 0 1 --------------------X, R-0 R-7 Wall R-Value . . . . . . . . . 19 . 0 f --------------------XI R-0 R-19 Floor R-Value . . . . . . . . . 0 . 0 IX-------------------- I AIR CONDITIONER. . . . . . . . . . . . . 10 . 0 SEER 17 . 0 SEER/EER. . . . . . . . . . . . . . . . . . 10 . 5 -X------------------- I 9 . 7 EER 16 . 0 HEATING SYSTEM. . . . . . . . . . . . . . 6 . 8 HSPF 12 . 0 Electric COP/HSPF. . . . . . . . 7 . 3 , -X------------------- 1 0 . 78 AFUE 0 . 90 Gas AFUE. . . . . . . . . . . . 0 . 00 1 --------------------- I WATER HEATER. . . . . . . . . . . . . . . . 0 . 88 0 . 96 Electric EF. . . . . . . . . . . . . . 0 . 92 1 ----------X---------- 1 0 . 54 0 . 90 Gas EF. . . . . . . . . . . . . . 0 . 00 4 --------------------- 1 0 .40 0 . 80 Solar EF. . . . . . . . . . . . . . ( --------------------- � OTHER FEATURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I certify that these energy saving features required for the Florida Energy Code have been installed in this house . Builder Address: Signature: Date : City/Zip Florida Energy Code for Building Construction - 1993 Florida Department of Community Affairs FL-EPL CARD93 For detailed information ENERGY GUIDE of the EPI rating number or for any ITEM listed, ask your Builder for EPI= 98 .4 DCA Form 600A-93 or Form 600B-93 0 10 20 30 40 50 60 70 80 90 100 ---------------------------------------X- 1 The maximum allowable EPI is 100 . The lower the EPI the more efficient the home RESIDENTIAL ENERGY PERFORMANCE RATING SHEET ITEM HOME VALUE Low Efficiency High Efficiency SINGL CLR DBL TINT WINDOWS . . . . . . . . . . . . . . . . . . . . .Double Clear -------------X------- � INSULATION. . . . . . . . . . . . . . . . . . R-10 R-30 Ceiling R-Value . . . . . . . . . 30 . 0 1 --------------------X1 R-0 R-7 Wall R-Value. . . . . . . . . 19 . 0 1 --------------------X1 R-0 R-19 Floor R-Value . . . . . . . . . 0 . 0 IX-------------------- I AIR CONDITIONER. . . . . . . . . . . . . 10 . 0 SEER 17 . 0 SEER/EER. . . . . . . . . . . . . . . . . . 10 . 5 -X------------------- 1 9 . 7 EER 16 . 0 HEATING SYSTEM. . . . . . . . . . . . . . 6 . 8 HSPF 12 . 0 Electric COP/HSPF. . . . . . . . 7 . 3 -X------------------- 1 0 . 78 AFUE 0 . 90 Gas AFUE. . . . . . . . . . . . 0 . 00 1 --------------------- I WATER HEATER. . . . . . . . . . . . . . . . 0 . 88 0 . 96 Electric EF. . . . . . . . . . . . . . 0 . 92 1 ----------X---------- 1 0 . 54 0 . 90 Gas EF. . . . . . . . . . . . . . 0 . 00 1 --------------------- , 0 .40 0 .80 Solar EF. . . . . . . . . . . . . . I --------------------- I OTHER FEATURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I certify that these energy saving features required for the Florida Energy Code have been installed in this house . Builder Address : Signature: Date : City/Zip Florida Energy Code for Building Construction - 1993 Florida Department of Community Affairs FL-EPL CARD93 ILA. IN1 LAW .. (._..... .. _.... Y'( MIN, R "N NAMCO pon4 4" iNatire o x o z��r�ern Wwlydlli W OurLICAtt) �, co The undersigned hereby Informs all concerned that impro ements will be made to certain real rQ property, and In accordance with section 713.13 of the Florida Statutes, the following information ri is stated in this NOTICE OF COMMENCEMENT. u Description o1 property......-1.2.9 6.... E C H....A.V..E,NU. .. ...................... Cn �. LOTS 13 & 141 BLOCK 50 MANDALAY SUBDIVISION ........................................................._ .... ...».».. .............................I.............. .....................................................................I............... to ,r ....... ....................................................................................._................................................ 0 0 »......................................................................................................................... ...................... ...........-................... ...........................,.....».........». General description of improvements............. ,..�1.G E....A.n P I T I 0 N. .................................... .... ................................................... Owner.• PHIL AND FRAN CHANDLER i 1296 BEACH AVENUE Address................................................................................................................................... .................... »...._..............................,.................. Owner's inlerem in site of the improwm4nl....I' .rT.Ll.Y.,.,DWELLIN.G ...............................................».................................. Fee Simple Title holder (if other than owner) ........ NONE Name.• Address.................................................................................................................................. .......................»........................................................... Conlrador..:;.......I'H E.....E L L A T L.Y....0 0111 P A N.Y................ .. ....... ................. ....................» Addrwss•.•.............1.....1.5...8...... ...N....ROAD.... ..............JACKSONVII LE....BEAC.H"» FL '» 32250».....» .. Surety (if any)................... ............................................................................................... .......................................................................... ...w Addrow...................................................................................................................................... .........Amount of bond $....................»......... Name of person within 1114 Sial• of Florida dwsip weed by owner upon whom nolioes or olhw doaAmNs may b4 served. Name .......... ....................................................»..................................................................... .............................»».........».........,.....................». Addrea....................................................................................................................................... In addition to himself, owner designates the following person to re eive a copy of the Lienor's Notice as provided in Section 713.13 (1) (F), Florida Statutes. (Fill In at wner's option). THE GELLATLY COMPANY Name „____ 1515- B PENMAN ROAD JACKSONVILLE BEACH , FL 32250 10' 12'4"4 �� 1M_ �J C r Co N 0 ~O W N 3 1-- 3 r. Cli? r BM-4 ,may F6 38'14 U) F 10 C0 F7 N FS r EZ In F ' vi N r N F4 BM-5 F11 12' 8'2' 8' CO CO CO CO CO Nil C= O -aF-L 33333 1 f- Z= mrOO 1 1 1 1 1 -00 r-z Cn=nM Ul WNI- F O MG-) HZ .• .. Co M COX N NNNNN COL Cn mn'-' v 1 1 (ilO Z �U= �1 = 1 F-- F-- I— 1 IL =H O O .. =W O :K CO —Iz zCC)M civ N M �0 0 Ul 0 M Ul CTIO C_ O C-)m=. O CO = �U I-I F- XXXXX --i _ --I - __ IU=m I- 1-r-F--1- m;7 00 O OJ Coo)NN X 0= = :E: --4HO < F--4:1D H ;U H rF-F`r-F- U)U) Z COQ < « « =3 m C-)Om r-r-F-F-F- C)H -1 r-z C-+ O m 7 W w N�-I- w w r- -< O N Co -r-- Ln 1— G Ul f I—F— 0 -.G 00 :E: to Lumber Un I f M I ted P.O . Box 12Jacksonville, FL 0 32209 (904) 356 - 544 0 ATTENTION: Controctors Crews & Frames Oo not out or alter trusses. Any question or dlsoreponoles should be dlreoted to U/% Lumber Unlimited of 356-5440 prior to eCeotlon mod1Floot1on of ony trusses V� O Lumbar Unl iml ted Is not Moble For ony book OFwr9es' unless approved by one of <, our re resentot Ives beFore the work oreotin the aharge Is perFormed. Face Mount Hangers - Structural Composite Lumber j Allowable Loads Dimensions fasteners I I Joist � Model i I DF/SP Species Header SPF Species Header Size No. Uplift Uplift I W H B Face Joist (133) (160) Floor j Snow Roof Floor Snow Roof (100) (115) (125) (100) (115) (125) 1 y,x 7 HU7 MIN 1'xb 67;fs 2?2 12-16d 4-10dx ly 480 575 1610 1850 2010 1390 1600 1740 HU7 MAX 11y6 6+y:6 2y 16-16d 8-10d.!1y 960 1150 2145 2465 2680 1855 2135 2320 HUS181/10 Pyy, pB�r/, I 3 30-16d i 10-16d 2845 3000 4900 5045 5145 4355 5010 5145 I 91 9Y: LHU9 MIN 1' 8 93(, y 2y 1 18-16d 6-10dxty, ! 720 865 12410 2775 3015 2090 2400 2610 j HU9 MAX j 1'3fa 9% 234 i 24-16d I 10-10dxty ! 1200 1440 i 3215 j 3700 j 4020 I 2785 3200 3480 j HUS181/10 11j! 8% 3 30-16d 10-16d 2845 3000 4900 5045 5145 4355 5010 5145 11y 11j HU11 MIN 1",a 11Y,c 2y 22-16d 6-10dxly, 720 865 2950 3390 3685 2550 2935 3190 HU11 MAX I 11%. 11ys 2y= 30-16d ; 10-10dx1y, ; 1200 1 1440 4020 4315 ! 4405 ! 3480 4000 4350 1 HUS1.81/10 1r ! 81A 3 30-16d 10-16d i 2845 ' 3000 4900 5045 1 5145 i 4355 5010 5145 ' 1%x14 HU14MIN 1"Xs I 13'X, 2y2 28-16d 8-10dx1y j 960 I 1150 3750 4110 i 4180 ( 3250 3735 ! 4060 1 HU14 MAX 1% I 13'ys 24 I 36-16d 14-10dxl)i 1680 2015 4540 4730 i 4855 4175 . 4730 4855 HU2.75110 MIN, 2y 9 2y 14-16d 6-10dx1y ! 720 865 i 1875 2155 2345 1625 1870 2030 2'X4x 2 2 18-16d 10-10dxl 1200 1440 2410 2775 ! 3015 2090 2400 2610 H x 9Y.-9Yz. HU2.75/10 MAX 3'. ! 9 Y: Y: H d s 21 HGUS2.75/10 gy, ; 8' I. 4 46-16d i 12-16d 3415 4100 7890 : 8665 i 8665 ;6745 7755 i 8430 � + 3 HU2.75/12 MIN 2Y. 103, 2y 16-16d 6-10dxly, 720 865 2145 2465 1 2680 ; 1855 2135 2320 21G6 x HU2.75/12 MAX 2r/. i 103; 2y ; 22-16d 10-10dx1y 1200 1440 2950 3390 j 3685 12550 2935 3190 11y-11/ HGUS2.75/12 23, ! 1Or 4 156-/fid 14-16d 13985 4780 9415 9615 1 9750 8155 9380 ' 9750 HU2.75/14 MIN 23, 13 ! 2y 18-16d 8-10dxly, 960 1150 2410 2775 3015 2090 2400 2610 2y6x 14 HU2.75/14MAX; 2y, 13 214 24-;6d 14.10dxty 1680 2015 . 3215 3700 4020 . 2785 3200 3480 HGU52.75/14 23; 12ru 4 66-16d 16-16d 4555 5000 9605 9840 9995 9565 9840 9995 HU2.75/16MIN 23, l 14y1, 2y 20-16d 8-10dx1y 960 1150 2680 3080 3350 2320 2670 2900 21X6 x 16 HU2.75/16 MAX 2y I 14X, 2y i 26-16d 14-1Odx1y 1680 2015 1 3485 i 4005 4355 3015 3470 3770 HGUS275114 I 2% 10% i 4 66-16d I 16-16d 4555 5000 ! 9605 19840 9995 i 9565 9840 9995 HU212-2 MIN 3Y 109/ 2y 16-16d 6-1Od 905 1085 2145 2465 2680 1855 2135 2320 HU212.2 MAX 3Y, 10% 2yz 22-16d 10-10d 1505 1810 2950 3390 13685 2550 2935 3190 HU3 25/10 5 3y 10,; ! 2y 22-16d 10-10d 1505 1810 2950 3390 3685 2550 2935 3190 3y GLULAM HU3.25/12 3y113; I 2y 24-16d 12-1 Did 1810 2015 3215 3700 4020 2785 3200 3480 HU216.2 MIN 3y 13% 1 2y 20-16d 8-tOd 1205 1445 2680 3080 3350 2320 2670 2900 HU216.2 MAX 3Y 13% 2Y 26-16d 12-10d 1810 2015 3485 4005 1 4355 3015 3470 3770 HGUS3 25/10 3y, 86/ i 4 46-16d 12-16d 3415 4100 7890 8330 8445 6745 7755 8430 HGUS3.25/12 ! 3y ! 10% 4 56-16d 14-16d 3985 4780 9535 10965 11335 8155 9380 10195 HU48 MIN 3 i 613, 2y2 10-16d 4-10d 605 725 1340 1540 1675 i 1160 1335 1365 3y x 7y HU48 MAX 39, i 61v 2y 14-16d 6-10d 905 1085 11875 2155 12345 ' 1625 1870 2030 __ I HGUS46 33; I 4% i 4 I 20-16d 8-16d 2275 2735 13755 4320 ` 4695 i 3185 3660 3980 i Z U410 3% 8y, 2 14-16d 6-10d 890 1065 1860 2140 : 2330 1610 1850 2010 HUS410 39, 8ry I 2 8-16d 8-16d 2160 2590 2010 2310 2510 1650 1900 2065 . W 3y x HU410 MIN 39,, 8% 2y 14-16d ' 6-10d i 905 1085 1875 2155 i 2345 1625 1870 2030 9y' 9Y2 HU410 MAX3W6 ! 83s 2y 18-16d ! 10-10d 1505 1810 2410 2775 , 3015 i 2090 2400 2610 HHUS410 i 3% 9 3 30-16d 10-16d 2855 3430 5190 5900 i 5900 4385 5040 5480 ^ I HGUS410 3% 81,1, 4 46-16d 12-16d 3415 4100 7890 8665 ' 8665 6745 7755 8430 i U410 I 3 8 2 14-16d 6-10d 890 1065 ! 1860 2140 ! 2330 ! 1610 1850 2010 N HUS412 3 1 Oy, 1 2 ; 10-16d 10-16d 2700 3240 12510 2885 ; 3140 12065 2375 : 2580 3y x HU412 MIN 39, ! 10 2 ! 16-16d 6-10d i 905 ' 1085 ! 2145 2465 : 2680 ; 1855 2135 2320 11y-11/ HU412 MAX 3 10 2y, 22-16d r 10-10d 1505 1810 i 2950 ! 3390 i 3685 2550 2935 3190 HHUS410 3% 9 I 3 ! 30-16d 10-16d 1 2855 : 3430 5190 5900 15900 4385 5040 15480 HGUS412 { 3% 1 1011/1, I 4 I 56-16d 14-16d 1 3985 4780 ! 9535 i 10965' 11335 ' 8155 9380 10195 U414 3% 10 2 16-16d 6-1Od ! 890 1065 2130 2445 ! 2660 1840 2115 2300 HU416 MIN 39;6 13% 2y 20-1,6d 8-1Od 1205 1445 2680 3080 3350 2320 2670 2900 :J 3y x 14HU476 MAX 3% 133, 2y 26-16d 12-1 Did 1 1810 2015 3485 4005 4355 3015 3470 3770 HHUS410 3% 9 3 30-16d 10-16d 2855 3430 5190 5900 5900 4385 5040 5480 HGUS414_ 3% 12'.;6 ' 4 66-16d 16-16d : 4555 5000 11180 11335 11335 9565 11000 11335 See footnotes on oppos.te page. Structural Composite Lumber can be Glulam Beam,LVL.TimberStrand'x PSL. See CJT Kit(Concealed Joist Tie)on page 57 for concealed connecror nstailabon. 53 TP FLANGE HANGERS SWeb -� -:Dimensions - ,Fasteners Allowable Loads }O Jalst Model ; tift ` U lift Uplift LVL Header +r'0 Size No. Aegd W N '8 TF -'Top Y Farr'": Joist ( (1601 Floor Snow Roof` 100 11 (125) 5 ITT211.88 — 19/,e 11173/,e 2 13/a 4-1Od 2.10d 2-lOdxt'/2 1245 285 1450 1450 1450 �Q MIT211.88 — 19/16 111/. 2'/2 25/,e 4-16d 2-16d 2-10&1'A 2401 290 12650 12650 2650 m 8211.88 J 19/,6 11% 31/2 2'/2 2-16d 2-16d 2-10dx11/2 245 295 1835 1835 1835 Z77%, 11/z x 117/, W211.88 J 79/% 117/6 21/2 21/2 2-16d — 2-10dx1'/2 — — 2335 12335 2335 - LBV211.88 J 19/18 11% 3 2 4-16d 2-16d 2-10dx1'/2 240 290 2565 2565 2565 WP211.88 J 16/6 117/a 4 1 23/,e 2-16d — 2-10dx11/2 — — 3635 3635 1 3635 ITTM211.885 — 19/ie 1111/,6 2 3'/2 3-TAPCON 2-TAPCON 2-10rbc11/2 165 165 1610 16101 1610 WM211.885 19/ie 117/a 2 33/4 2-16dDPLX — 2-10dx1'/2 — — 2445 2475 2490 (111.681925 `_ 1"/,e 93/16 2 13/a 4-10d 2-10d 2-10dx1'/2 245 285 1450 1450 1450 {' 81.68/9.25 "'= 7 1"/,e 91/4 2 21/2 `2-16d 2-16d 2-10dx1'.2 245 295 1835 1835 1835 lsjsx9i�4 W1.68/925 - J 1"/,e 91/ 2'/z 2'/z 2-16d — 2-10cbc1'/2 — — 2335 2335 2335 LBV1.68M25 : J 11t/,e 91/4 3 1 2 4-16d 2-16d 2-10dx1'/2 240 290 2565 12565 2565 _ ITTM1.68/9.& — 1"/1e 91/16 2 31/2 3TAPCON 2-TAPCON 2.10dx1'/2 165 165 1610 1610 1610 WM1.68/9255 J 1"/ie 9'/i 2 33/4 2-16dDPLX — 2-10dx1Yz — — 2630 2660 2680 ITT1.6811125 — 111/,6 I 113/18 2 13/a 4-10d 2-10d 2-1Odx11/2 245 285 1450 1450 1450 81.6811125 J 1"As 111/4 2 21/2 2-16d 2--16d 2-10dx1'/2 245 295 1835 1835 1835 1%x 111/4 W1.68/1125 J 1"/,e 111/4 21/2 21/2 2-16d I — 2-10dx11/2 — — 12335 2335 2335 LSV7.68/1125 J 1111/16 111/4 3 2 4-16d 2-16d 2-1odx11/2 240 290 2565 2565 2565 I1TM1.68/17.255 11"A6 111/16 2 31/2 3-TAPCON 2-TAPCON 2-10dx1'/2 165 165 1610 1610 1610 WM1.68/1125' J 171/,8 111/4 2 33/4 2-16dDPLX — 2-10dx11/2 — — 2630 2660 2680 ITT1.68/12 — 171/,8 11's/,a 2 1% 4-1Od 2-1Od 2-1Odx1'/z 245 285 1450 1450 1450 ilia x 12 1. 1O roofer nails ITTM1.68/125 — 111/,8 1113/le 2 31/2 3-TAPCON 2-TAPCON 2-10dx11/2 165 1 165 16101 1610 1610 (9 go x 2'/s')may ITT1.68J14 — 1"/,a 1315/,8 213/8 4-10d 2-10d 2-10dx1'/z 245 285 1450 1450 1450 be substituted for 81.68/14 J 1"As 14 2 21/ 2-16d 2-16d 2-1Odx1'/ 245 295 1835 1835 1835 tits oload gers z z with no load 15/8 x 14 W1.68114 J 111/16 14 21/2 21/2 2-16d — 2-10dx1'/z — — 2335 2335 2335 reduction required LBV1.68/14 J 1"A. 14 3 2 4-16d 2-16d 2-10dx1'/2 240 290 2565 2565 2565 2• ����� ITTM1.68/145 — 1"/,6 11 313/,a 2 31/2 3-TAPCON 2-TAPCON 2-10dxi'/2 165 165 1610 1610 1610 bads uNess limited WM1.68/145 J 1"/,e 14 2 33/4 2-16dDPLX — 2-10dx11/2 — — 2630 2660 2680 other criteria. WP725 - 1t3/1e T/4 3'/2 23/,6 2-16d `. — 210dx11/2 — — 3635 3635 3635 aourstedfor otloads her@ 13/4Xr/4 - WPU1.81/7.25 J 113/,6 71/4 3 2s/,e 3-16d 4-16d 6-1Odx11/2 485 485 4520 4605 4665 bad durations to the 1179.25 — 173/16 93/18 2 1% 4-10d 2-1Od 2-10dx1'/2 245 285 1450 1450 1450 code accordrrovdedth P e1/ > LBV9.25 J 173/1.1 9/4 3 2 4-16d 2-16d 2-1 Ocix11/2 240 290 2565 2565 12565 do not exceed those 13/4 x 9'Q WP9.25 J 1 t3/,6 91/4 31/2 23/16 2-16d — 2-10dx11/ — — 3635 3635 3635 in the roof column. z ( ga x 3. t6d sinkers 9 WPU1.81/9.25 J 113/i6 91/4 3 #3E: 3-16d 4 16d 6-10dx1'/2 775 930 4520 4605 4665 31/4' may be used 11 ITTM9255 — 113/,6 9'/,e 2 PCON 2-TAPCON 2-1x1'/2 165 165 1610 1610 1610 where tOd commons ~ are called out with ITT9 5 — 113/,6 97/16 2 4-10d 2-10d 2-10dx11/2 245 285 1450 1450 1450 no reduction in load r MIT9.6 — 113/,6 1 91/2 1 21/2 25/,8 4-16d 2-16d 2-10dx11/2 240 290 2650 2650 2650 4.Uplift loads have w 89 �/ 11$/,a 91/2 3 21/2 2-16d 2-16d 2 10dx1'/2 245 295 1835 1835 1835 been increased 339• W9 J 113/16 91/2 2 2'h 2-16d _ 2-10dx1'/z - 2335 2335 2335 and 60q•for wind of 13/4 x 91/2 earthquake loading H LBV9.5 "' J 113/1a 91/2 3 2 4.16d 2-16d 2-10dx11/2 240 290 12565 2565 -2565 with no further Increase allowed. WP9 -� - Z 113/6 " 91/2 31/2 23/16 2-16d = 2-10dx11/z — 3635 3635 3635 Reduce 33%and WPU7.8119.5 J 113/,a 91/2 .. 3 25/,6 3-16d 4-16d 6-10dx11/2 775 930 4520 4605 4665 6090 for normal MW.55 .e 113/,. 95/16 2 3'/2 3-TAPCON 2-TAPCON 2-10dx11 165 165 1610 1610 1610 bating such as in �• cantilever construction. V- VIA, 9'/2- 2 33/4 2-16dDPLX ee 2-10dx11/2 -` 2820 2850 2870 5.(TTM and WM loads - — 113/,6 113/te 2 1% 4-104 2-10d 2-10dx1'/2 1245 285 1450 14501 1450 listed am based on attachment to a LBV1125 J 1131,6 111/4 3 2 4-16d 2-16d 2-10dx1'/2 240 290 2565 2565 2565 masonry block wall. 13/4 X 111/4 WP11.25 J 1113/,. 111/4 31/2 23/,e 2-16d — 2-10dx1'/2 — 13635 3635 3635 Seepages 10,11 and 13 for addffional WPU1.81/1125 J 113/16 111/4 1 3 25/16 3-16d 4-16d 6-10dx11/2 775 1 930 14520 4605 4665 information. ITTM11.255 — 173i,e 111/,a 1 2 31/2 3-TAPCON 2-TAPCON 2 10dx7'/2 165 1 165 11610 1610 1610 6.I-joist manufacturers lTTt188 119/16 1110/16 -2 1% -4-10d q,.-2-10d :,t 2245 285 1450 1450 1450 u lyyrequire stiffeners -MITI in '.' _ - 1/3/,e 11r/a' 214 25/1 =4-16d r- L-16d 2-10dx11/2 240 290 -2650 2650 2650 forl-joists 1rand Btt a J .113/,6 1.1r/a 3 21/2 2-i 6d :$16d 2-10dxt1.¢ 245 295 1835 1835 1835 thdePOL =? ?• t3 7 , Refer to Foist 113/16 41 --2 -2/2 :2-16d2-10dx1'/2 - 2335 2335 2335 manufacturers t/4 x 11 h.LBV1188 '' ,/ 113/e 11rA 3 2 4-164 - 2-16d 2-10dx11/z 240 290 2565 '2565 2565 atrrem Gtereture for web stiffener - W1211 = t 1t3/�e 11�/a 31/2 23/182-16d - == 2-10dx1'/2 1 = = 3635 3635 3635 requirements WPUt 81/1188 J 113/,6 117/a 3 25/16 13-164 4-16d 6-10dx11/2 775 930 4520 4605 4665 I1TM71885 — 173/1e 11"/,e 2 31/2 3-TAPCON 2-TAPCON 2-1Odx11/2 165 165 1610 1610 1610 WM715 J 113/,6 11''/6 2 33/4 2-16dDPLX — 2-10dx1'/2 — — 2820 2850 2870 15 .." ate'•-w:_..�_�.•- .. .. TOP FLANGE HANGERS ,,,OOpasaH `` vY Allowable Loads Joist MNdel Web nsions Fasteners LVL Header Sim Stiff U�qii oft ,TFloor Snow R OOR 0 MM518 —° 25/,e 18 2% 25/,e 4-16d 2-16d 2-10dW4 240 290 2650 2650 2650 m HIT3518 —° 25/,e 18 3 3 4-16d 6-16d 2-10dx11/Z 240 290 2550 25501 2550 21/4-21/is 83518 ✓ 2e/,e 18 23/6 21/2 2-16d 4-16d 2-10dx11/2 245 295 2315 2315 2315 ` 'Y X 18 W3518 f 25/,e 18 2 21/2 2-16d — 2-10dxt'/2 — — 2335 2335 1 2335 WP3518 ✓ 25/,s 18 21/2 23/,e 2-16d — 2-10dx1'/2 — — 3635 3635 3635 WM3518s ✓ 25/,e 18 21/2 1 33/4 2-16dDPLX — 2-10dx1'/2 — — 4175 4175 4175 MIT35M ! 25/,e 20 21/2 25/,s 4-16d 2-16d 2-10dx1'/2 240 290 2650 2650 2650 HfT3520 25/,s 20 3 3 4-16d 6-16d 2-10dx1'/g 240 290 2550 2550 2550 21/4-25/m B3520 ✓ 25/1e 20 23/1 2'/2 2-16d 4-16d 2-10dx1'/2 245 295 2315 2315 2315 x 20" W'W20 ✓ 25/1e 20 2 21/2 2-16d 2-10dx1'/2 — — 2335 2335 2335 WP352D ✓ 25/4 20 2% 23/1s 2-16d — 2-10dx1'/2 — — 3635 3635 3635 WM35201 ✓ 25/1s 20 2'/2 33/4 2-16dDPLX — 2-1Odx11/2 — — 4175 4175 4175 HIT3522 ' 25/,s 22 3 3 4-16d 6.16d 2-10dx1'/2 240 290 2550 2550 2550 21/4-25/is B3522 ✓ 25/is 22 21/2 2'/2 4-16d 4-16d 4-10dx1'/2 425 425 2315 2315 2315 x 22 W3522 ✓ 25/1s 22 21/2 2'/2 2-16d — 2-10dx1'/2 — — 2335 2335 2335 WP3522 of 25/,e 22 21/2 23/,s 2-16d 2-10dx1'/2 — — 3635 3635 3635 H(T3524 _ - ` 25/16 24 3 3 4-16d 6.16d 2-10dx11/2 240 290 2550 2550 2550 B3524 of 25/,s 24 21/2 21/2 4-16d 4-16d 4-10dxi'/2 425 425 2315 2315 2315 21/4-'25/16 W3524 f 21/1s 24 21/2 2'/2 2-16d — 2-10dx11/2 — I — 12335 2335 2335 x24 WP3524 f 25/,s 24 21/2 VA. 216d — 2-10dxt'/2 — — 3635 3635 3635 HM524 ✓ 25/,e 24 3 21/2 4-16d 6.16d 4-10dx11/2 490 590 4000 4000 4000 1. 10d roofer nails HW3524 ✓ 25/1s 24 4 21/2 4-16d — 8-10dx1'/2 — — 5100 5100 5100 (9 ga x 21/8')may HIT3526 " 25/,e 26 3 3 4-16d 6-16d 2-10dx11/2 240 290 2550 2550 2550 be substituted for si8 83526 f 25/,s 26 21/2 2?12 4-16d - 4-16d 4-10dx1 Y2 425 425 2315 2315 2315 1�no dangers 2/4-2/ x26 WP3526 ✓ 25/,e 26 21/2 23/1. 2-16d — 2-10dx1'/2 — — 3635 3635 3635 reduction required. H83526 J 25/,. 26 3 21/2 4-16d 6.16d 4-1 Odxl 1/2 490 590 4000 4000 4000 2 Roof loads are HW3526 f 2s/1s 26 4 21/2 4-16d 8-10dx1'J2 l 5100 5100 5100 loads floor n loads unless limited 83528 ✓ 25/,s 28 21/2 21i2 4-16d 4-16d 4-10dx11/2 425 425 2315 2315 2315 other criteria. Mor loads may be 21/4-25/16 WP3528 ✓ 25/,s 28 21/2 23/,e 2-16d - 2-10dx11/2 — — 3635 3635 3635 adjusted for other X 45 H83528 ✓ 25/,s 28 3 21/2 4-16d 6-16d 4-10dx1'/2 490 590 4000 4000 14000 bad durations > H528 ✓ 25/,s 28 4 21/2 4-16d — 8-10dx11/2 — — 5100 :5100 code,provided t 5100 cocebiro to they ' W3 63530 ✓ 25ie 30 21/2 21/2 416d 416d 410dx11/2 425 425 2315 2315 2315 do not exceed those 2'/4-25/,6 WP3530 ✓ 25/16 30 21/2 23/,6 2-16d — 2 10dx11/2 — — 3635 3635 3635 In the roof column. 3 16d sinkers(9 ga x x 30 HB3530 ✓ 25/,e 30 3 2'/2 4-16d 6-16d 6-10dx1'i2 615 615 4000 4000 4000 31/4')may be used HW3530 ✓ 25/1e 30 4 21/2 4-164 — 8-10dx11/2 — — 5100 5100 5100 where 10d commons oiTT39.25 — 29/1e 93/16 2 13/6 4-10d 2-10d 2-10dx1 Y2 245 285 1450 1450 1450nM reduction n ioutn with 2112 x 91/4 WI39.25 f 29/1e 91/4 21/2 21/2 2-16d — 2-10dx1'/2 — - 2335 2335 2335 4. Uplift loads have LBV39.25 or 29/te 91/4 21/4 2 1 4-16d 2-16d 2-10dx11/2 240 290 2565 2565 2565 been increased 33'4 and 60%for wind or I11M39.25s — 129/is WA -2 31/2 3-TAPCON 2-TAPCON 2-10dx1'/2 165 165 1610 1610 1610 earthquake loading y urther ITT39.5 — 29/,6 97/,s 2 13/s 4-10d 2-10d 2-10dx11/2 245 285 1450 1450 1450 increasewith akwed 2%x 91/2 W139.5 ✓ 21/16 1 91/2 2 21/2 2-16d — 2-10dx11/2 — — 2335 2335 2335 Reduce by 33%and LBV39.5 ✓ 21/,e 9112 2'/4 2 4-16d 2-16d 2-10dx11/2 240 290 2565 2565 2565 normal loading suchb ITTM39.55 — 29/1e 95/,e 2 1 31/2 3-TAPCON 2-TAPCON 2-10dx1'/2 165 165 1 1610 16101 1610 1 cantilever construction. o I1T310 29/,e 9'SAa "-2 13/1 4-10d :: . 2-10d 2-10dx11/2 245 285 11450 1450 1450 5. 17TM and WM loads g WI310 ✓ 21is 10 2 2'/2 2-16d — 2-10dx1'/2 — 2335 2335 2335 attachment tbled are asoead on 21/1 x 10; LBV310 of '21/10 10 :21/4 =2 4-16d 216d ` 2-tOdxt'/2 240 290 "2565 2565 2565 masonry block wall. y WPI310 ✓ 29116 10 2'/2 23/1 2-16d 2-10dx1'/2 3635 3635 3635 See s 1Q 11 µ7, and 1133 for additional HM310 .` ✓ 29/11 10 31/2 2'/2 "4-16d 2-10dx1'/2 — = 5100 5100 5100 information. lTTM3106 '%" 21/18 913/6 2 31/2 3-TAPCON 2-TAPCON 2-10dx1'/2 165 165 1610 1610 1610 6 I-joist manufacturers 2ire the 1/2 x 111/1 LBV311.25 ✓ 29/,8 111/4 21/4 2 4-16d 2-16d 2-1 Odx11/2 240 290 2565 2565 2565 typically ��� WI311.25 ✓ 29/,e 11'/4 2'/2 21/2 2-16d — 2-10dxl'/2 — — 2335 2335 2335 forl-joists 18-and ITT311S — 29/1e 117/1. 2 1s/8 4-10d 210d 2-10dx11/2 245 285 1450 1450 1450 erindepth. r Refer to Hoist 2'/2 x 111/2 W1311.5 f 29/,s 11'/2 �2 21/2 2-164 — 2-10dxl'/2 — — 2335 2335 2335 manufacturers LBV311.5 - `- f 29/,e 111/2 21/4 2 -4-16d 2-16d 2-10dx1'/2 240 290 2565 2565 2565 forw�stBrener ITTM311Ss — 21/,8 115/16 2 3'/2 3-TAPCON 2-TAPCON 2-10dxi'/2 165 165 1610 1610 1610 requirements. 2'12 x 11 As ITT311.88 — 29/,6 1173/16 2 13/1 4-10d 2-tOd 2-10dx1'/2 245 285 1450 1450 1450 ITTM311 881 — 29/16 11"/18 2 31/2 3-TAPCON 2-TAPCON 2-10dx11/2 165 165 1610 1610 1610 17 7740 D.L.DAVIS F1 FL LUMBER UNLIMITED 2001.1.2 Allowade Stress Design 1 LPI D 18000. DESIGN CRITERIA MSI. 0.34 NOTE: LOAD TABLE = VSt 0.40 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF f`�TE LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.50 X 2.250 GW10OFb-2.35 LIVE LOAD 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD 15 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF TOTAL LOAD = 55 PSF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 16-02-04 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 16-02-04 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 i 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 41"O.C.OR LESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT It BOCA 21-17.1 ICBO PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 890 890 2 243 243 MIN BEARING SIZES (IN-SX) 2- 8 2- 8 18.0000c I 2.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.12" 0.40" -DEAD LOAD 0.07" 16- 2- 4 TOTAL LOAD 0.16" 0.80" "'THIS DRAWING IS NOT TO SCALE" Hand"&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06122/OI SSBC Temporary and permanent bracing for holding componert The use of this Component shag be specified by the designer of the 'Supports and Connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for feshsttng lateral forces"I be designed and complete structure.Obtain all the necessary Code aomPrar"approval am Specific applications. 27Highway 421 North by others. No bons ads are 10 be applied to the instructifrom the designers of the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of 4"f06 or 10d Wilmington,NC 28401 component until after all the framing and fastening are component. If the design criteria listed above does rat most local building and 3"for 8d. - Completed.At no time shall bads greater than design bads code requirements,do not use this design.When INS drawing is signed 'Do rot ort,notch,drib or atter Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied to the component. and sealed,the structural design is approved as shown in this drawing in published material from LP any use of Garp-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 g 105 Design Criteria based on data provided by the customer.Garp-Lam LVL and CTR,LPI to the limits set torn heredn,negates any express warratty of the product and LP 9 joists are made without camber and will defied under bad.Waal in direct disclaims all implied warranties Including the implied warranties of macttantability The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous and fitness for a particular use. conlormty with the latest revisions of NOS and AITC.' lateral support is assumed(wall•floor beam.etc.).LF does not provide DWG # Dead bad defiectbn includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engines seal LP is a trademark of Louisiana-Pacific Corporation. Total bad deflection is instantaneous. armed to be considered an Ergs eemg doormat. SHEET # File:C:1Wood-E Design 20011woode.spx 7740 D.L.DAVIS F2 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design 1 LP138A D 18. DESIGN CRITERIA 000 IMSI 0.54 NOTE: LOAD TABLE VSi: 0.50 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES WEB; 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. FLANGE 1.50 X 2250 GL3100Fb-2.35 LIVE LOAD 40 PSF LOADING.DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF METHODS,UPLIFT CONNECTIONS,OR LATERAL TOTAL LOAD 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 20-02-12 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 20-02-12 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 g 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 32"O.C.OR LESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT # BOCA 21-17.1 ICBG PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1113 1113 2 303 303 MIN BEARING SIZES (IN-SX) 2- 8 2- 8 18.0000r 2.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.26" 0.50" -DEAD LOAD 0.15" 20- 2-12 TOTAL LOAD 0.36' 1.00" "'THIS DRAWING IS NOT TO SCALE Handling 8 Erection Miscellaneous Information Gang-Lam LVL and CTR.LPI Joist Specifications Software Provided By: 06122/01 SSBC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete stnktwo.Obtain all the necessary code compliance approval arid specific applications. 2706 Highway 421 North installed by others.No loads are to be applied to the instructions from the designers of the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of 4"for lod component undo after all the framing and fastening are component.If the design criteria listed above does not meet local building and 3"for 8d. Wilmington,NC 28401 completed.At no time shall loads greater than design bads code requirements,dig not use this design.When this drawing is signed 'Do not M.notch,drill or alter Garp-Lam LVL and CTR,LPI joists except as shown Local (910)762-9878 be applied to the component. and sealed,the structural design is approved as shown in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 based on data provided by the customer. Garp-Lam LVL and CTR,LPI to the limits set forth hereon,negates any express warranty of the product and LP Design Criteria joists are made without camber and will deflect under load.Wood in direct disclaims all implied warranties including the Implied warranties of merchantability The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous and fitness for a particular use, conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wap,floor beam,etc.).LP does not provideDWG # Dead load deflection includes adjustment factor for creep. onsite inspeclion.This drawing must have an Architects or Engineer's seal LP is a trademark of Louisiana-Pacific Corporation. Total load deflection is instantaneous. afo ed to be considered an Engineering document. SHEET # File:CAWood-E Design 20011woode.spx 7740 D.L.DAVIS F3 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design 1 P 36 E 15.000 DESIGN CRITERIA MSI:0.75 NOTE: LOAD TABLE MSI: 0.59 1,THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.50 X 2.250 GL310OFb-2.35 LIVE LOAD 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. _ METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD 5 15 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF TOTAL LOAD 55 PSF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING = 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 23-09-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 23-09-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG•LAM LVL OR LPI JOISTS 15 STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 g 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 27"O.C.OR LESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT # BOCA 21-17.1 ICBG PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 MBMC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R STIFFENERS REQUIRED. REFER STOTIFFENER SPECIFICATION. DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1306 1306 2 356 356 MIN BEARING SIZES (IN-SX) 2- 8 2- 8 � X 18.000 " T 12,250 CW CROSS SECTION MAXIMUM DEFLECTIONS - - CALCULATED ALLOWABLE LIVE LOAD 0.48" 0.50" -DEAD LOAD 0.27" - 23- 9- 0 TOTAL LOAD 0.66" 1.18" "'THIS DRAWING IS NOT TO SCALE Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: Temporary and permanent bracing for holding component The use of this component shag be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products ° JOt ssec plumb and for resisting lateral forces shall be designed and complete Structure.Obtain as the necessary code comphaue approvalspecific applications, 27 installed by others.No loads are to be applied to the Instructions from the designers of the compete structure before using this 'Common nails driven parallel to glue lines dull be spaced a minimum of 4'for 10d Highway 421 North Wilmington, 6 NC 28401 component until after all the framing and fastening aro component. If the design criteria listed above does not meet local building and 3"for 8d. competed.At n0 time shall loads greater than design loads code requirements,do not use this design.When this drawing is signed 'Do not cut,notch,drill or after Gag-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied to the component, and sealed,the structural design is approved as shown in this drawing in published material from LP any use of Gag-Lam LVL and CTR,LPI Joists contrary Nagonal Wats (800)999 9105 based on data provided by the cudaner.Gang-Lam LVL and CTR,LPI 10 the lim#a set forth here0n,ilegates any express warranty of the product and LP Design Criteria joists are made without camber and wig defted under load.Wood in direct disclaims all implied warranties Including the implied warranties of merchantability The design and material specified we in substaNialcontact with concrete must be protected as required by code.Continand fitness continuous atness for a particular use. conformity with the lawrevisions of NDS and AITC.' lateral aWport Is assumed(wall,floor beam,etc.).LP does not provide DWG # Dead load deflection Indudes adjustment factor for Creep, ertsfte inspection.This draM g mud have an Architect s or Engineer's sea LP Is a trademark of LoWdana•PaciOc Corporation. Total load deflection is instantaneous. afued to be considered an Engineering document. SHEET # File:C:1Wo°d-E Design 2001\woode.spx 7740 D.L.DAVIS F4 FL LUMBER UNLIMITED NOTE: 2001.1.2 Allowable Stress Design MSI:0.08 LOAD TABLE '—'a'—�' 1 LPI D 15.000 DESIGN CRITERIA VSi: 0.20 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.50 X 2250 GL310OFb-2.35 LIVE LOAD 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD - 15 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF TOTAL LOAD - 55 PSF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING = 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 08-00-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 08-00-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI is TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 & 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 86"O.C.OR LESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT It BOCA 21-17.1 ICED PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 440 440 2 120 120 MIN BEARING SIZES (IN-SX) 2- 8 2- 8 18.000 2.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.01' 0.19" - -DEAD LOAD 0.01" 8- 0- 0 TOTAL LOAD 0.02" 0.39" "'THIS DRAWING IS NOT TO SCALE Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Spedficalions Software Provided By: 0622/01 Temporary and permanent bracing for holding component The use of Ills component shall be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products SSBC plumb aro for resisting lateral forces shah be designed and compete taruclure.Obtain all the necessary code compliance approval am specific applications. Highway 421 North installed by others.NO loads are to be applied to the Instructions from the designers of ON complete structure before using this -Common nails driven parallel to glue lines shall be spaced a minimum of 4'for 1 od 2702706 6 NC 28401 component until after au the framing and fastening aro canponem.If the design criteria listed above does not meet local building and 3"for ad. Wilmington. completed.At m time shall loads greater than design loads code requirements,do not use this design.When this drawing is Signed 'Do not out,notch,drill or atter Gang-Lan LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied o the component. and sealed,the structural design is approved as shown in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 based on data provided by the Customer.Garp-Lam LVL and CTR,LPI to the limits set forth hereon,negates any express warranty of the product and LP Design Criteria foists are made without camber and will deflect under load.Wood in direct disclaims all implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with concrete moat be protected as reQWred by code.Continuous and fitness for a particular use. conformity with bra latest revisions of NDS and AITC.' lateral support Is assumed(wall,floor beam,etc.).LP does not provide DWG # Dead load deflection includes adjustment factor for creep. on•stte inspection.This drawing must have an Arcti tect's or Engineers seal LP is a trademark of Louisiana-Pacific Corporation. Tota load deftectwo is instantaneous. afrxed to be considered an Engineering document. SHEET # File:CAWood-E Design 20011woode.spx f f4U U.L.DAVIS V5 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design 1 LPI DE 18. DESIGN CRITERIA 000" MSI:0.12 NOTE: LOAD TABLE VSI: 0.33 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEA- 0.375- ORIENTED STRAND BOARD NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES VERTICAL LOADS AS SHOWN.VERIFICATION OF FLANGE 1.50 X 2150 GL3100Fb-2.35 LIVE LOAD 90 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED DEAD LOAD = 15 PSF METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF TOTAL LOAD - CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 10-00-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 10-00-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LINEAR FLOOR DEAD 110 PLF 00-00-00 MINBRG=3.50" 0.900 LIVE LOAD DEFL: L J 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. LINEAR ROOF LIVE 75 PLF 00-00-00 MINBRG=3.50" 0.900 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. LINEAR ROOF DEAD 63 PLF 00-00-00 MINBRG=3.50" 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. WARNING NOTES: $ 7.PROVIDE COMPRESSION EDGE BRACING AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR LIP ENGINEERED WOOD PRODUCTS. LOAD SHARING: 4 71"O.C.OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG4LAM LVL OR LPI JOISTS IS CODE COMPLIANCES STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT # BY A DESIGN PROFESSIONAL. BOCA 21-17.1 ICBG PFC-3754 PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. L.A. City RR 25176 SBCCI 2029A ANCHOR LPIJO(STSECURELY TOBEARINGS ORHANGERS. WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE BEAR I NG NUMBER 1 2 1 1308 289 2 621 26 3 941 346 4 988 -31 MIN BEARING SIZES (IN-SX) 2- 8 2- 8 18.00�0}c' 12.250 CROSS SECTION MAXIMUM DEFLECTIONS LEFT CANTILEVER CALCULATED ALLOWABLE CALCULATED ALLOWABLE 2- O- 0 LIVE LOAD 0.01" 0.20" 0.00" 0.20" 8- 0- 0 -DEAD LOAD -0.02" 0.01" 10- 0- 0 TOTAL LOAD -0.01" 0.39" 0.01" 0.30" "'"THIS DRAWING ISNOT TOWALE """ Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: Temporary and permanent bracing for holding component The use of this component shall be specified by the tlesigher of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products °�"�' ssac plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval and specific applications. 2706 Highway 421 North installed by others. No bads are to be applied to the Instructions from the designers of the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of V for 10d Wilmington.NC 28401 component until after all the framing and fastening are component. If the design criteria listed above does not meet local building and 3"for 8d. 9 completed.At no time shall bads greater than design bads Code regtitWWft,00 not use this design.When INS drawing is signed 'Do not at.notch,Ono of atter Gang-lam LVL and CTR,LPI Joists except as shorn Local (910)762.9878 be applied b the componentand sealed,the structural design is approved as shown in this drawing in published material from LP any use of Garp-lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 based on data provided by ere customer.Garp-Lam LVL and CTR.LPI to the limits set forth hereon,nlegates any express warranty of the product and LP Design Criteria joists are made wttbut camber aid will deflect under bad.Wood In clued disclaims all implied warranties including the implied warranties of merchartability The design and material specified are in substantial with Concrete must be fend as required by cotle.Continuous and fitness for a particular use. conformity with the latest revisions of NOS and AITC." later knppon is assumed(wall,flow moi•etc').LP does not provide DWG # Dead bad deflection includes adjustment factor for deep. on-site inspection.This drawing must have an Ardoect's or Engineers seal LP is a trademark of Lausiana-Pacific Corporation. Taal wad deflection is instantaneous. afoced to be considered an Engineering document. SHEET # File:C:\Wood-E Design 20011woode.spx 7740 D.L.DAVIS F6 FL LUMBER UNLIMITED NOTE: 2001.1.2 Allowable Stress Design LOAD TABLE MSI:0.07 1 LPI 36A DEPTH 15.000 DESIGN CRITERIA VSI: 0.29 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB- 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.50 X 2250 GL3100Fb-2.35 LIVE LOAD 90 PSF - LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. _ METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD - 15 PSF TOTAL LOAD 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDP CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING = 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 10-00-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 10-00-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY, LINEAR FLOOR DEAD 110 PLF 00-00-00 MINBRG=3.50" 0.900 LIVE LOAD DEFL: L / 480 3.00 NOT CUT,NOTCH OR DRILL LPI FLANGES. LINEAR .ROOF LIVE 75 PLF 00-00-00 MINBRG=3.50" 0.900 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. LINEAR ROOF DEAD 63 PLF 00-00-00 MINBRG=3.50" 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. WARNING NOTES: LOAD SHARING: 4 6 7.PROVIDE COMPRESSION EDGE BRACING AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 90'O.C.OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS CODE COMPLIANCES STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT g BY A DESIGN PROFESSIONAL BOCA 21-17.1 ICBO PFC-3754 PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY, L.A. City RR 25176 SBCCI 2029A ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R STIFFENERS REQUIRED. REFER TO STIFFENER SPECIFICATION. DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1207 389 2 573 74 3 920 420 4 960 42 MIN BEARING SIZES (IN-SX) f 3- 8 2- 8 '-IF 18.00�0c 12.250 Law cm CROSS SECTION MAXIMUM DEFLECTIONS LEFT CANTILEVER - CALCULATED ALLOWABLE CALCULATED ALLOWABLE 1- 4- 0 LIVE LOAD 0.01" 0.21" -0.00" 0.20" 8- 8- 0 "DEAD LOAD -0.01" 0.00" 10- 0- 0 TOTAL LOAD 0.01" 0.42" 0.00" 0.30" "'"THIS DRAWING 13NOT TOSCALE "" Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 08122101 SSBC Temporary and permanent bracing for holding component The use of this component shad be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure.Obtain all it*necessary code compliance approval specific applications. 2706 Highway 421 North installed by others.No loads are to be applied to the Instructions from the designers of the complete smodure before using this 'Common nails driven parasel to glue lines shall be spaced a minimum of 4'for 10d 8 component until after all the framing and fastening are component. If the design criteria listed above does not meet tiWilmington,NC 28401 cal building and 3'for ad. 762-9878 competed.At no time shall loads greater than design loads code requirements,60 not use this design.When this drawing Is signed 'Do not cut,notch,drill or alter Gang-Lam Local (9 LVL and CTR,LPI Joists excoo as shown ) be applied to the component. and sealed,the structural design is approved as shown in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wals (800)999 9105 based on data provided by the Wstomer.Gang-Lam LVL and CTR.LPI to the limits set forth hereon,negates any express warranty of the product and LP Design Criteria joists are made without camber and will deflect under load.Wood in direct disclaims all implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous and fitness for a particular use. conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG # Dead load deflection inUudes adjustment factor for creep. ori-sae inspection.This drawing must have an Architects or Engineers seal LP is a trademark of Louisiana-Pacific Corporation. Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET # File:C:\Wocd-E Design 2001\wcode.spx 7740 D.L.DAVIS F7 FL LUMBER UNLIMITED 2001.1.2 Alawable Stress Design MSI:0.10 NOTE: LOAD TABLE 1LPI 36A DEPTH 18.000 DESIGN CRITERIA VSL 0.26 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1. OTHER LOAD CASES FLANGE 1.50 X 2.250 GLS100Fb-2.35 LIVE LOAD - 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD - 15 PSF - BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF TOTAL LOAD 55 PSF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 10-00-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 10-00-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LINEAR FLOOR DEAD 110 PLF 00-00-00 MINBRG-3.50" 0.900 LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. LINEAR -ROOF LIVE 75 PLF 00-00-00 MINBRG-3.50" 0.900 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. LINEAR ROOF DEAD 63 PLF 00-00-00 MINBRG-3.50" 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. WARNING NOTES: Yc 7.PROVIDE COMPRESSION EDGE BRACING AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. LOAD SHARING: 4 78'O.C.OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS CODE COMPLIANCES STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT # BY A DESIGN PROFESSIONAL BOCA 21-17.1 ICBG PFC-3754 PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. L.A. City RR 25176 SBCCI 2029A ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS, WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1121 475 2 532 115 3 906 488 4 747 102 MIN BEARING SIZES (IN-SX) 3- 8 2- 8 18.0000c 12.250 LM CROSS SECTION MAXIMUM DEFLECTIONS LEFT CANTILEVER CALCULATED ALLOWABLE CALCULATED ALLOWABLE - 8- 0 LIVE LOAD 0.02" 0.23" -0.00" 0.20" 9- 4- 0 -DEAD LOAD 0.01" -0.00" IL30- 0- 0 TOTAL LOAD 0.02" 0.45" -0.00" 0.30" "'THIS DRAWING ISNOT TOSCALE '"' Handling 8 Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: W22101 SSBC Temporary and permanent bracing for holding component The use of this componers shall be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval and specific applications. installed by others No bads are to be applied to the instructions from the designers of the complete structure Highway 421 North before using this •Common nails driven parallel to glue lines Mail be spaced a minimum of 4'for lod 2706ton,NC 28401 component until after all the framing and fastening are component. 11 the design criteria sated above does not meet local building and 3'for ed. 9 completed.Al no time shall bads greater than design bads code requirements,do not use this design.When this drawing is signed 'Do not M,notch,drill or alter Gang-Lam LVL and CTR.LPI Joists except as Mown Local (910)762-9878 be applied to the componentand sealed,the structural design is approved as shown in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 Design Criteria based on data Provided by the customer. Gang-Lam LVL and CTR.LPI to the limits set forth hereon,negates any express warranty of the product and LP Joists are made wit fouf camber and will deflect under bad.Wood in direct disclaims as implied warranties Including the implied warranties of merchantability The design and material specified are in substantial contact with concrete musl be protected as required by code,continuous and fitness for a particular use. conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG -# Dead bad deflection includes adjustment factor for creep. onsite inspection.This drawing must have an Architects or Engineers seal LP is a trademark of Louisiana-Pacific Corporation. Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET # File,C:1Wood-E Design 20011woode.spx 7740 D.L.DAVIS F8 FL LUMBER UNLIMITED 2001.1.2 Albwade stress Design NOTE: LOAD TABLE MSI:0.13 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY 1 LPI SBA DEPTH 18.000 DESIGN CRITERIA VSI: 0.24 WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. FLANGE 1.50 X 2250 GL310OFb-2.35 LIVE LOAD 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF TOTAL LOAD = 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LOP CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING = 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 10-00-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 10-00-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY, USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 % 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 69"O.C.OR LESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT q BOCA 21-17.1 ICBG PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 MSMC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 550 550 2 150 150 MIN BEARING SIZES 3- 8 2- 8 18.000 2.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.02" 0.24" -DEAD LOAD 0.01" 10- 0- 0 TOTAL LOAD 0.03" 0.49" "'THIS DRAWING IS NOT TO SCALE Handling 8 Erection Miscellaneous Infornnatlon Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06122/01 SSBC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the 'Supports and connections for Garp-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products Plumb and for resisting lateral forces shall be designed and complete Structure.Obtain all the necessary code compliance approval&W spedfic applications. installed by others.No bads are to be applied ode instructions from the designers 2706 Highway 421 Northof the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of 4'for hod 2706 NC 28401 component until after all the framing and fastening are component. If the design criteria listed above does rot meet local building and 3"for 8d. Wilmington, completed.AI no time shall bads greater than design bads code requirements,do not use this design. When this drawing is signed 'Do not cu,notch,drill or atter Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied to the component. and sealed.the structural design is approved as shown in this drawing in published material from LP any use of Garp-lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 Design Criteria based on data provided by the customer.Garp-Lam LVL and CTR.LPI to the limits set forth hereon,negates any express warranty of the product and LP gists are made witfou camber and will deflect under bad.Wood In direct disclaims all Implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous and fitness for a particular use. conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG # Dead bad deflection includes adjustment factor for creep. on-aIle inspection.This drawing must have an Arddelt's or Engineer's seal LP is a trademark of Louisiana-Pacific Corporation. Taal bad deflection is instantaneous. aimed to be considered an Engineering document. SHEET # File:C1Wood-E Design 20011,woode.spx 7740 D.L.DAVIS F9 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design MSI; 0.01 NOTE: LOAD TABLE 1 LPI 38A DEPTH 10,000 ' DESIGNN CRITERIA VSI: 0.08 1,THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WPB. 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE; LOADS SHOWN ARE FOR INPUT LOAD CASE(11 OTHER LOAD CASES FLANGE 1 50 X 2250 GLS100Fb 2.35 LIVE LOAD = 40 PSF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LOADING,DEFLECTION LIMITATIONS,FRAMING DEAD LOAD 15 PSF METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX ISPACING 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 03-04-12 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 03-04-12 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED MOOD PRODUCTS. 6 THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG4 AM LVL OR LPI JOISTS IS LOAD SHARING: 4 STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESMON PROFESSIONAL EACH END OF COMPONENT. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT # BOCA 21-17.1 ICSO PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W _ N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): - - CASE BEAR I NG NUMBER - 1 2 1 187 187 2 51 51 MIN BEARING SIZES (IN-SX) 3- 8 2- B 18.000 T12.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.00" 0.08" -DEAD LOAD 0.00" 3- 4-12 TOTAL LOAD 0.00" 0.16" "'THIS DRAWING IS NOT TO SCALE'"' Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06wol SSBC Temporary and permanent Mating for Folding component The use of this component stall be specified by ft designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compllance approval specific appticaeons. 2706 Highway 421 North installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this 'Common nails driven parallel to plus lines shall be spaced a minimum of 4'for 10d component until after all the framing and festering arecomponent.If the design cetera listed above does not meet tical building and 3'for Bbl. Wilmington.NC 28401 completed.At no time shall bads greater than design bads Code requirements,do not use this design. When Ws drawing is signed 'Do not cut,notch,drip w atter Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied to the oomponert. and sealed,the structural design is approved as shovm in this drawing in published material from LP any use of Garp-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 Design Criteria based on data provided by the gw nstomm .Gang-Lam LVL and CTR.LPt o the limits set font hereon,negates any express wamahty of the product and LP pints aro made without camber and will d~~bad.Wood In direct disdains all implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with doncrde must be protected as required by code.Continuous and fitness for a particular use. oonbnmty with the latest revisions of NOS and RITC.' Lateral wipport Is asumtud(waft,flow beam.etc.).LP does not provide DWG # Dead load deflection includes adjustment factor for creep. oases Insaecllon.This drawing mut have an ArclWecre or Engineers seal LP is a trademark of Louisiana-Pacific Corporation. Total load deflection is instantaneous, afixed to be considered an Engineering document. SHEET # File:C.IWood-E Design 200Awoode.spx 7740 D.L.DAVIS F10 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design MSI: 0.14 NOTE: LOAD TABLE 1 LPI 36A DEPTH 10.000 DESIGN CRITERIA VSI: 0.63 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES WEB- 0.375" ORIENTED STRAND BOARD _ VERTICAL LOADS AS SHOWN.VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. FLANGE 1.50 X 2.250 GL3100Fb-2.35 LIVE LOAD 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING DEAD LOAD = 15 PSF METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD = 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF - CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING = 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 400 PLF 00-00-00 04-05-12 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 150 PLF 00-00-00 04-05-12 0.900 DEFLECTION CRITERIA LATERAL STABILITY. UNIFORM FLOOR LIVE 80 PLF 00-00-00 04-05-12 1.000 LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES, UNIFORM FLOOR DEAD 30 PLF 00-00-00 04-05-12 0.900 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. WARNING NOTES: 6.THIS LPI 1S TO BE USED AS A FLOOR JOIST ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. LOAD SHARING: 4 i 7.PROVIDE COMPRESSION EDGE BRACING AT USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS EACH END OF COMPONENT. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES BY A DESIGN PROFESSIONAL REPORT # BOCA 21-17.1 ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. ICBO PFC-3754 L.A. City RR 25176 SBCCI 2029A - WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R STIFFENERS REQUIRED. REFER TO STIFFENER SPECIFICATION. DEFLECTION ASSUMES COMPOSITE ' ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 1478 1478 2 403 403 MIN BEARING SIZES (IN-SX) 3- 8 2- 8 rK 18.0000c 1 2.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.01" 0.10" "DEAD LOAD 0.01" 4- 5-12 TOTAL LOAD 0.02" 0.21" "'"THIS DRAWING IS NOT TO SCALE Handling 8 Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 0&22/o1 SSBC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval and specific applications. 2706 Highway 421 North installed by others.No bads are to be applied to the btsbuctions from the designers of the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of 4'for 10d Wilmington,NC 28401 component until after ail the framing and fastening are component.If the design criteria listed above does not meet local building and 3'for ad. Local (910)762-9878 compleled.At no time shall bads greater than design bads code requirements,do not use this design.When this drawing is signed 'Do rot cut.notch,drill or after Gang-Lam LVL and CTR,LPI Joists except as shown De applied to the component. and sealed,the struct"design is approved as shown in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wals (800)999 9105 Design Criteria based on data provided by the customer.Gang-Lam LVL and CTR.LPI o the limits set forth hemon,negates any express warranty of the product arid LP joists are made without camber and will deflect under bad.Wood in direct disclaims all implied warranties including the implied warranties of merchamabilby The design and material specified are in substantial dddtxt with concrete must be protected as required by code.Continuous and fitness for a particular use. conformity with the Latest revisions of NDS ant AITC.' lateral support is assumed(wall•floor bent",etc.).LP does not provide DWG # Dead load deflection includes adjustment factor for creep. onrste inspection.This drawing must have an Architect's or Engineers seal LP is a trademark of Louisiana-Pacific Corporation. Total load deflection is instantaneous. afnxed to be considered an Engineering document. SHEET # File:CAWood-E Design 2001\woode.spx 7740 D.L.DAVIS F11 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design MSI:0.18 NOTE: LOAD TABLE 1 pTH 18.000 DESIGN CRITERIA VSI: 0.29 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.50 X 2.250 GL.S108Fb-2.15 LIVE LOAD 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUUIRED. DEAD yppp = 15 PSF METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER) TOTAL LOAD = 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX SPACING 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 12-00-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 12-00-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES:- TOTAL LOAD DEFL: L / 240 4,SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN 18 SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 W 7,PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 57.O.C.OR LESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT If BOCA 21-17.1 ICBG PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING 148/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE BEAR I NG NUMB ER 1 2 1 660 660 2 180 180 MIN BEARING SIZES (IN-SX) 3- 8 2- B 1 tet' 18.000 2.250 LM CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.04" 0.29" "DEAD LOAD 0.02" .0 12 0- 0 TOTAL LOAD 0.06" 0.59" '"'THIS DRAWING IS NOT TO SCALE"' Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06122/01 SSBC Temporary and permanent bracing for holding component The use of this component stall be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and compete structure.Obtain all the necessary code compliance approval ar4 specific applications. 2706 Highway 421 North installed by others.No loads are to be applied to the instructions from the designers of the compete structure before using this •Common nails driven parallel to glue lines stall be spaced a minimum of 4'for 10d Wilmington,NC 28401 component until after all the framing and fastening are component.If the design criteria listed above does not meet local building and 3"for 8d. competed.At no time shall loads greater than design bads code requirements,do not use this design.When this drawing is signed •Do not cut.notch,drill or after Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied to the component, and sealed,the structural design is approved as gown in the drawing in pubesfled material from LP any use of Garp-tam LVL and CTR,LPI Joists contrary National Wats (80(l)999 9105 Design Criteria based on data provided by the customer.Gang-lam LVL and CTR.LPI o the limits set forth hereon,negates any express warranty of the product and LP gists aro made without camber and will dellecl under bad.Wood in direct disclaims all implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous and fitness for a particular use. conformily with the latest revisions of NDS and AITC.' lateral support is assumed(wag,floor beam,etc.).LP does not provide DWG -# Dead load deflection includes adjustment factor for creep, on-site inspection.This drawing must have an Architect's or Engineers seal LP Is a trademark of Louisiana-Pacific corporation. Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET # File:C:\Wood-E Design 2001twoode.spx 7740 D.L.DAVIS F12 FL LUMBER UNLIMITED 2001.12 Allowable Straw Design MSI.0.21 NOTE: LOAD TABLE 1 LP 36A DEPTH 11.875 DESIGN CRITERIA VSI: 0.34 1.THIS LPI JOIST IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ORIENTED STRAND BOARD VERTICAL LOADS AS SHOWN.VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1 50 X 2250 t3LS100Fb-2.35 LIVE LOAD - 40 PSF LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. pEAD LOAD - 15 PSF METHODS,UPLIFT CONNECTIONS,OR LATERAL (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 55 PSF BRACING FOR WIND OR OTHER LOAD DISTRIBUTION SOURCE TYPE LOAD FROM TO LOAD LDF CONDITIONS IS THE RESPONSIBILITY OF FT-IN-SX FT-IN-SX ISPACING - 24.00 IN. C C THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE 80 PLF 00-00-00 10-02-08 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD 30 PLF 00-00-00 10-02-08 0.900 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES:- TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. 6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS STRICTLY PROHIBITED,ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 b 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL 53'O.C.ORLESS. CODE COMPLIANCES ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. REPORT It BOCA 21-17.1 ICBG PFC-3754 L.A. City RR 25176 SBCCI 2029A WISCONSIN 200047-W N.Y. STATE 650-95 M&MC N.Y. CITY MEA 96-94-E VOL.II CCMC 11094-R DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING). SUPPORT REACTIONS (LBS): CASE B E A R I N G N U M B E R 1 2 1 561 561 2 153 153 MIN BEARING SIZES (IN-SX) 3- 8 2- 8 } 11.875 12.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE ' . LIVE LOAD 0.05" 0.25" ,.`' . *DEAD LOAD 0.03" 10- 2- 8 TOTAL LOAD 0.07" 0.49" ""THIS DRAWING IS NOT TO SCALE'"' Handling 8 Erection misce8aneous Information Gang-Lam LVL and CTR,LPI Joist Spedfications Software Provided By: Oei22f01 SSBC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the 'Supports and ounnections for Garp-Cam LVL and CTR.LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval and specific applications. 2706 Highway 421 North Installed by others. No bads are to be applied to the Instructions from the designers of the complete structure before using this 'Common nags driven parallel to glue Ones shall be spaced a minimum of 4'for 10d component until after an the framing and fastening are component.If the design criteria listed above does not meat Weal building and 3'for 8d. Wilmington,NC 28401 completed.At no time shall Wads greater than design loads code requirements,de not use this design.When this drawing is signed 'Do not cut,notch,drill or&list Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762.9878 be applied to the component. and seated,the Structural design Is approved as down in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 Design Criteria based on data provided by the customer.Gang-Lam LVL and CTR,LPI to the limits set forth hereon,negates any express warranty of the product and LP Wigs are made wipoul camber and will de0ecl under load.Wood in direct disclaims all implied warramles Including the implied warranties of merchantability The design and material specified are in substantial "tact with concrete must be protected as required by code.Continuous and fitness for a particular use. Conformity with the latest revisions of NDS and RITC. lateral apport Is assumed(wall,floor bean,etc.).LP does not provide DWG -# Dead Wad deflection includes adjustment factor for creep, on-eke Mspe W.This drawing must have an ArdWed's or Engineers seat LP is a trademark of LouidarwPadfic Corporation. Total load deflection is instantaneous. arced to be considered an Engineering document. SHEET # File:C:1Wood-E Design 2001twoode.spx to 7740 D.L.DAVIS BM-1 FL LUMBER UNLIMITED 2001.1.2 Allowable Suess Design MSI:0.16 NOTE: LOAD TABLE $ BEAUS 1.75 X IIA75 GL2950-2.0 DESIGN CRITERIA VSI: 0.13 1.THIS GANG-LAM BEAM IS DESIGNED TO SUPPORT DESIGN CONSISTS OF 2 - PLIES FASTENED ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1).OTHER LOAD CASES TOGETHER (REFER TO NOTES). LIVE LOAD = 40 PSF VERIFICATION OF LOADING,DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. pgAD LOAD = 15 PSF LIMITATIONS,FRAMING METHODS,WIND (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FLOOR SPAN CARRIED 1.00 FT OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR DEAD TOP 110 PLF 00-00-00 10-02-08 0.900 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 100 PLF 00-00-00 10-02-08 1.250 DEFLECTION CRITERIA LATERAL STABILITY. UNIFORM ROOF DEAD TOP 85 PLF 00-00-00 10-02-08 0.900 LIVE LOAD DEFL: L / 360 3,DO NOT CUT,NOTCH OR DRILL GANG-LAM. UNIFORM FLOOR LIVE TOP 20 PLF 00-00-00 10-02-08 1.000 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM FLOOR DEAD TOP 19 PLF 00-00-00 10-02-08 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING GANG-LAM TO SIZE. WARNING NOTES: 6.THIS GANG-LAM IS TO BE USED AS A CODE COMPLIANCES FLOOR BEAM ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. REPORT # USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LM/LVL OR LPI JOISTS IS BOCA 97-53 7.PROVIDE COMPRESSION EDGE BRACING AT STRICTLY PROHIBITED,ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW iCBO ER-5004 EACH END OF COMPONENT. BYADESIGN PROFESSIONAL L.A. City RR 25167 SBCCI 9490C NOTE FOR DOUBLE MEMBER ANCHOR GANG-LAM LVL BEAM SECURELY TO BEARINGS OR HANGERS. CCMC 11518-R DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF GANG-IAM.SUCH THAT THIS FLOOR COMPONENT HAS BEEN DESIGNED WITH AN INPUT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. -DEFLECTION LIMIT OF L/360.FOR STIFFER FLOORS AND BETTER ATTACH 2 GANG-LAM PLIES WITH 2 ROWS OF 16d PERFORMANCE,U480 IS HIGHLY RECOMMENDED. COMMON NAILS ON EACH FACE STAGGERED AT 12 00"rtC SUPPORT REACTIONS (LBS): - CASE B E A R I N G N U M B E R 1 2 1 1707 1707 2 1094 1094 MIN BEARING SIZES (IN-SX) 3- 0 3- 0 - 11.875. , 1.750 3.500 CROSS SECTION, MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.03" 0.33' -�:_ -DEAD LOAD 0.07' 10- 2- 8 TOTAL LOAD 0.08" 0.50' "'THIS DRAWING IS NOT TO SCALE Handling&Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06122/01 SSBC Temporary and permanent bracing lot holding component The use of INS component snes be specified by the designer of the 'Supports and connections for Garp-lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb ant for rewriting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval specific applications. 2706 Highway 421 North installed by others.No Wads are to be applied to the irolnuAone from the designers of 00 complete structure before using this I•Common nails driven par"to glue Nnes shall be spaced a minimum of 4'for 1114 Wilmington,NC 28401 Component until alter all the framing and fastening aro Component.If the design criteria listed above does not meet local building and 3'for fid. Completed.At no time shall Wads greater than design bads code requirements,do not use this design.When this drawing is signed i Do not cul,notch,drill or after Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied lo the Component. and sealed,the structural design is approved as shown In INS drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 based on data provided by the cuatomer.Gang-Lam LVL and CTR.LPI to the limits set font heraon,negates any express warranty of the product and LP Design Criteria hoists aro made without camber and will deflect under Wad.Wood in aired disclaims as implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact wfth concrete mot be protected as required by code.Continuous and fitness for a particular use. Conformity with the latest revisions of NDS and RITC.' ;at"support Is assumed(wall,floor beam,etc.).LP does not provide DWG # Dead Wad deflection includes adjustment factor for creep. on-site inspection•This drawing must have an ArchtecCs or Erpinws seal LP Is a trademark of Louisiana-Pacific corporation. Total bad deflection is instantaneous. aimed to be Considered an Engineering document. SHEET# File:C:\Wood-E Design 2001\woode.spx LOADTABLE 2 8EAMS1.75 X 11.676 GLZsit --u uEILi SN CKITCKIA VSI: 0,32 DESIGN CONSISTS OF 2 - PLIES FASTENED C)TNOTE' LOADS S LLIVE DDAD 40 PSF OAARE FON ARE CH GI<EAD R1µER LOAD CASES TOGETHER (REFER TO NOTES)• DEAD LOAD 15 PSF - _ - Pt0jt ATTEN CURED FROM LEFT END OF SPAN OR CANTILEVER.) OM TO TOTAL LOAD 55 PST xRIBUTION SOEW TYPE TOP/SIDE LOAD FT N-SX FT-IN-SX �� F FLOOR SPAN CARRIED 1.00 FT l0-00 11- FLOOR Dip URC9 TOP 175 PLF 01-10-00 11-1p-00 1.250 DEFLECTION CRITERIA - 14 Rppg LIVE '30 10-00 11-10-00 0.900 LIVE LOAD DEFL: L / 360 'i3N S FOS ROOF DEAR -fop 63 PLF O1 00-00 14-00-00 1.000 TOTAL LOAD DEFL: L / 240 F0� .('OP 20 PLF 00-00-00 14-00-00 0.900 - FLOOR LIVE luta i FORM VORM FLOOR DEAD �Op 1241 LHS 001"10-00 MINBRG=2.50" 1.000 t)13 FLOOR LIVE 10-00 MINBRG=2.50" 1.000 CC>VXCENTRATED TOP 1241 LBS 11- FLOOR LIVE10-00 MINBRG=2.50" 0.900 CODE COMPLIANCES N Cr> CENTRPRDE. AD TOP 466 LBS 11" CENTRPLTED FLOOR DED TOP 466 LHS 01'10-00 MINBRG=2.50" 0.900 REPORT N C �Q CENTRATED F1BOCA 97-53 ICBG ER-5004'OOR DEAD CO wARNINGNOTES; L.A. City RR 25167 £ ECIFIGALLY FOR LP ENGINEERED WOOD PRODUCTS. SBCCI 9490C C(NI(pON N( )ewrj 18 SP CCMC 11518-R ¢� TH OF TNIB DE81GN FOR ANYTHING 07�OTFI THHI�MGUM NT REQUIRES REVIEW 3.air TLY PROHItaREO.ANY MODIF�A o R� t3Y A DESIGN PROFESSIONAL- JOE INT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. SLY•�� PFiOVRESTRAINT "R p AT ANICHOR GANG-LAM LVL BEAM SECURELY TO BEARINGS OR HANGERS- "Pi ANGER CRATEl7 ($FLOOR COMPONENT HAS BEEN DESIGNED WITH AN INPUT S ISTIFFER AND BETTER fONLIMIT0IHGLYRECOMMENDQ� N80 4 - S11 L3 by M13 $ R 1.150 3.500 CROSS SECTION, ---71M DEFLECTIONS ALLOWABLE - 14- 0- 0 I ATED 0.46" "'THIS DRAWING IS NOT TO SCALE 0.17" 0•�8� 0.69' 0•35' tion Gang-Lam LVL and GTR,LPI Joist Sperafirati0ns Software Provided By: 0&22101 SSBC Mistellaneciu8 lritdima the desgret of the •Supports and connections for Gang-Lam LVL and CTR,LPI Joists 10 be LP Engineered Wood Products Oft component The use of ttds compo^anj sYh2N be specifiedopeyde compfiarhce app" specific applications. 2706 Highway 421 North practg tot he-i1g ppRain all the naoaawy •Common nails driven parallel to glue lines shall be spaced a minimum of I'far tOd rg Y auk t be designee and o NN bcture+a designers of the complata structure before using INs Wiknington.NC 28401 lateral torces shatns not meet-cat Wilding and J"is 8d. Local s are to be aPdied-the comporhers.It the design trisq of ssded above d*A dry is signed •Do�t isti notch,atriall from atter any use of LVL Gang-Lam CTR,LPI Joists except as shown Natio (g10)999 9878 l40load fasterA are do not use the appyo'ed in this drawing to puelt med material from n,any use of expresw ffa and CTR,LPI Joists contrary National Wats (t100)9tlg 9105 Iter"the lTZW 4 and n bads code requtreruuehRr�Aµal design Dov shown -the limits set frith hereon,negates any express waramY of the product aro LP loads greater man ded9 sea-d. Lam LVL and CTR,LPI time sna based on data provided camber deflect uhd� Wood directndtsdaims all implied warranties indudmp the implied warranties of merchamability rnmW^e t. aro fdness lora particular use. DWG # oaeact with ccooncrete must tw P��as reG 0 we mxenlal specified of NDS$ac PRC,• werei Nation IsSHEET # pn drarAng rthsl assumedpaved erAr ecltlr Ergirieers seal LP is a trademam of laesiana-Padnc�Corporation. ifaenro true lxe6l �atilustmes factor for asap. sued to be ton kiered an Eng Is - _ E De%o 2Mltwoodespx 7740 D.L.DAVIS BM-2 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design LOAD TABLE MSI: 0.38 NOTE: 2 BEAMS 1.75 X 11.075 GL2950-2.0 DESIGN CRITERIA VSL 0.32 1.THIS GANG-LAM BEAM IS DESIGNED TO SUPPORT DESIGN CONSISTS OF 2 - PLIES FASTENED ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1).OTHER LOAD CASES TOGETHER (REFER TO NOTES). LIVE LOAD 40 PSF VERIFICATION OF LOADING,DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD 15 PSF LIMITATIONS,FRAMING METHODS.WIND (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROMTO LOAD LDF IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FLOOR SPAN CARRIED 1.00 FT OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR DEAD TOP 110 PLP 01-10-00 11-10-00 0.900 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 75 PLF 01-10-00 11-10-00 1.250 DEFLECTION CRITERIA LATERAL STABILITY, UNIFORM ROOF DEAD TOP 63 PLF 01-10-00 11-10-00 0.900 LIVE LOAD DEFL: L / 360 3.DO NOT CUT,NOTCH OR DRILL GANG-LAM. UNIFORMFLOOR LIVE TOP 20 PLF 00-00-00 14-00-00 1.000 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM FLOOR DEAD TOP 19 PLF 00-00-00 14-00-00 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING CONCENTRATED FLOOR LIVE TOP 1241 LBS 01-10-00 MINBRG=2,50" 1.000 GANG-LAM TO SIZE. CONCENTRATED FLOOR LIVE TOP 1241 LBS 11-10-00 MINBRG=2.50" 1.000 6.THIS GANG-LAM IS TO BE USED AS A CONCENTRATED FLOOR DEAD TOP 466 LBS 11-10-00 MINBRG=2.50" 0.900 CODE COMPLIANCES FLOOR BEAM ONLY. CONCENTRATED FLOOR DEAD TOP 466 LBS 01-10-00 MINBRG=2.50" 0.900 REPORT # BOCA 97-53 7.PROVIDE COMPRESSION EDGE BRACING AT WARNING NOTES: ICBO ER-5004 EACH END OF COMPONENT. L.A. City RR 25167 THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. SBCCI 9490C NOTE FOR DOUBLE MEMBER USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS CCMC 11518-R DESIGN ASSUMES COMPONENTS CARRIED ARE STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APPLIED TO TOP EDGE OF GANG LAM,SUCH THAT BY A DESIGN PROFESSIONAL, LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ATTACH 2 GANG-LAM PLIES WITH 2 ROWS OF 16d PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. COMMON NAILS ON EACH FACE STAGGERED AT 12.00"C/C. ANCHOR GANG-LAM LVL BEAM SECURELY TO BEARINGS OR HANGERS. MAKE PROVISIONS TO TRANSFER CONCENTRATED THIS FLOOR COMPONENT HAS BEEN DESIGNED WITH AN INPUT DEFLECTION LIMIT OF L/360.FOR STIFFER FLOORS AND BETTER PERFORMANCE,U480 IS HIGHLY RECOMMENDED. SUPPORT REACTIONS (LBS): CASE B EAR I NG NUMBER' - 1 2 1 3293 3153 2 1500 1437 MIN BEARING SIZES (IN-SX) 3- 0 3- 0 11.875 1.750 3.500 '-- CROSSSECTION. MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE _ LIVE LOAD 0.17" 0.46" *DEAD LOAD 0.28" 14- 0- 0 TOTAL LOAD 0.35" 0.69" "'THIS DRAWING IS NOT TO SCALE Handling 8 Erection Miscellaneous Infomtation Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 0622101 SSBC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the -Supports and connections for Gang-Lam LVL and CTR.LPI Joists to be LP Engineered Wood Products Plumb aro for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval and specific applications. 06 Highway 421 NOM Installed by others.No bo b ons ads are be applied the instructifrom the designers of the complete structure before using this 'Common nags driven parallel o 27 glue lines shall be spaced a minimum of 4"for 10d W 06 ton.NC 28401 component until after all the framing and fastening are component. If the design criteria listed above does riot meet local building and 3"for ed. 9 Completed.Al no time shall bads greater than design bads code requirements,do not use this design.When this drawing is signed 'Do not cup,notch,drill or atter Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 De applied to the component. and sealed.the stitchual design is approved as shown in this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 Design Criteria based on data provided by the cusm tomer.Gang-LaLVL and CTR,LPI o the limits set forth hereon,negates any express warranty of the product and LP joists are made without camber and will deflect under bad-Wood in direct disclaims all implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous aro fitness for a particular use. conformity with the latest revisions of NDS and AITC.' lateral support Is assumed(wall•floor beam.etc.).LP does not provide DWG # Dead bad deflection includes adjustment factor for weep. on-ste inspection.This drawing must have an Ardtrect's or Engines LP is a trademark o1 Lgrisiana-Padik Cerporalion. Total pad deflection is Instantaneous. afixed to be considered an Engineering document. SHEET # File:C1Wood-E Design 2001iwoode.spx 7740 D.L.DAVIS BM-3 FL LUMBER UNLIMITED 200.1.1.2 Allowable Stress Design MSI:0.50 NOTE: LOAD TABLE 2 BE S 1.75 x 11.000 L2950-2.0 DESIGN CRITERIA VSL 0.27 1.THIS GANG-LAM BEAM IS DESIGNED TO SUPPORT DESIGN CONSISTS OF 2 - PLIES FASTENED ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES TOGETHER (REFER TO NOTES). LIVE LOAD 40 PSF VERIFICATION OF LOADING,DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. I DEAD LOAD 15 PSE LIMITATIONS,FRAMING METHODS,WIND (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD = 55 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FLOOR SPAN CARRIED 1.00 FT OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE TOP 200 PLF 00-00-00 23-09-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM .FLOOR DEAD TOP 75 PLF 00-00-00 23-09-00 0.900 DEFLECTION CRITERIA LATERAL STABILITY. UNIFORM FLOOR DEAD TOP 26 PLF 00-00-00 23-09-00 0.900 LIVE LOAD DEFL: L / 360 3.DO NOT CUT,NOTCH OR DRILL GANG-LAM. UNIFORMFLOOR LIVE TOP 20 PLF 00-00-00 23-09-00 1.000 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. 5.VERIFY DIMENSIONS BEFORE CUTTING WARNING NOTES: GANG-LAM TO SIZE. 6.THIS GANG-LAM IS TO BE USED AS A THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES FLOOR BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS REPORT # STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BOCA 97-53 7.PROVIDE COMPRESSION EDGE BRACING AT BY A DESIGN PROFESSIONAL ICBG ER-5004 EACH END OF COMPONENT. L.A. City RR 25167 MINIMUM BEARING SIZES ARE TO PREVENT CRUSHING OF THE GANG-LAM LVL BEAM.IT IS THE SBCCI 9490C NOTE FOR DOUBLE MEMBER RESPONSIBILITY OF THE PROJECT ENGINEER OR ARCHITECT TO MAKE SURE THE CCMC 11518-R ' DESIGN ASSUMES COMPONENTS CARRIED ARE SIZE,SPECIES,AND GRADE OF LUMBER USED FOR THE BEARING PLATES ARE APPLIED TO TOP EDGE OF GANG-LAM,SUCH THAT DESIGNED.TO CARRY THE REACTIONS OF THE GANG-LAM LVL BEAM AND PREVENT CRUSHING LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. OF THE BEARING PLATE. ATTACH 2 GANG-LAM PLIES WITH 3 ROWS OF 16d COMMON NAILS ON EACH FACE STAGGERED AT ANCHOR GANG-LAM LVL BEAM SECURELY TO BEARINGS OR HANGERS. 12 00"CIC THIS FLOOR COMPONENT HAS BEEN DESIGNED WITH AN INPUT DEFLECTION LIMIT OF U380.FOR STIFFER FLOORS AND BETTER PERFORMANCE,U480 IS HIGHLY RECOMMENDED. SUPPORT REACTIONS (LBS): .. CASE B E A R I N G N U M B E R 1 2 1 3806 3806 2 1194 1194 MIN BEARING SIZES (IN-SX) 3- 0 3- 0 18.000' 1.750 13.500 CROSS SECTION. n .? MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.45" 0.50" "DEAD LOAD 0.31" 23- 9- 0 TOTAL LOAD 0.66" 1.18" "'THIS DRAWING OH NOT TO SCALE Handling 8 Erection Miscellaneous Information Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06122/01 SSBC Temporary and permanent bracing for Folding component The use of this oomponent shall be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete"/fire.Obtain all the necessary Code compliance approval arid specific applications. 2706 Highway 421 North installed by others. No bads are to be applied to the instructions from the designena of the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of 4'for 10d Wilmington,NC 28401 component Until after all the framing and fastening are component. If the design criteria gated above does not meet local building and 3'for ed. Local (910)762-9878 completed.At no time shall bads greater than design bads code rapuirements,do not use this design.When this draMrg is signed -Do not cul,notch,drill or after Garp-Lam LVL and CTR.LPI Joists except as shown National Walls 800 999 9105 be applied to the component. and sealed,the"ural design is approved as shown in this drawing In published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary ( ) based on data provided by the customer.Gang-Lam LVL and CTR,LPI to the limits set forth hereon,negates any express warranty of the product and LP Design Criteria Joists are made without camber and will deflect under load.Wood In direct disclaims all implied warranties including the implied warranties of merchantability The design and material specified are in substantial mntadl esllfl concrete must be protected as required by code.Continuous and fitness for a particular use. conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall floor beam,etc.).LP does not provide DWG # Dead cad deflection includes adjustment factor for creep. caste Inspection.This drawing must have an Ardi tect's or Engineer's seal LP Is a trademark of Louisiana-Pacific Corporation. Total orad deflection is intuar"neous, afixed to be considered an Engineering document. SHEET # File:C:\Wood-E Design 20011woode.spx 7740 D.L.DAVIS BM-4 FL LUMBER UNLIMITED 2001.12 Allowable Stress DesignMSI:0.64 NOTE: LOAD TABLE BBEAMS 1.75 X 10.000 L2SS0d.0 DESIGN CRITERIA : VSL 0.77 1.THIS GANG-LAM BEAM IS DESIGNED TO SUPPORT DESIGN CONSISTS OF 2 - PLIES FASTENED „ ONLY VERTICAL LOADS AS SHOWN. NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES TOGETHER (REFER TO NOTES). LIVE LOAD = 40 PSF VERIFICATION OADING DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. SOF L DEAD LOAD 15 MEA D FR LFT OF PA OR CANTILEVER.) - PSF LIMITATIONS,FRAMING METHODS,WIND (DIMENSIONS SURE FROM E END SPAN CANT LEVE ) _ BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD 55 PSF IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FLOOR SPAN CARRIED 1.00 FT OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE TOP 480 PLF 10-01-12 26-01-12 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 243 PLF 00-00-00 38-06-00 1.250 DEFLECTION CRITERIA LATERAL STABILITY. UNIFORM ROOF DEAD TOP 207 PLF 00-00-00 38-06-00 0.900 LIVE LOAD DEFL: L / 360 3.DO NOT CUT,NOTCH OR DRILL GANG-LAM. UNIFORM FLOOR DEAD TOP 180 PLF 10-01-12 26-01-12 0.900 TOTAL LOAD DEFL: L / 240 4.SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM FLOOR DEAD TOP 110 PLF 00-00-00 38-06-00 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING UNIFORM FLOOR DEAD TOP 26 PLF 00-00-00 38-06-00 0.900 GANG-LAM TO SIZE. UNIFORM FLOOR LIVE TOP 20 PLF 00-00-00 38-06-00 1.000 6.THIS GANG-LAM IS TO BE USED ASA CONCENTRATED FLOOR LIVE TOP 2768 LBS 10-01-12 MINBRG=2.50" 1.000 CODE COMPLIANCES FLOOR BEAM ONLY. CONCENTRATED FLOOR LIVE TOP 1241 LBS 08-09-12 MINBRG=2.50" 1.000 REPORT # CONCENTRATED FLOOR LIVE TOP 1241 LBS 18-06-04 MINBRG=2.50" 1.000 BOCA 97-53 7.PROVIDE COMPRESSION EDGE BRACING AT CONCENTRATED FLOOR DEAD TOP 1038 LBS 10-01-12 MINBRG=2.50" 0.900 ICBO ER-5004 298'O.C.OR LESS. CONCENTRATED FLOOR DEAD TOP 466 LBS 18-06-04 MINBRG=2.50" 0.900 L.A. City RR 25167 CONCENTRATED FLOOR DEAD TOP 466 LBS 08-09-12 MINBRG-2.50" 0.900 SBCCI 9490C NOTE FOR DOUBLE MEMBER CCMC 11518-R DESIGN ASSUMES COMPONENTS CARRIED ARE WARNING NOTES: APPLIED TO TOP EDGE OF GANG-LAM,SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. ATTACH 2 GANG-LAM PLIES WITH 3 ROWS OF 16d USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVL OR LPI JOISTS IS COMMON NAILS ON EACH FACE STAGGERED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW 12.00'C/C BY A DESIGN PROFESSIONAL- MAKE ROFESSIONALMAKE PROVISIONS TO TRANSFER CONCENTRATED PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY, MINIMUM BEARING SIZES ARE TO PREVENT CRUSHING OF THE GANG-LAM LVL BEAM.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER OR ARCHITECT TO MAKE SURE THE SIZE,SPECIES,AND GRADE OF LUMBER USED FOR THE BEARING PLATES ARE DESIGNED.TO CARRY THE REACTIONS OF THE GANG-LAM LVL BEAM AND PREVENT CRUSHING OF THE BEARING PLATE. ANCHOR GANG-LAM LVL BEAM SECURELY TO BEARINGS OR HANGERS. THIS FLOOR COMPONENT HAS BEEN DESIGNED WITH AN INPUT DEFLECTION LIMIT OF Lr".FOR STIFFER FLOORS AND BETTER PERFORMANCE,U480 IS HIGHLY RECOMMENDED. SUPPORT REACTIONS (LBS): CASE BEAR I NG NUMBER 1 2 3 4 1 8032 25115 5923 2023 . 2 3710 9861 3339 1116 3 7743. 19554 2156 2715 - 4 3999 15422 7106 .424 5 7460 25253 4641 1062 6 4012 15317 8388 1385 7 8302 19522 2156 2715 - MIN BEARING SIZES (IN-SX) - 3- 8 7- 1 3- B 3- 0 - 18.000" 1.750 29 LM 29 3.500 CROSS SECTION. ' MAXIMUM DEFLECTIONS LEFT CANTILtIfEB CALCULATED ALLOWABLE CALCULATED ALLOWABLE - 0 0 LIVE LOAD 0.24" 0.50" -0.10" 0.20" 16- 0- 0 12- 4- 0 4c 8- 2- 0 -DEAD LOAD 0.20" -0.08" 38- 6- 0 TOTAL LOAD 0.37" 0.79" -0.15" 0.30" "'THISDRAWINGISNOTTOSCALE- Handling&Erection Miscellaneous Infmmatlon Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06/22101 SSBC Temporary and permanent bracing for holding component The use of this component shelf be specified by the designer of the 'Supports and connections for Gang-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the neoessary code compliance approval and specific applications. 2706 Highway 421 NOM installed by others.No bads are to be applied to the instammons from the designers of the complete structure before using this 'Common nails driven parallel b gale lines shall be spaced a minimum of C for 100 component until after all the framing and fastening are componers. If the design criteria fisted above does not meet local building and 3"for ad. Wilmington.NC 28401 completed.At no time shall bads greater than design bads code requirements,do not use thk design.When this drawing is signed 'Do not Cut.notch,drill or after Gang-Lam LVL and CTR.LPI Joists except as atwvnt Local (910)762-9878 be applied to the component. and sealed,the structural design Is approved as shown In this drawing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 based on data provided by the orstomer.Gang-Lam LVL and CTR,LPI to the limits set forth hereon,negates any express warranty of the product and LP Design Criteria IJoists are made without camber and will deflect under bad.Wood In direct disclaims all Implied warr"es Including the Implied warranties of merchantability The design and material specified are In substantial COrMAct with cite must De protected a required by code.Continuous and fitness for a particular use. conformity with the latest revisions of NDS and AITC.' taerel support Is assumed(well,floor beam.etc.).LP does not provide DWG # Dead bad deflection includes adjustment factor for creep. on-ske Inspection.This drawing must have an Ardi tect's or Engineer's seal LP Is a trademark of Loufsiana•Paafic Corporation. Taal bad deflection is instantaneous. affixed to be considered an Engineering document. SHEET # File:C:1Wood-E Design 2001\woode.spx , 7740 D.L.DAVIS BM-5 FL LUMBER UNLIMITED 2001.1.2 Allowable Stress Design MSI:0.71 NOTE: LOAD TABLE Z BEAMS1.73 18.000 $.0 DESIGN CRITERIA VSI: 0.82 1.THIS GANG-LAM BEAM IS DESIGNED TO SUPPORT NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1).OTHER LOAD CASES DESIGN CONSISTS OF 2 - PLIES FASTENED ONLY VERTICAL LOADS AS SHOWN. FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. TOGETHER (REFER TO NOTES). LIVE LOAD 40 PSF VERIFICATION OF LOADING,DEFLECTION LIMITATIONS,FRAMING METHODS,WIND (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF BRACING,OR OTHER LATERAL BRACING THAT DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD 55 PSF IS ALWAYS REQUIRED IS THE RESPONSIBILITY FT-IN-SX FT-IN-SX FLOOR SPAN CARRIED 1.00 FT OF THE PROJECT ARCHITECT OR ENGINEER. UNIFORM FLOOR LIVE TOP 480 PLF 00-00-00 36-06-00 1.000 2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF LIVE TOP 243 PLF 00-00-00 36-06-00 1.250 DEFLECTION CRITERIA LATERAL STABILITY. UNIFORM ROOF DEAD TOP 207 PLF 00-00-00 36-06-00 0.900 LIVE LOAD DEFL: L / 360 3.DO NOT CUT,NOTCH OR DRILL GANG-LAM. UNIFORMFLOOR DEAD TOP 180 PLF 00-00-00 36-06-00 0.900 TOTAL LOAD DEFL: L / 240 4,SHIM ALL BEARINGS FOR FULL CONTACT, UNIFORM FLOOR DEAD TOP 110 PLF 00-00-00 36-06-00 0.900 5.VERIFY DIMENSIONS BEFORE CUTTING UNIFORM FLOOR DEAD TOP 26 PLF 00-00-00 36-06-00 0.900 GANG-LAM TO SIZE. UNIFORM FLOOR LIVE TOP 20 PLF 00-00-00 36-06-00 1.000 6.THIS GANG-LAM IS TO BE USED ASA CONCENTRATED FLOOR LIVE TOP 2768 LBS 08-00-00 MINBRG=2.50" 1.000 CODE COMPLIANCES FLOOR BEAM ONLY. CONCENTRATED FLOOR DEAD TOP 1038 LBS 08-00-00 MINBRG=2.50" 0.900 REPORT It BOCA 97-53 7.PROVIDE COMPRESSION EDGE BRACING AT WARNING NOTES: ICBO ER-5004 215"O.C.OR LESS, L.A. City RR 25167 THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. SBCCI 9490C NOTE FOR DOUBLE MEMBER USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG•LAM LVL OR LPI JOISTS IS CCMC 11518-R DESIGN ASSUMES COMPONENTS CARRIED ARE STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APPLIED TO TOP EDGE OF GANG-LAM,SUCH THAT BY A DESIGN PROFESSIONAL LOAD IS DISTRIBUTED EQUALLY TO EACH PLY, ATTACH 2 GANG-LAM PLIES WITH 3 ROWS OF 16d PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. COMMON NAILS ON EACH FACE STAGGERED AT 12.00'CIC. MINIMUM BEARING SIZES ARE TO PREVENT CRUSHING OF THE GANG-LAM LVL BEAM.IT IS THE MAKE PROVISIONS TO TRANSFER CONCENTRATED RESPONSIBILITY OF THE PROJECT ENGINEER OR ARCHITECT TO MAKE SURE THE SIZE,SPECIES,AND GRADE OF LUMBER USED FOR THE BEARING PLATES ARE DESIGNED.TO CARRY THE REACTIONS OF THE GANG-LAM LVL BEAM AND PREVENT CRUSHING OF THE BEARING PLATE. ANCHOR GANG-LAM LVL BEAM SECURELY TO BEARINGS OR HANGERS. THIS FLOOR COMPONENT HAS BEEN DESIGNED WITH AN INPUT DEFLECTION LIMIT OF L/360.FOR STIFFER FLOORS AND BETTER PERFORMANCE,U480 IS HIGHLY RECOMMENDED. SUPPORT REACTIONS (LBS): CASE B EAR I NG NUMBER 1 2 3 4 1 9762 24771 10977 4488 2 3821 9792 4671 1817 3 10027 20242 5527 5283 4 3556 14321 10122 1022 5 9725 25093 7256 1729 6 3593 13999 13842 3780 MIN BEARING SIZES (IN-SX) 3- 8 7- 1 3-14 3- 0 48.000 1.750 13.500 CROSS SECTION. MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.29" 0.50" 16- 2- 0 12- 0- 0 8- 4- 0 *DEAD LOAD 0.24" 36- 6- 0 TOTAL LOAD 0.45" 0.80" "'THIS DRAWING IS NOT TO SCALE'"' Handling 8 Erection Miscellaneous Informalion Gang-Lam LVL and CTR,LPI Joist Specifications Software Provided By: 06122/01 SSBC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the -Supports and connections for Garp-Lam LVL and CTR,LPI Joists to be LP Engineered Wood Products plumb and for resisting lateral forces shad be designed and complete structure.Obtain all the necessary code compliance approval and specific applications. 2706 Highway 421 North installed by others.No bads are to be applied to the instructions from the designers of the complete structure before using this 'Common nails driven parallel to glue lines shall be spaced a minimum of 4"for 10d Wilmington,NC 28401 component until after all the framing and fastening are component. If the design criteria listed above does not meet local building and 3"for 8d. 9 competed.At no time shall bads greater than design bads code requirements,do not use this design.When this drawing is signed 'Do not cut,notch,drill or atter Gang-Lam LVL and CTR,LPI Joists except as shown Local (910)762-9878 be applied to the component. and sealed,the structural design is approved as shown in this dra+iing in published material from LP any use of Gang-Lam LVL and CTR,LPI Joists contrary National Wats (800)999 9105 based on data provided by the customer.Gang-Lam LVL and CTR,LPI to the limits set forth hereon,nagates any express warranty of the product and LP Design Criteria Ijoists are made without camber and will deflect under bad.Wood In direct disclaims all implied warranties including the implied warranties of merchantability The design and material specified are in substantial contact with wncrele must be protected as required by code.Continuous and fitness for a particular use. conformity Min the latest revisions of NOS and RITC.' lateral support is assumed(wail,floor beam,etc.).LP does not provide OVI/Ci # Dead bad deflection includes adjustment factor for creep. on. irlspediDn.Tuts draWrg must have an Architect'sor Engineers seal LP Is a trademark of Louisiana-Pacific Corporation. Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET # File:C1Wood-E Design 2001\woode.spx C1� Header at Bow Window TJ-BeamT v5.55ASerial umber:700106746 3 PCs of 1.75" X 11.875" 2.0E Parallam® PSL BEAMUSA 1111 7/11/01 9:12:29AM Page 1 of 1 Build Code:146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED - - - -- - -17'6"- --- --- ----- Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting FLOOR-RES.Application. Tributary Load Width: 1' -f Loads(psf):40 Live at 100%duration; 15 Dead;0 Partition;and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Floor(1.00) 0 100 0 to 17'6" Adds to Uniform(plf) Roof(1.25) 57 49 0 to 17'6" Adds to Uniform(plf) Floor(1.00) 200 75 0 to 17'6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Plate 5.50" 5.5" 2599/2262/4860 1 11.9" Other: 2 Column 5.50" 5.5" 2599/2262/4860 1 11.9" Other: DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4675 3640 12053 Passed(30%) Lt.end Span 1 under Floor loading Moment(ft-Ib) 19675 17656 29854 Passed(59%) MID Span 1 under Floor loading Live Defl.(in) 0.386 0.561 Passed(U524) MID Span 1 under Roof loading Total Defl.(in) 0.721 0.842 Passed(U280) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL: U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code SBCC analyzing the TJ Residential product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION OPERATOR INFORMATION: Chandler Residence Hulsberg Engineering Kevin Mullican Designer Jeffrey K. Hulsberg PE 2955 Hartley Rd. Suite 202 Jacksonville, FL 32257 9048862401 9042604367 Copyright®2000 by Trus Joist,a Weyerhaeuser Business. TJ-ProTM and TJ-BeamTM are trademarks of Trus Joist. Parallan2l)is a registered trademark of Trus Joist. PROJECT CHECKLIST BUILDER PROJECT CHANDLER RES. DESIGNER KEVIN MULLICAN LOG # 5563 ? TRUSSES FLOOR TRUSSES CONVENTIONAL FRAME DRAWN CONVENTIONAL FRAME NEEDED SOIL REPORT ATTACHED THREADED ROD/QUICK BRACKET FRAME MASONRY YTONG, REBEL ECO, BLUE MAX, ETC. PILE DESIGN WIND ZONE CALC'S REQUIRED FOUNDATION PAGE INCLUDED VELLUMS OR PRINTS EMAIL DISC D JKH FINAL CHECK LIST FOUNDATION REVIEW HEADERS STEEL FRAME SPECIALITY DETAILS SPECIAL CONNECTIONS FOR TRUSSES or BEAMS LINTELS COASTAL FORM »»> »»> SHEARWALLS 1ST FLOOR 2ND FLOOR LEGEND »»> »»> DETAIL PAGE STANDARD OFF GRADE MASONRY THRD RD »»> »»> BEAMS GARAGE HEADERS PORCH BEAMS OTHERS MISCELLANEOUS INFORMATION A[AP SHOW12VG BOUNDARY SURMT OF LOQ14— BLOCK AS SHOWN ON MAF' OF AS RECORDED /N PLAT BOOK-__ /0 . PAGES_ �� OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED FOR: _r--t-rzrt-L- Lv�✓GFI l0-7. Ooh (J6 1" 17- C,,; IAO io* P Q �ica,uv z a- N r 4 � o • Q Jr Q5a 13 r Beach j u -a CHANDLER RENOVATION/ADDITION HVAC LOAD ANALYSIS N ((^^)) Q'y Q for Atla 44,l�/f � nt/C Qeac jDean Davis I i 1901 1st Street North Jacksonville Beach, FL 32250 i I i ii Ljo f two I e I i i i I I RHRmDMIAL VAC. HVAC LOADS Prepared By: i j Jeri Boxx i Ocean State Heating&Air Conditioning 1476 Atlantic Boulevard Neptune Beach,FL 32266 (904)249-8251 08-03-01 �RIiVAC-Res'sdentiai&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach, FL 32266-1798 08-03-01 Page 2 Project Summary Project: Chandler Renovation/Addition Company: Ocean State Heating &Air Conditioning Client: Dean Davis Representative: Jeri Boxx Address: 1901 1st Street North Address: 1476 Atlantic Boulevard City: Jacksonville Beach, FL 32250 City: Neptune Beach, FL 32266 Phone: 237-2222 Phone: (904) 249-8251 Fax: 247-6513 Fax: (904) 249-8949 Design Data Project Name: Chandler Renovation/Addition Reference City: Jacksonville, Florida Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 Feet Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum. Dry Bulb Difference Winter: 27 N/A N/A 72 N/A Summer: 96 78 50% 75 51 I Check Figures Total Building Supply CFM: 2,604 CFM per square foot: 0.694 Square feet of room area: 3,754 Square feet per ton: 606.108 i Building Loads Total heating required with outside air: 73,000 Btuh 73.000 MBH j Total sensible gain: 57,229 Btuh 87 % Total latent gain: 8,906 Btuh 13 % Total cooling required with outside air: 66,135 Btuh 5.511 Tons (based on sensible + latent) 6.194 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. I I r I Monday,August 06,2001 RAVAC-Residential S Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach,FL 32266-1798 08-03-01 Page 3 Total Building Summary Loads Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 3C Window Double Pane Clear Glass Metal Frame 591 19,285 0 26,204 26,204 80 Glass Door Double Clear Glass Metal Frame 54 1,762 0 3,910 3,910 91 French Door Double Clear Glass Metal Frame 70 2,376 0 2,520 2,520 i 10D Door Wood Solid Core 20 207 0 147 147 12C Wall R-11 + 1/2" Gypsum(R-0.5) 1,478 5,986 0 3,273 3,273 12H Wall R-19 + 1/2" Gypsum Board(R-0.5) 1,284 3,466 0 1,898 1,898 13C Part R-11 + 1/2" Gypsum(R-0.5) 528 1,068 0 760 760 16G Ceiling R-30 Insulation 1,692 2,514 0 2,514 2,514 201 Floor Over Open Crawl Carpet+ R-19 538 1,162 0 413 413 22A Slab on Grade No Edge Insulation 210 7,654 0 0 0 Subtotals for structure: 6,465 45,480 0 41,639 41,639 Active People: 6 0 1,380 1,800 3,180 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 3,600 3,600 Lighting: 0 0 0 0 0 Ductwork: 0 3,477 0 5,204 5,204 Infiltration:Winter CFM: 486.2, Summer CFM: 216.1 735 24,043 7,526 4,986 12,512 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 Sensible Gain Total: 57,229 Temperature Swing Multiplier: X1.00 Building Load Totals: 73,000 8,906 57,229 66,135 Check Figures Total Building Supply CFM: 2,604 CFM per square foot: 0.694 Square feet of room area: 3,754 Square feet per ton: 606.108 Building Loads Total heating required with outside air: 73,000 Btuh 73.000 MBH Total sensible gain: 57,229 Btuh 87 % Total latent gain: 8,906 Btuh 13 % Total cooling required with outside air: 66,135 Btuh 5.511 Tons (based on sensible + latent) 6.194 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. j Be sure to select a unit that meets both sensible and latent loads. ! I i' I i I Monday,August 06,2001 HVAC-Residential&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach,FL 32266-1798 08-03-01 Page 4 �I System#1 Summary Loads 1 j Component Area Sen. Lat. Sen. Total i Description Quan Loss Gain Gain Gain 3C Window Double Pane Clear Glass Metal Frame 195 6,363 0 8,210 8,210 91 French Door Double Clear Glass Metal Frame 32 1,086 0 749 749 i 10D Door Wood Solid Core 20 207 0 147 147 12C Wall R-11 + 1/2" Gypsum(R-0.5) 857 3,471 0 1,897 1,897 12H Wall R-19 + 1/2" Gypsum Board(R-0.5) 176 475 0 260 260 13C Part R-11 + 1/2" Gypsum(R-0.5) 528 1,068 0 760 760 16G Ceiling R-30 Insulation 96 143 0 143 143 22A Slab on Grade No Edge Insulation 210 7,654 0 0 0 Subtotals for structure: 2,114 20,467 0 12,166 12,166 Active People: 4 0 920 1,200 2,120 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 0 0 Lighting: 0 0 0 0 0 Ductwork: 0 1,430 0 1,506 1,506 Infiltration: Winter CFM: 164.4, Summer CFM: 73.1 247 8,130 2,545 1,686 4,231 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 Sensible Gain Total: 16,558 Temperature Swing Multiplier: X1.00 System Load Totals: 30,027 3,465 16,558 20,023 Check Figures Supply CFM: 753 CFM per square foot: 0.646 Square feet of room area: 1,166 Square feet per ton: 650.673 System Loads Total heating required with outside air: 30,027 Btuh 30.027 MBH q Total sensible gain: 16,558 Btuh 83 % Total latent gain: 3,465 Btuh 17 % Total cooling required with outside air: 20,023 Btuh 1.669 Tons (based on sensible + latent) 1.792 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. Ii i I i r i i Monday,August 06,2001 RHVAC-Residential&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach,FL 32266-1798 08-03-01 Page 5 System#2 Summary Loads Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 3C Window Double Pane Clear Glass Metal Frame 270 8,810 0 12,494 12,494 80 Glass Door Double Clear Glass Metal Frame 54 1,762 0 3,910 3,910 91 French Door Double Clear Glass Metal Frame 38 1,290 0 1,771 1,771 12C Wall R-11 + 1/2" Gypsum(R-0.5) 621 2,515 0 1,376 1,376 12H Wall R-19 + 1/2" Gypsum Board(R-0.5) 414 1,119 0 613 613 16G Ceiling R-30 Insulation 694 1,031 0 1,031 1,031 201 Floor Over Open Crawl Carpet+ R-19 526 1,136 0 404 404 Subtotals for structure: 2,617 17,663 0 21,599 21,599 Active People: 0 0 0 0 0 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 3,600 3,600 Lighting: 0 0 0 0 0 Ductwork: 0 1,411 0 2,739 2,739 Infiltration:Winter CFM: 213.5, Summer CFM: 94.9 362 10,560 3,306 2,190 5,496 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 Sensible Gain Total: 30,128 Temperature Swing Multiplier: X1.00 System Load Totals: 29,634 3,306 30,128 33,434 Check Figures Supply CFM: 1,371 CFM per square foot: 0.813 Square feet of room area: 1,686 Square feet per ton: 517.082 System Loads Total heating required with outside air: 29,634 Btuh 29.634 MBH Total sensible gain: 30,128 Btuh 90 % j Total latent gain: 3,306 Btuh 10 % jl Total cooling required with outside air: 33,434 Btuh 2.786 Tons (based on sensible + latent) 3.261 Tons (based on 77% sensible capacity) i Notes ' I I, Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads- i I I I i I I I Monday,August 06,2001 r RHVAC-Residential&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach, FL 32266-1798 08-03-01 Page 6 System#3 Summary Loads J Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 3C Window Double Pane Clear Glass Metal Frame 126 4,112 0 5,500 5,500 12H Wall R-19 + 1/2" Gypsum Board(R-0.5) 694 1,872 0 1,025 1,025 1 16G Ceiling R-30 Insulation 902 1,340 0 1,340 1,340 201 Floor Over Open Crawl Carpet+ R-19 12 26 0 9 9 Subtotals for structure: 1,734 7,350 0 7,874 7,874 Active People: 2 0 460 600 1,060 Inactive People: 0 0 0 0 0 1 Appliances: 0 0 0 0 0 Lighting: 0 0 0 0 0 Ductwork: 0 636 0 959 959 Infiltration: Winter CFM: 108.2, Summer CFM: 48.1 126 5,353 1,675 1,110 2,785 j Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 !i Sensible Gain Total: 10,543 Temperature Swing Multiplier: X1.00 System Load Totals: 13,339 2,135 10,543 12,678 Check Figures Supply CFM: 480 CFM per square foot: 0.532 Square feet of room area: 902 Square feet per ton: 790.523 System Loads Total heating required with outside air: 13,339 Btuh 13.339 MBH Total sensible gain: 10,543 Btuh 83 % Total latent gain: 2,135 Btuh 17 % Total cooling required with outside air: 12,678 Btuh 1.056 Tons (based on sensible + latent) 1.141 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. i j I I I I r it Monday,August 06,2001 RHVAC-Residential&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach,FL 32266-1798 08-03-01 Page 7 Room Load Summary Reports System #1 Room Load Summary Htg Htg Run Run Clg Clg Clg Zone Clg Air Room Area Sens Nom Duct Duct Sens Lat Nom Adj Adj Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM Fact CFM CFM ---Zone 1--- 1 Bedrm 1 336 5,209 68 0-0 0 2,065 508 94 1.25 117 94 2 Stairs 96 3,915 51 0-0 0 2,701 453 123 1.25 154 123 3 Bedrm 3 280 6,527 85 0-0 0 4,112 817 187 1.16 216 187 4 Bedrm 4 247 6,375 83 0-0 0 3,928 725 179 1.18 210 179 5 Bedrm 2 207 8,001 104 0-0 0 3,752 962 171 1.00 171 171 System 1 1166 30,027 390 16,558 3,465 753 869 753 Totals Main Trunk Size: 12x12 in. System #1 Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.669 83%/17% 16,558 3,465 20,023 Recommended: 1.792 77%/23% 16,558 4,946 21,504 System #1 Equipment Data Heating System Cooling System j II I 'II III I II ,I I I � I Monday,August 06,2001 RHVAC-Residential&Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach, FL 32266-1798 08-03-01 Page 8 Room Load Summary Reports System #2 Room Load Summary Htg Htg Run Run Clg Clg Clg Zone Clg Air Room Area Sens Nom Duct Duct Sens Lat Nom Adj Adj Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM Fact CFM CFM ---Zone 1--- 6 Dining 441 7,188 93 0-0 0 7,901 740 359 1.25 449 359 7 Living 343 7,799 101 0-0 0 5,947 858 271 1.00 271 271 8 Family 408 10,351 135 0-0 0 11,781 1,288 536 1.18 631 536 9 Study 340 4,151 54 0-0 0 3,125 420 142 1.17 167 142 10 Laundry 154 145 2 0-0 0 1,374 0 63 1.00 63 63 System 2 1686 29,634 385 30,128 3,306 1,371 1,580 1,371 Totals Main Trunk Size: 20x12 in. System #2 Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.786 90%/10% 30,128 3,306 33,434 Recommended: 3.261 77%/23% 30,128 8,999 39,127 1 I i I I li I ` I I I I I 1 � Monday,August 06,2001 RHVAC-Residential$Light Commercial HVAC Loads Program Elite Software Development,Inc. Ocean State Htg&A/C Chandler Renovation/Addition Neptune Beach,FL 32266-1798 08-03-01 Page 9 Room Load Summary Reports i I System#3 Room Load Summary Htg Htg Run Run Clg Clg Clg Zone Clg Air Room Area Sens Nom Duct Duct Sens Lat Nom Adj Adj Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM Fact CFM CFM ---Zone 1--- 11 Office 90 2,849 37 0-0 0 1,558 412 71 1.00 71 71 12 WIC 153 1,251 16 0-0 0 1,093 80 50 1.00 50 50 13 Master 210 2,280 30 0-0 0 1,476 279 67 1.18 79 67 Bath 14 Master 391 6,869 89 0-0 0 6,321 1,364 288 1.00 288 288 Bedroom 15 Storage 58 90 1 0-0 0 95 0 4 1.00 4 4 System 3 902 13,339 173 10,543 2,135 480 492 480 Totals Main Trunk Size: 1 0x1 0 in. System #3 Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.056 83%/17% 10,543 2,135 12,678 Recommended: 1.141 77%/23% 10,543 3,149 13,692 I I i I i j Monday,August 06,2001 FORM 60OA-97 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Chandler Renovation Builder: Dean Davis Address: Beach Avenue Permitting Office: Atlantic Beach City, State: Atlantic Beach, FL 32233- Permit Number: Owner: Jurisdiction Number: Climate Zone: North i 1. New construction or existing New - 12. Cooling systems 2. Single family or multi-family Single family _ a. Central Unit Cap:24.0 kBtu/hr - 3. Number of units,if multi-family 1 _ SEER: 10.50 4. Number of Bedrooms 5 _ b. Central Unit Cap:36.0 kBtu/hr 5. Is this a worst case? No _ SEER: 10.50 6. Conditioned floor area(ft) 3754 ft= c. Central Unit Cap: 18.0 kBtu/hr _ 7. Glass area&type _ SEER: 10.50 a. Clear-single pane 0.0 ft= _ 13. Heating systems b. Clear-double pane 715.0 ft2 - a. Electric Heat Pump Cap:24.0 kBtu/hr c. Tint/other SCiSHGC-single pane 0.0 ft= - HSPF:7.30 - d. Tintiother SC/SHGC-double pane 0.0 ff b. Electric Heat Pump Cap:36.0 kBtu/hr 8. Floor types _ HSPF:7.30 a. Slab-On-Grade Edge Insulation R=0.0,210.0(p)ft _ c. Electric Heat Pump Cap: 18.0 kBtu/hr - I b. Raised Wood,Post or Pier R=19.0,538.0ft2 HSPF:7.30 c. N% FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Beach Avenue, Atlantic Beach, FL, 32233- PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3754.0 33.05 22335.7 Double, Clear W 14.0 4.0 6.0 36.99 0.37 83.1 Double, Clear W 14.0 5.0 21.0 36.99 0.37 291.0 Double, Clear W 14.0 3.0 4.0 36.99 0.37 55.4 Double, Clear W 1.0 8.6 20.0 36.99 0.99 735.6 Double, Clear W 0.5 5.5 14.0 36.99 1.00 515.6 Double,Clear W 0.5 3.2 7.0 36.99 0.97 252.1 Double,Clear S 1.5 8.2 15.0 34.50 0.93 481.9 Double,Clear S 0.5 5.5 14.0 34.50 0.99 479.0 Double, Clear S 0.5 3.2 7.0 34.50 0.95 229.5 Double, Clear E 0.5 5.5 14.0 40.22 1.00 560.4 Double,Clear E 0.5 3.2 7.0 40.22 0.97 274.0 Double,Clear S 0.5 5.5 14.0 34.50 0.99 479.0 Double, Clear S 0.5 3.2 7.0 34.50 0.95 229.5 Double, Clear S 1.5 4.5 6.0 34.50 0.78 161.3 Double, Clear E 7.0 7.0 27.0 40.22 0.52 562.4 Double, Clear N 7.0 8.7 17.0 19.22 0.75 243.5 Double, Clear N 7.0 7.0 27.0 19.22 0.71 368.9 Double,Clear N 1.0 4.3 9.0 19.22 0.95 163.9 Double,Clear W 1.0 8.0 18.0 36.99 0.99 662.0 Double, Clear W 1.5 8.2 54.0 36.99 0.96 1924.3 Double, Clear N 1.0 6.3 40.0 19.22 0.98 751.9 Double,Clear E 1.0 6.3 27.0 40.22 0.97 1056.9 Double, Clear E 7.0 7.0 27.0 40.22 0.52 562.4 Double, Clear S 1.0 15.5 40.0 34.50 0.99 1372.3 Double,Clear E 1.0 6.0 27.0 40.22 0.97 1051.3 Double, Clear NE 1.0 6.0 27.0 28.72 0.97 753.4 Double, Clear SE 1.0 6.0 27.0 40.86 0.96 1059.2 Double, Clear N 17.5 8.7 20.0 19.22 0.62 239.4 Double, Clear S 1.0 15.5 40.0 34.50 0.99 1372.3 Double, Clear W 1.0 13.5 6.0 36.99 1.00 221.2 Double, Clear N 0.5 5.3 28.0 19.22 0.99 535.3 Double, Clear E 1.0 3.8 3.0 40.22 0.91 109.3 Double, Clear W 1.0 4.3 6.0 36.99 0.93 205.9 Double, Clear S 0.5 •6.3 ^14.0 34.50 0.99 479.4 Double, Clear S 0:5 4.0 7.0 34.50 0.99 238.8 Double, Clear S 1.0 6.3 27.0 34.50 0.95 885.4 Double,Clear E 2.5 4.0 14.0 40.22 0.65 368.5 Double, Clear" E 0.5 6.3 27.0 40.22 1.00 1081.4 As-Built Total.; 21096.7 EnergyGauge®DCA Form 60OA-97 EnergyGauge@/FlaRES'97 FLRCNA-200 FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Beach Avenue,Atlantic Beach, FL, 32233- PERMIT#: BASE AS-BUILT WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adajcent 528.0 0.7 369.6 Frame,Wood, Exterior 11.0 2762.0 1.70 4695.4 Exterior 2762.0 1.70 4695.4 Frame,Wood,Adjacent 11.0 528.0 0.70 369.6 Base Total: 3290.0 5065.0 As-Built Total: 3290.0 5065.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 20.0 2.40 48.0 Adjacent Wood 20.0 2.40 48.0 Exterior 0.0 0.00 0.0 Base Total: 20.0 48.0 As-Built Total: 20.0 48.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Under Attic 1699.0 0.60 1019.4 Under Attic 30.0 1734.0 0.60 1040.4 Under Attic 19.0 337.0 1.10 370.7 Base Total: 1699.0 1019.4 As-Built Total: 2071.0 1411.1 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 210.0(p) -37.0 -7770.0 Slab-On-Grade Edge Insulation 0.0 210.0(p) -41.20 -8652.0 Raised 538.0 -3.99 -2146.6 Raised Wood, Post or Pier 19.0 538.0 0.77 412.1 Base Total: -9916.6 As-Built Total: -8239.9 INFILTRATION Area X BSPM = Points Area X SPM = Points 3754.0 10.21 38328.3 3754.0 10.21 38328.3 Summer Base Points: 56879.8 Summer As-Built Points: 57709.3 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 57709.3 0.308 1.075 0.325 0.950 5894.0 57709.3 0.462 1.075 0.325 0.950 8841.0 57709.3 0.231 - 1.075 0.325 " 0.950 4420.5^ 56879.1 0.3573 20323.2 57709.3 •1.00 1.075 0.32 ' 0.950 '19155.4 EnergyGaugelm DCA Form 60OA-97_ EnergyGaugeO/FlaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details FADDRESS: Beach Avenue,Atlantic Beach, FL, 32233- PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 3754.0 9.76 6598.3 Double, Clear W 14.0 4.0 6.0 10.77 1.24 79.9 Double, Clear W 14.0 5.0 21.0 10.77 1.24 279.8 Double, Clear W 14.0 3.0 4.0 10.77 1.24 53.3 Double,Clear W 1.0 8.6 20.0 10.77 1.00 215.7 Double,Clear W 0.5 5.5 14.0 10.77 1.00 150.9 Double, Clear W 0.5 3.2 7.0 10.77 1.01 75.9 Double, Clear S 1.5 8.2 15.0 4.03 1.03 62.4 Double, Clear S 0.5 5.5 14.0 4.03 1.00 56.1 Double, Clear S 0.5 3.2 7.0 4.03 1.02 28.8 Double, Clear E 0.5 5.5 14.0 9.09 1.01 128.0 Double, Clear E 0.5 3.2 7.0 9.09 1.01 64.6 Double, Clear S 0.5 5.5 14.0 4.03 1.00 56.1 Double, Clear S 0.5 3.2 7.0 4.03 1.02 28.8 Double,Clear S 1.5 4.5 6.0 4.03 1.25 30.3 Double,Clear E 7.0 7.0 27.0 9.09 1.29 315.6 Double, Clear N 7.0 8.7 17.0 14.30 1.02 247.0 Double, Clear N 7.0 7.0 27.0 14.30 1.02 393.2 Double, Clear N 1.0 4.3 9.0 14.30 1.00 129.0 Double, Clear W 1.0 8.0 18.0 10.77 1.00 194.1 Double, Clear W 1.5 8.2 54.0 10.77 1.01 586.9 Double, Clear N 1.0 6.3 40.0 14.30 1.00 572.3 Double,Clear E 1.0 6.3 27.0 9.09 1.01 249.0 Double,Clear E 7.0 7.0 27.0 9.09 1.29 315.6 Double,Clear 5 1.0 15.5 40.0 4.03 1.00 160.7 Double, Clear E 1.0 6.0 27.0 9.09 1.02 249.4 Double, Clear NE 1.0 6.0 27.0 13.40 1.00 362.1 Double, Clear SE 1.0 6.0 27.0 5.33 1.04 149.6 Double, Clear N 17.5 8.7 20.0 14.30 1.03 293.2 Double, Clear S 1.0 15.5 40.0 4.03 1.00 160.7 Double. Clear W 1.0 13.5 6.0 10.77 1.00 64.7 Double,Clear N 0.5 5.3 28.0 14.30 1.00 400.4 Double,Clear E 1.0 3.8 3.0 9.09 1.04 28.3 Double, Clear W 1.0 4.3 6.0 10.77 1.02 65.9 Double, Clear S 0.5 6.3 14.0 4.03 1.00 56.2 • Double, Clear S 0.5 4.0 7.0 4.03 0.99 28.0 Double, Clear S 1.0 6.3 27.0 4.03 1.02- 110.9 Double, Clear E 2.5 4.0 14.0 9.09 1.16 1482 Double, Clear E X0.5 6.3 27.0 9.09 1.00 246.7 As-Built Total: 715.0 6838.3 r EnergyGauge®DCA Form 60OA-97 EnergyGauge@/FlaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Beach Avenue, Atlantic Beach, FL, 32233- PERMIT#: BASE AS-BUILT WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adajcent 528.0 3.6 1900.8 Frame,Wood, Exterior 11.0 2762.0 3.70 10219.4 Exterior 2762.0 3.70 10219.4 Frame,Wood,Adjacent 11.0 528.0 3.60 1900.8 Base Total: 3290.0 12120.2 As-Built Total: 3290.0 12120.2 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 20.0 11.50 230.0 Adjacent Wood 20.0 11.50 230.0 Exterior 0.0 0.00 0.0 Base Total: 20.0 230.0 As-Built Total: 20.0 230.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Under Attic 1699.0 1.20 2038.8 Under Attic 30.0 1734.0 1.20 2080.8 Under Attic 19.0 337.0 2.00 674.0 Base Total: 1699.0 2038.8 As-Built Total: 2071.0 2754.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 210.0(p) 8.9 1869.0 Slab-On-Grade Edge Insulation 0.0 210.0(p) 18.80 3948.0 Raised 538.0 0.96 516.5 Raised Wood, Post or Pier 19.0 538.0 0.88 471.3 Base Total: 2385.5 As-Built Total: 4419.3 INFILTRATION Area X BWPM = Points Area X WPM = Points 3754.0 -0.59 -2214.9 3754.0 -0.59 -2214.9 Winter Base Points: 21157.9 Winter As-Built Points: 24147.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 24147.7 0.308 1.092 0.467 0.950 3601.8 24147.7 0.462 1.092 0.467 0.950 5402.7 24147.7 .0.231 1.092 0.467 0.950 2701.3 21157.9 0.5340 11298.3 24147.7 1.00 1.092 0.467 0.950 11705.8 EnergyGaugelm DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: Beach Avenue,Atlantic Beach, FL, 32233- PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 5 2746.00 13730.0 50.0 0.92 5 1.00 2626.61 1.00 13133.4 As-Built Total: 13133.0 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 20323.2 11298.3 13730.0 45351.5 19155.4 11705.8 13133.0 43994.3 E:PASS �TE1E Spg � T�o�n EnergyGaugeTm DCA Form 60OA-97 EnergyGaugeO/FlaRES'97 FLRCNA-200 I� l on. 114 Ulu. C8 e readily accessible manual or automatic tt,eTmostat for earn s stem. 600,K21 I Ceilings-Min• Common _ walls Frame R-11 or CBS R-3 both sides. I COMMOn Ceiling&floors R-11. J EnergyGaugeT' Form 600A-9 7 Energy Gauge®IFIaRES'97 FLRCNA-200 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 82.0 The higher the score,the more efficient the home. Beach Avenue,Atlantic Beach, FL, 32233- 1 New construction or existing New - 12. Cooling systems 2. Single family or multi-family Single family a. Central Unit Cap:24.0 kBtu/hr _ 3. Number of units,if multi-family 1 SEER: 10.50 _ 4. Number of Bedrooms 5 b. Central Unit Cap:36.0 kBtu/hr 5. Is this a worst case? No _ SEER: 10.50 6. Conditioned floor area(ft') 3754 ftZ c. Central Unit Cap: 18.0 kBtu/hr _ 7. Glass area&type _ SEER: 10.50 a. Clear-single pane 0.0 ftZ _ 13. Heating systems b. Clear-double pane 715.0 ftZ - a. Electric Heat Pump Cap:24.0 kBtu/hr _ c. Tint/other SC/SHGC-single pane 0.0 ft, _ HSPF:7.30 _ d. Tint/other SC/SHGC-double pane 0.0 ft, b. Electric Heat Pump Cap:36.0 kBtu/hr _ 8. Floor types _ HSPF:7.30 _ a. Slab-On-Grade Edge Insulation R=0.0,210.0(p)ft , c. Electric Heat Pump Cap: 18.0 kBtu/hr _ b, Raised Wood,Post or Pier R=19.0,538.0ft' _ HSPF: 7.30 _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Frame,Wood,Exterior R=11.0,2762.0 ft' - EF:0.92 _ b. Frame,Wood,Adjacent R=11.0,528.0 ftZ _ b.N/A - c. N/A - d.N/A c. Conservation credits e, N/A (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1734.0 ftZ _ 15. HVAC credits MZ-C,MZ-H _ b. Under Attic R=19.0,337.0 ft' _ (CF-Ceiling fan,CV-Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT-Programmable Thermostat, a. Sup:Unc. Ret:Unc. AH:Garage Sup.R=6.0,25.0 ft' _ RB-Attic radiant barrier, b. 2 Others 50.0 ft MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Constriction through the above energy saving features which will be installed(or exceeded) o"zH>r STgp� in this home before final inspection. Otherwise,a new EPL Display Card will be completed based on installed Code 0- antf es. r,,,; 1p Builder Signature: a^ Date: . Address of New Home: /L76//-?L44 a AAA City/FL Zip: W./S • f �1 j c0D WF *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater(or 86 for a US EPAlDOE EnergyStarimdesignation), your home may qualify for energy efficiency mortgage (EEVI)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 407/638-1492 or see the E'nergy,Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For-Building Construction, contact the Department of Community Affairs at 850/487-1824. EnergyGauge®(Version:FLRCNA-200) Truss Connections KEVIN MULLICAN PROJECT CHANDLER RESIDENCE Truss Uplift Truss Stud to Double Stud to Sill Left Inter. Right Connection Plate Connection Connection A2 533 533 (2)H5 TYPICAL CS16@32*o.c. to beam A3 536 466 (2)H5 TYPICAL CS16@32"o.c. to beam A4 534 462 (2)H5 ; HANGER TYPICAL ; N/A C318@32"o.c.to beam;N/A B5 2014 1916 (2)HTS30 N/A (2)CS16 to beam C9 1605 1605 (2)HTS30 N/A (2)CS16 to beam ALL OTHERS <455 <455 (1) H5 TYPICAL TYPICAL Where HTS30 is indicated install two (2) No. SPF studs (Min.)under each bearing point. Toe-nail trusses to Dbl. Pt. with 4- 16d com. Typical: SPH4 at sill and double plate at 32" o.c. (Capacity: 415 plf or 830# uplift for trusses at 2' o.c.) Nail with 12 - 10d X 1 1/2". H5 Uplift Capacity: 455# ; H16 Uplift Capacity: 1330# w/ 10- 10d com; HTS30 Uplift Capacity: 1245# ; HTT16 Uplift Capacity: 4165# All connectors are SIMPSON or equal (U.O.N.) `V� ; 2955 Hartley Rd., Suite 202 , Jax., FL 32257 Jeffrulsberg P.E. (904) 886-2401 FAX (904)260-4367 WATER IMPACT FEE WORKSHEET ADDRESS: /02 E DRAINAGE FIXTURE UNIT FIXTURE TYPE VALUE AS LOAD FIXTURES UNITS Automatic clothes washers, commercial 3 Automatic clothes washers, residential 2 Bathroom group.consisting of water closet, lavatory, bidet, and bathtub or shower 6 Z 12— Bathtub ZBathtub(with or without overhead shower or whiripool attachments) 2 Bidet 2 Combination sink and tray 2 Dental lavatory 1 Dishwashing machine, domestic 2 Drinking fountain 1/2 Floor drains 2 Kitchen sink, domestic 2 Kitchen sink, domestic with food waste grinder and/or dishwasher 2 Laundry tray 1 or 2 compartments) 2 Lavatory 1 Shower compartment, domestic 2 Sink 2 Urinal 4 Urinal, 1 gallon per flush or less 2 Wash sink circular or multiple) each set of faucets 2 Water closet, flushometer tank, public or private 4 Water closet, private installation 4 Water closet,public installation 6 TOTAL NUMBER OF UNITS MULTIPLIED x 20 TOTAL$ 2 38 ' 6 " M I I �- i rQ i 4 i � I co 141 IL I I i i i i I Cil B6 777 8 . 4.. 12 ' 16 ' 2 " 0 :1D O -D (- L � �:um mF- 00 mF— m CID m �, z .. . . CO zC-� N �l X000 m = c0 -.c:: Cf) rv -n �:U :1D0-) 0 m m • • z ci • —� 0 co C �u 1-UF-- m APPROVE" zC m _�:[D0 CITY. OF ATLANTIC BEACH F- U) C l �:7 C7 BUILDING OFFICE m (n = = (— cn 0 - cn = .70m :7D zz m :1D O C7 —+ < ---q m I--, F-, m m z (n 0 cn C-) F— m 4- Lu tb rU n I II -}- e P . 0 . Box 12267 U I Jacksonville , FL 0 32205 (904) 356 - 5440 ATTENTION Contractors, Crews & Frames Do not out or otter trusses. An questions or discrepancies should be dlreoted to Dq0 D Lumber Unlimited of 356-5440 or or to ereotlon modif lootion of any trusses Lumber Unlimited Is not liable for any book oharges' unless opprowed by one of'. • our re reeentot--es before the work creoting the oharge is performed. SUPPORT REPORT JOB DESCRIPTION: 77408 WIND CODE: CURRENT SBCCI WIND MPH: 110 BLDG TYPE: CLOSED -TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in- TYPE XLOC-ft- YLOC-ft - MAX•+# MAX•-# UPLFT•-# Al 24 .333 216. 000 WALL 0.000 27. 500 1909 -1250 ------------------------------------------------------------------------------- AlA 24 .333 292.000 WALL 0.000 27. 500 1855 -1169 ------------------------------------------------------------------------------- A2 24 .333 5. 500 WALL 0.000 27. 500 954 -702 A2 24.333 5. 500 WALL 23.875 27. 500 954 -702 ------------------------------------------------------------------------------- A3 24.333 5. 500 WALL 0.000 27. 500 956 -707 A3 24 .333 5. 500 WALL 23.875 27. 500 899 -619 ------------------------------------------------------------------------------- A4 24 .333 5. 500 WALL 0.000 27. 500 958 -704 A4 24 .333 3.000 HUS26 24 .083 27. 500 897 -614 ------------------------------------------------------------------------------- B5 12.000 5.500 WALL 0.000 27. 500 4390 -2672 B5 12.000 5. 500 WALL 11. 542 27. 500 4176 -2542 ------------------------------------------------------------------------------- B6 20.333 144 .000 WALL 0.000 27. 500 1613 -1082 ------------------------------------------------------------------------------- (77408-D.L. DAVIS - Al ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS mrR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.95 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 :W9 2x4 SP #2: :W14 2x6 SP #2: THE BUILDING DESIGNER IS RESPONSIBLE FOR THE DESIGN OF THE ROOF AND DEFLECTION MEETS L1240.0O LIVE AND L/180.00 TOTAL LOAD. CEILING DIAPHRAGMS, GABLE END SHEAR WALLS, AND SUPPORTING SHEAR WALLS. SHEAR WALLS MUST PROVIDE CONTINUOUS LATERAL RESTRAINT TO THE GABLE END. SEE DWG GBLLETIN0699 FOR ADDITIONAL REQUIREMENTS. ALL CONNECTIONS TO BE DESIGNED BY THE BUILDING DESIGNER. + MEMBER(S) TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. W04—_ W2X6 III W 3 X 7 W2.5X4 W30 7r -- I 7 W05(R) /0 W9 W5X7 = W14 T W3X3� W3X4 3.5 I 1-10-3 W3X4 27-6-0 UX4 + W3X4 W3X4(R) III 1-0-00-0 oI, 6-4-0 �1 0�0 12-2-0 12-2-0 �J 12-2-0 5-4-8 �� 6-9-8 l �E 24-4-0 Over Continuous Support R=106 PLF W=18-0-0 Note: All Plates Are W1-5X3 Except As Shown. Al) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5a QTY:1 FL/-/4/-/E/-/- Scale =.25" Ft. WARN INI;" TRUS'.SES REOU IRE EXTREME CARE fit FABRICATION, HANDLING. SHIPPING, INSTALLING AND TIC LL 20 0 P S F R E F R 2 3 5--6014 BRA/:114G. REFER Tp 1118 91 (HANOI.ING INSTALLING AND BRACING), PUOI.ISHED BY IPI (TRUSS' PLATE INSTITUTE, 503 D'ONOFR1p DR., SUITE 200, HAOISON. WI 53719). FOR SAFETY PRACTICES PRIOR 10 Jnr PERFORM IN THCSE FDNCTIp IIS. UNLESS OI IIERWISE INDICATED. TOP C,HORO SHALL HAVE PRONE RLI' ATTACHED + �( TC DL 7.0 P S F DATE08/27/01 STR U47TUR AL PANELS. 801 To CHORD SHALL HAVE A PROPERLY ATTAC11E1 RIG 10 CEILING. J...... �� "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �'��Flp•• "I' BC pL 10•0 PSF DRW IIC USR235 O123�7D75 PROPIICT.S. INC. .SIIAL1 NUT 0E RESPUNS Ifit.E FUR Art t' DEVIATION FROM THIS DESIGN; ANY FAILURE TO •�V A q •`�� BUILD THE TRUSSES 1N CONFORLIANCE NIM TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND ! BC LL 0.0 P S F HC-ENG MAC/MMA ALPINE BHACIrIG UE TRUSSES. THIS DE SIGH CL1NfURMS NITII APPLIf,ABLf PRUVISIUNS OF NO,, (NAifUNA DESIGN Ab. SPE CIf fi:AT lila PUBLISHED UY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTURS ARE MADE OF 2OGA ASM A653 GR40 GALV. STEEL, EXCEPT AS NO It APPLY CONNECTORS TO p• ST F TOT.L D. 37.0 PSF S E Q N - 20402 EACH FACE OF TRUSS, AND UNLESS OTHER LOCATED ON THIS DESIf,H, POST Ito CONNECTORS PCA ,4� OR.AH INGS 160 A-Z. TIIE SEAL ON iIIIS DR ANIHG INDI(:AIEs ACCEP%"E OF fROFFSs;YOHAL ENGINEERING :_/&--64 ORI�P ,�k's OUR.FAC. 1 .25 FROM RCT Alpine Engineered Products,Inc. RESPUNSrHn rrr SOLELY FDR ntE rRuss rennoNENr DEs(rrr SHBNN. TBE SRITneILlrr AND USE pF ells \ I[allies CLIP;FfI 33844 ';OHPOHEHT IBR ANY PARTI',ULAR BUILDING 15 'INE RESPONSiiillllY OF THE HUILDING M'IGHER. PER ;,�i7�ryP��L��� SPACING 24.0" 1`l,Cerlllll:Nle ot'Xit11TOrizatio1#567 AWJ/TTI 1.1995 SECTI(,N z. Aug ..•X.in�w (7740B-D.L. DAVIS - AIA ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MIR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.95 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. THE BUILDING DESIGNER IS RESPONSIBLE FOR THE DESIGN OF THE ROOF AND CEILING DIAPHRAGMS, GABLE END SHEAR WALLS, AND SUPPORTING SHEAR WALLS. SHEAR WALLS MUST PROVIDE CONTINUOUS LATERAL RESTRAINT TO THE GABLE END. ALL CONNECTIONS TO BE DESIGNED BY THE BUILDING DESIGNER. + MEMBER(S) TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. W4X4 7 r —I 7 W 3 X 3 W2X4(Dl) W3X4 0-0-4 27-6-0 i W3X4= W5X4 I (I 0 I, 12-2-0 I 12-2-0 I F 24-4-0 Over Continuous Support i R=76 PLF W=24-4-0 Note: All Plates Are W1.5X3 Except As Shown. AIA) PLT TYP. Wave TPI-95 DesignCriteria: TPI (STD) 19.5a QTY: 1 FL/-/4/-/E/-/- Scale '"VIARNING" TRUSSES REOUfRF EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R 2 3 5--6015 BRACING. REFER TO HIB-91 OIANOL;NG INSTALLING AND URACING), PUBLISIIEU BY TI'I (TRUSS PL AiE INSTITUTE, 5B3 D'FINOFRID [1R., SUITE 200, MAUI SON, MI 53719), FOR SAFETY PRA L:T ICES I'R IfIR T(I IN Fi'GN"I1G THESE FUNCTIONS. UNLESS 0THERWISE IN Ot'_ATEU, TOP CHORD SHALL HAVE PROPERLY Ai T ACHED -+ � � TC DL 7.0 P S F DATE 08/27/01 STHUCTU R.AI PANELS, D01 TOM CHORD SHALL II AVE A PROPERLY ATTACHEII RIGID CEILING. ,/- v�'L �- MPORTANT' FURNISH A COPY OF TIIIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED x �/�/ BC DL 10,0 PSF DRW HCUSR235 01.239DB4 fRUUUC7S, ING, SHA1.1. NOT RE RESPONSIBLE FOR ANY 0EV IAT[ ON FR U VI THIS DESIGN; ANY fAIIURE 10 �! •��lFl •� ALPINE __ D°ILD IIIE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICAi1NG, IIANDLING, SHIPPING, INSTALLING AND t �; BC LL 0.0 PSF HC-ENG MAC/MMA BRACING OF 'FRU SSE S. III DES I G` CO IIFORM S WIT, AP PL II:AOLE PROVISIONS OF NDS (NAIt""L DESIGN SPECIFICATION PUULISMED BY TII AHERICAN FOREST AN PAPER ASSOCIAT IfIN) AND 7P1. ALPINE F f :i TOT.LD. 37.0 PSF SEQN - 20404 CONNECTORS ARE MADE OF 20GA ASPM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i OF Q EACH FACE OF TRUSS, AND UNLESS UITIERHISE LOCATED ON TIIIS DESIGN, Pl7Of1PRL ES,NECTORS PER sfnC/; FC0R1OP:•�� DUR.FAC. 1.25 FROM RCT [IR AWINGS le, A-Z. THE SEAL ON THIS DRAWING INDICATES AE:C EPTANCE OF PRUFE SS ION AL ENGINEERING _ Alpine Engineered Produces,Inc. RESPo,sIN ILFTY SOLE U' FUR'THE TRUSS CUIIP UNENT DFSI GN SNUWN. IE $UITABILIT'Y AND USE Of THIS Ifatl)eti(ll)',FI, 33344 UI1P11 I T FDR AII'Y PARTICULAR BUILDING IS TIIE RESPONSIBILITY OF THE BUILDIIG OF IGNFR, PER F{�C ENG,r`'� SPACING 24.0" PL Certificate ol'AuthorimlionM567 ANSI/TPI 1 1n95 SECTION 2. Aug .,, FJp ,p (77408-D.L. DAVIS - A2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.12 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 W 2.5 X 4 % W2.5X4 7 F— —1 7 W5X6 J 3.5 3.5 `— W1.5X3 III W1.5X3 III 27-6-0 W3X5(F1) W3X5(F1) 1 0 0 I-0-0 (E 12-2-0 12-2-0 _1 i 24-4-0 Over 2 Supports j R=954 U=702 W=5.5" R=954 U=702 W=5.5" PLT TYP. Wave TPI -95 6esign Criteria: TPI (STD) 19.5a OTY:9 FL/-/4/-/F/-/- Scale =.25" Ft. ''IIARNING" TROSSES REQUIRE EXTRF14E CARE IN FABRICATION, HANDLING, SHIPPING,, INSTALLING AND T C L L 20.0 PSF REF R235- -6 0 1 6 BRACING. REFER TO HILL 91 (HANDI ING INSTALLING ANU BRACING), PUBLISHED B'( TPI (]ROSS VLAIL IN:•TIT111 553 D'ON(IFR 10 DR., SUITE 200, MAO1S011, WI 53719), FOR SAFETY PRAG.1'10ES PRIOR TO y PERF ONI11 fIG 11115E FUNCTIONS. IINL ESS OTHENW ISE IIII)[CATEO, TOP CHORD SHALL HAVE PROPERLY ATTACHED f .. TC DL 7.0 PSF DATE 08/27/01 'TRU URAL PANELS, BOI IOM CII OR SHALL HAVE A PR(IP ENLY AI TACIT ED RIGID CEILING. r 4�_� p _ IMP ORTP,NT`* FURNISH A COPY OC TIIIS DESIGN TO TILE IN, CONTRACTOR. ALPINE ENGINEERED �•'�� ���' � BC DL 10.0 PSF DRW HCDSR235 DI23f1D76 P Rti0UCT5, Ifl';. SHALL BUT BE RESPONSIBLE FOR ANY DEVIATION FROM TIIIS DESIGN; ANY FAILURE TO �QI��F I"•� BUILD THE TRUSSES IN Cl1NFURt1ANCE WITH TPI; OR FABRICAIING, HANDLING, SHIPPING. INSTALLING AND = . V B C L L 0.0 PSF H C-ENG MAC/MMA 7ALPINE URACIfIG OF TRUSSES. TIIIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN82 SPECIFICATION PUBLI SIIEU BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ,• CONNEi1 ORS ARE MADE OF 20" ASIIF Ab 3 GR40 GALV. STEEL, EXCEPT AS NOTED. AP PL.Y' CONNECTORS TO =A +� T 0 T.L D. 3 7.0 PSF S E 0 N - 20406 EACH FACE OF IRUSS, ACID UNLESS OrUN IIE RWISE LOCA TEO ON IVIS DESIGN, POST TION CIROIFEONN ECTONS PER OF '(`�F R ING AIpI11C)i'II�II1C0red IlTOdIICIS,IIIC. RESPON.S IOILOI TY SOLELY1. TFURJTHE 1RUSSICOMI ONENi DESIGNIRA DS w FIG IN TSIIOWN�II AlEPTAT IE SU ITABIL1TYttAND USE EAFG IOFE THIS 'G�ls• C 0,R1OP• ��f DDR.EAC. 1.25 FROM RCT FILM es 33k44 OMPUNFf1I FL1R ANY PARTII,BI-Ali BUILDING IS TIIE RESPONSIBILITY OF TRE BUILDING DES[GNER, PER -TFgFFpp ENG�'� SPACING 24.0' I-L Certificate ofADthoriZation9567 allsllrpt 1-1995 SECTION 2. Aug (77408-D.L. DAVIS A3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.12 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4= W1 .5X3 9� W1.5X3 7 F— 7 ma 27-6-0 W5X4= W2.5X4 W2X5(A1) = W2X5(A1) 1-D-0 I 12-2-0 I 12-2-0 _1 IE 24-4-0 Over 2 Supports j R=956 U=707 W=5.5" R=899 U=619 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI (STD) 19.5a QTY:6 FL/-/4/-/E/-/- Scale "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICAIIUN, HANDLING, SHIPPING, INSTALLING AND TIC L L 20.0 PSF REF R235- -6 0 1 7 BRACING. REFER T(1 IIIB-11 (IIANDLING INSTALLING AND BRACING), PUULISIICU HY TPI (TRUSS ('LATE 1 NSTITD(E, 5P3 D'(IN Of RIO DR., SUITE 200, hIADISON. WI 1, T;', FOR SAFETY PRACTICES PI110R T(1 PERFURII ING 11,E-1 FUN11IONS. UNLESS OTII"'ISE IHD ICATEU, TOP I;IIORO SIIAEL fI AVE PftOPFIT AT ACHED + owµ TC DL 7.0 PSF DATE 08/27/ S7RU(:T URAL PANELS, U0TT011 CHORD SHALL HAVE A PHOPERL'! AT TACIIEU RIGID CEILING. vE....../T "IMPORTANT°° FURNI5Ii A COPY Of THIS DESIGH TO T„E INSTALLATION CONTRACIOR, ALPINE ENGINEERED '•.�� BG DL lO.O PSF DRW HCDSR23� DT23S1D77 PRiiDUC1'S, INC. SIIAEL NOT BE RESPONSIBLE FOR ANY HEY IATIUN FROM THIS DESIGN; ANY FAILURE TO �F �'� DUILO 7HE TRUSSES IN CONFORMANCE HIM TP1; OR FABRICATIfIG, IIARDLIfIG, St(IPPItI, INSIALI.1111 AND j V �: BIC L L 0.0 PSF HC-ENG MAC/M M A 7ALPINE BRAf,INf, OF TRUSSES TIIIS DESIGN CUNFURM, NIT APP-ICAOLE PROVISIONS OF NDN (NATIONAL DESIGN 1 j g2 % .,PECMCATIUN PUBLISHED BY 111E AIlLRICAN FOREST AND PAPER ASSOCIATION) AND TPI. AL I'1 HE CONNECTORS ARE 14ADE OF 206A AST,1 A653 fiR40 GALV. STEEL, EXCEPT AS NOTED. APPLY f.UNNEC.TDRS TU i 9; T 0 T.L D. 37.0 PSF S E Q N - 20408 S TE OF :4f EACH FACE OF TRUSS, APID UtILESS lilliEl(WISE LOCATED ON TIIIS DESIGN, POSITION COIINECIORS PER ?(n^ •Gfr ORAW IN 160 AZ. TIIE SEAL (IN THIS OR.4HI HG iNUIf:ATEs Ai:r.EPT ANCE OF PROFE SSIOIIAL [NGINE EKING :V�n'•F�pp10Q:��4/� DUR.FAC. 1.25 FROM RCT Alpine Engineered Products 111C. RESPULIi1B(IIT1' SU,ElY FOR THE IRU$N COI1PUflENT DESIGN SHOWN. THE SUITAOILITY AND USE OF fills t r ........,1 , Hai esCity,1'1. 3384a COMPONENT FUR AN'/ PARTIf,UTAR BIT DES IS IHE RESPONSIBILITY OF TIIE Oil [DI DEiIGN[R. PER `��❑E ,r SPACING 2 4.0" FL Cc ANSITrPI 1-lees sEcnoN z. Aug �'A.,, 4 ,,. (77408 D.L. DAVIS A4 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.12 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 FILLER 2x4 SP #3 SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES LATERALLY BRACE BC AT 24" OC IN LIEU OF RIGID CEILING. LATERALLY AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT BRACE BC ABOVE FILLER AT 24" OC. CONNECTIONS THAN INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 = W2.5X4 W2.5X4 7 F— —1 7 W2.5X4 W2.5X4 0� W4X6(R) UI W4X6 (R) 111 —1 6 W1.5X3 III 6 L— -A,-27-6-0 bJ5X6 W1.5X3 III W3X7 = W1.5X3 III W5X6 = W2X6(B1) _ W2X5(Al) W1.5X3 III I-0 0 12-2-0 I 12-2-0 2-0-0 T I� 5-1-12 f 2 D D 3-3-12 T 11-10-8 T LzE 24-4-0 Over 2 Supports j R=958 U=704 W=5.5" R=897 U=614 H=Simpson HUS26 w/ (06)10d_COM_OR_16d_SINK_(0.148x3) in Truss w/ (14)10d_COM_OR_16d_SINK_(0.148x3) in Girder A (( Girder is (1)2X6 min. So.Pine PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5a QTY:4 FL/-/4/-/E/-/- Scale =.25" Ft. —WA.RT11W TRUSSES REQUIRE EXTRE14E CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20.0 P S F R EF R235-6018 HIIACIHG. REFER TO WIB-91 (11 ANDLING INSI ALL ING AND BRACING), PUB I.]SHED UY TPI (TRUSS PLATE INST1 TOTE, 583 [I'ONOFRIO DR., SO 1 TE 200, 11AOISON, WI 53719), FUR SAFETY PRACTICES PR IUR TO -.00'. Apv PER FOUf:RM TIIE SE TONCI[ONS. ON LESS OTHERWISE 'DICATEB, TUI CHORD SHALL HAVE I It PROPERLY ATTACHED +1'" 1 T C D L 7.0 PSF DATE 08/27/01 "l MPORTANTS FRI RAL I"_NEL FORN[51(IA COPRDOF"THI SII DE SI GNAV AP Ty HE YINST ALLATIONCHED GCON I RACIOR. ALPINE ENGINEERED ��1••• PROD UI S, INC. SHAI.1. NH' DE RESPONSIBLE FUR ANY DEVIATION FROM THIS DESIGN; ANY FAIL LIRE TO 4(LQ��IFf BC DL 1D.Q PSF DRW ��L:H SR23�> DI23S)D78 BUILD 111E TRUSSES IN CONFORMANCE WAIL TPI; Olt FABRICATING, HANDLIFIG, SHIPPING. INSTALLING AND t BC LL 0.0 PSF HC-ENG MAC/MMA ALPINE BRAVING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR OV ISIONG OF NDS 1 A] DNA DESIGN = • Z 82 SPECIFICATION PUBLISHED Bf TIIE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTI4 A653 GR40 GALV, SrEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ��; ST OF Q� T 0 T.L D. 37.0 P S F S E Q N - 20410 EACH OR OF TRUSS, AND UtIt ESS 17111E BIT SF LOCATED ON THIS DESIGN, POSITION f,OH NEC TORS PER Z� •k!� ORAWIHGS Ii+O A 2. THE SEAL ON THIS RAW IN INDICATES ACCEPTANCE OF TRUCESSIONAL ENGINEERING C/s:!�1 RIQP:�wi D U R.FAC. 1 .2 5 FROM R C T Alpine Engineered Products,Illc. RESPliHS 1U ILIIY SULELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TIiF SUIiAO iLITY ANO USE OF THIS C,1�\ He111cs0ty F. 33R44 �.;OOPONENT FOR ANY PARTICUI-AR BUILDING IS RIE RESPONSIBILITY OF IRE BUILDING DESIf.NkR. PER 5`�T�(E}��•I•C �' SPACING 24.0" FL,Certificate()IADLIWrI"LNIIOII#567 .AN-TITP1 1 1995 ,LCTION 2. Aug L'!•iyi�/�MiN (7740B-O.L. DAVIS - B5 ) IIIIS DWG PREPARED FROM COMPUIER 1NPOI (IOADS & DIMENSIONS) SUBMIIIED 13Y 1RI1SS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.82 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x8 SP #1 Dense ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 :W5 2x6 SP #2: GIRDER SUPPORTS 25-0-0 SPAN TO BC ONE FACE AND 2-0-0 SPAN TO TC/BC (A) SCAB BRACE. 80% LENGTH OF WEB MEMBER. SAME SIZE, SPECIES & GRADE SPLIT OPPOSITE FACE. OR BETTER. ATTACH WITH 10d NAILS @ 6" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 7 W5X8(R) W08 7 F- 5-2-10 W5 (A) 27-6-0 W3X12III W8X10(R) III W4X7 (Al) W4X4 III I, 10-2-0 ,I,1-10-0,1 �E 12-0-0 Over 2 Supports J R=4390 U=2672 W=5.5" R=4176 U=2542 W=5.5" PLT TYP. Wave TPI-95 DesiBgn Criteria: TPI STD 19.5a QTY:1 FL/-/4/-/E/-/- Scale "WA.RNIN(i" TRUSSES REQUIRE EXTREME CARE 1N FABRICATION. HANDLING, SHIPPING,, INSTALLING AND TC LL 20.0 P S F R E F R235-6019 RACING. REFER TO 1118-91 (HANDL. NG INSTALLING ANDBRACING) PUBLISHED By TPI (TRUSS PLATE IN;TTOTE. 583 D'ONOFRIO (IR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PR J(11 I0 �•�qyy PCR[ORMnIG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ��,` w TC DL 7.0 P S F DATE 08/27/01 SIR Ui:TUR AI PANELS, BOTTOM CI{ORD SII AI I. HAVE A PROPERLY ATTACHED RIGID CEILING. r. v..,.....•.//� -L PORIANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C O L 1 0.0 P S F D R W TIClISR235 0123)D79 PRODUCTS, INC. SIIALL. NUI BE RESPONSIBLE FUR ANY DEVIATION FROM TIIIS DESIGN; ANY FA MIITE TO / �4t � �+ ALPINE BUILD THE TRUSSES IN CONIORMARCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING,, INSTALLING AND S f _ '�, BC LL 0.0 PSF HC-ENG MAC/MMA BRgr,TNG, Of TRUSSES. TIIIS DESIGN CONF ORPlS HITT{ APPLII;AOLE PR UVISI UNS OF LIDS' (N ATIONAI. DESIGN �# SPE CIFII:ATI01 I'I111LISIIED B'! THE AIIERICAN FOREST AND PAPER ASSOOIATI UN) AND 11'1. AIPIHE f CONNECT URS ARE MADE 111 IDEA ASTM A553 CR40 GALV. STEEL, EV CEPI AS NOTED. APPLY CON HECTORS TO L� S` OF Q TOT.L D. 37.0 P S F S E Q N - 20415 EACH FAL'E UF' TR U55, AND UNLESS OIIIF RHISE LOCATED UN THIS DESIGN, POSITION CONNECTORS PER Lfn ��(/ OR AWINGS 160 A-2. THE SEAL OII TIIIS RA INDICATE5 ACCEPTANCE Of PR OFE SSI URAL ENGINEERING =�/s'F_L OR�QQ'•�wr D U R.FAC. 1.2 5 FROM R C T Alpine EngineeredProducls,Llc. RESPOtISIBIL[TY SOLELY fUR TI¢ TRUSS f.OMPUNEfIT DESIf,N SIIONN. 111E $HITABn1TY AND USE OF THIS { pp G� 11a1T1eBClty,171. 33844 CUMPONENT FDIl ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF TIIE BUILDING DESIGNER. PER I�•1 ,E�� SPACING SEE ABOVE FLCertificate OfADthorizetion#567 ANSI/TPI 1.1955 SECTION 2. Aug L (77408-D.L. DAVIS - B6 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.36 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. WEBS 2x4 SP #3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. THE BUILDING DESIGNER IS RESPONSIBLE FOR THE DESIGN OF THE ROOF AND CEILING DIAPHRAGMS, GABLE END SHEAR WALLS, AND SUPPORTING SHEAR WALLS. SHEAR WALLS MUST PROVIDE CONTINUOUS LATERAL RESTRAINT TO THE GABLE END. ALL CONNECTIONS TO BE DESIGNED BY THE BUILDING DESIGNER. + MEMBER(S) TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. W4X4 W2.5X4 % W2.5X4 W2.5X4 % 7 r —1 7 143X3 W 2.5 X 4 W3X3 W3X4 W3X4 27-6-0 + + W3X4 W3X4= W2.5X4 = W5X7 = W2.5X4 1-0-08-4-0 ,1-0-0 L 10-2-0 _I, 10-2-0 J IE 20-4-0 Over Continuous Support R=134 PLF W=12-0-0 Note: All Plates Are W1.5X3 Except As Shown. B6 PLT TYP. Wave TPI-95 Design Criteria: TPI (STD) 19.5a OTY:1 FL/-/4/-/E/-/- Scale —WARNINti— TRUSSES REQUIRE EXlRE14E CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING Atli) TC LL 20.0 PSF REF R235- -6020 HR.ACING. REFER TO IfI845J (HANDLING INSTALLING ANIJ BRACING), PUBLISHED BY "'I (IRUSS PLATE INSTITUTE, 503 D'ONOFR If [iR.. SUITE 200, PI ADI SUN, WI 53715), FOR SAFETY PRACTICES PRIOR 10 ,.r,..—.N� rqy PERFORMING, THESE FBtICTION'S- UNLESS OTHERWISE INDIL'ATED, TOP G.HORD SHALE HAVE PROPERLY ATIACHED �',-`G� TC DL 7,0 PSF DATE 08127101 ;TRUi;TORAI PAIIELS, BOTTUII f..HURO SfIALL HAVE A PRl1PERLY ATTACHED RIGID CEILING. v` T�jy "IMI'ORTP.NT" FURNISH A COP'! OF THIS DESIGN TO THE INSTALL AI ION CONTRACT(IA. ALPINE ENGINEERED �i�F� �` BC DL 10.O PSF DRW I1CUSR235 01239080 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRO14 THIS DESIGN; ANY FAILURE TO VBG•••• ••• Bit ILD TIIE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDL INf,, SIIIPPING, INSTALLING AND t BC LL 0.0 PSF 11C-ENG MAC/MMA No ALPINE URAL RI OF TRUSSES. TII15 DESIGN CONFURhS WITH AP PL ICADLE PR(JV ISIONS NDS (NAT IONRL DESIGN S • SPEl:IF 1CATI ON PUBLISHED B'f TIIC AHENICAN FORE57 ANO {'APER AS HC.IA7I ON AtiO TPI. ALPIIIE =9 1:1 E+;TORS ARE IfAOE OF 2OGA AGT11 A653 GR1 GAIV. STEEL. EXCEPT AS t1OTED. APPLY C,ONNEI:TlIRS TU .ST OF :Q{ TOT.LD. 37.0 PSF SEON - 20417 EACH FACE OF TR SS. AND UNLE`S (Jill ERWISE 1 ATEO Ot! THIS DESIGN, POSITION CONNECTORS PER (f% �, ��� ORAW114GS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROt FSSIONAL ENGINEERING '��s f'.•.a RIa..'���i D U R.FAC. 1.2 5 FROM R C T Alpine Engineered Products,Inc. RESPUNSIBILITY SOIELY FOR THE TRUSS C01HIOIENT DESIGN SHOWN. THE SOI IAD IIIIY AND USE OF THIS "' Haines City,FL 33944 CUIIPONENI FOR ANY PARIICUTAR BUILDING, IS THE RESPONSIOILIIY IF IIIE BUILDING DESIGNER, PER R ,,,.� SPACING 24.0" FLCenificateOfAulIJorizationN567 ANSI/TPI 1 IYJS SLCTION 2. Ala(3 2 "!� iH� 14 v ^ vv e 1� :1DF- 000 w 0 0 o a p o F\,) CO m W V J :1D T � N N FT� 0 CT� f 1 a C C m F-- C� am W v (�` a v ®F- A ppROVE V CITY. OF ATLANTIC BEACH BUILDING OFFICE p Lumber IMP . OBox 12267 m I � ted Jacksonvi l le , FL 0 32209 C904) 356 - 5440 ATTENTION: Contractors Crews & Frames Do not out or otter trusses. Any queetlone or dleorepanoles should be directed to Lumber Unllmlted nt 356-5440 prior to ereotlon modifiaatlon of any trusses Lurcher Unllmlted le not Moble For ony "book ohorgee" unless approved by one of our represen tatives hef ore the cork oreotinq the charge is performed. Alpine Engineered Products, Inc. 1950 Marley Drive Haines City, FL 33844 (863) 422-8685 Florida Engineering Certificate of Authorization Number: 567 Page 1 of 1 Document ID:IRMV235-Z1123085300 Truss Fabricator: Lumber Unlimited Job Identification: 1296 BEACH AVE Model Code: Standard Building Code Truss Criteria: ANSI/TPI Engineering Software: Alpine proprietary truss analysis software. Version 19.5c. Truss Design Loads: Roof 42 PSF @ 1.25 Duration Floor N/A Wind - 110 MPH (SBCCI) Notes: Seal Date: 10/23/2001 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of Manuel Martinez record, as defined in ANSI/TPI 1-1995 Section 2.2 Florida License Number: 47182 2. The seal date shown on the individual truss component drawings must match the seal date on this index sheet. 3. As shown on attached drawings; the drawing number is preceded by: HCUSR235 Details: S11030EN-GBLLETIN- # Ref Description Drawing# 1 60222--A1 01295268 2 60223--A2 03295269 SUPPORT REPORT JOB DESCRIPTION: 8677 WIND CODE: CURRENT SBCCI WIND MPH: 110 BLDG TYPE: CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX. -# UPLFT. -# Al 24.000 288.000 WALL 0.000 18.000 692 -576 Al 24.000 3 . 500 WALL 7 .854 21.151 563 -519 Al 24.000 3 . 500 WALL 11.854 22.818 314 -180 Al 24.000 3. 500 WALL 15 .854 21.151 563 -533 ------------------------------------------------------------------------------- A2 24.000 3. 500 WALL 0.000 18.000 1062 -618 A2 24.000 3 . 500 WALL 23.708 18.000 1062 -618 ------------------------------------------------------------------------------- (8677-D.L. DAVIS Al ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 21.40 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 4.0 PSF. WEBS 2x4 SP #3 SEE DWGS S11030EN0699 & GBLLETIN0699 FOR MORE REQUIREMENTS. GABLE END SUPPORTS 8" MAX RAKE OVERHANG. SHIM ALL SUPPORTS TO SOLID BEARING. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W04 22-9-13 7 r —1 7 W 3 X 3 W3X3 21-1-13 5 5 W4X12 \ A,,-18-0-0 W3X4 W4X6(R) III W3X4 W4X12 1-0-0E 8-0-0 4-0-0---J 7-10-4 1-0-0 �lE 12-0-0 � 12-0-0 –I 24-0-0 Over Continuous Support R=84 PLF U=50 PLF Note: All Plates Are W1.5X3 Except As Shown. PLT TYP. Wave TPI-95 DesignACriteria: TPI STD 19.5c QTY:1 FL/-/I/`.-/E/- -/` - Scale =.25" Ft. —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20.0 P S F R E F R235-60222 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFR IO DR., SUITE 200, MADISON, WI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SN ALL HAVE PROPERLY ATTACHED ~ � TC OL 7.0 P S F DATE 10122101 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTAC RED RIGID CEILING, NF1.•••• �� —IMPORTANT_ FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ••,�A BC DL 5.0 PSF DRW HCUSR235 01295268 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO •� BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HAND NG, SNIPPING, INSTALLING AND + :• F;iii---��� B C L L 1 D.O P S F HC-ENG /M MA ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN z # i82 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE i CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO s.p _+ T 0 T.LD. 42.0 P S F S E Q N 22017 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER T4♦T TE OF DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING :C�'• F�ORIpP D U R.FAC. 1.25 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOt ELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS T S Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct ea pffg ENS SPACING 2 4.0" FL Certificate of Authorization#567 ANSI TPI 1 1995 SECTION 2. (8677-D.L. DAVIS - A2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 21.57 FT MEAN NGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC OL = 4.0 PSF. WEBS 2x4 SP #3 CALCULATED HORIZONTAL DEFLECTION IS 0.60" DUE TO LIVE LOAD AND DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 0.24" DUE TO DEAD LOAD. W4X5(R) III W2.5X4 142.5X4 7 I— W6X6= 7 —� 5 I. 5 W1.5X3 III W1.5X3 III 'k-18-0-0 W3X7 (Al) W3X7 (Al) 1-0-0 1-0-0 12-0-0 12-0-0 I fE 24-0-0 Over 2 Supports j R=1062 U=618 W=3.5" R=1062 U=618 W=3.5" PLT TYP. Wave TPI-95 Desi gnACriteria: TPI STD 19.5c QTY:8 FL 1 E Scale **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P J F R E F R235-60223 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOF0.[0 (HANDLING 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORO SHALL HAVE PROPERLY ATTACHED ,` TC DL 7.0 P S F DATE 10122101 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTAC NED RIGID CEILING. ........ �/ **IMPORTANT** FURNISH A COPY OF THIS OE SIGN TO THE INST ALL ATIOV CONTRACTOR. ALPINE ENGINEERED fj�F� r�(�. BC DL 5.0 PSF DRW HCUSR235 01295269 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO !' BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDS-[NG, SHIPPING. INSTALLING AND BC LL 10.0 P S F HC-ENG /MMA A L P I N E BRACING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN S • j _ SPECIFICATION PUBLISHED BY TME AMERICAN fOR EST AND PAPER ASSOCIATION) AND TPI. ALPINE _ CONNECTORS ARE MADE OF 20GA ASTM A653 G 4 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS 10 OF �f� T 0 T.L D. 4 2.0 P S F S E Q N - 22 020 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOC ATEO ON THIS IESI GN, POSITION CONNECTORS PER P DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING x/31'•.[ w6t,`� D U R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,Hic. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 4 )` F.....( . nNS' ,'� Haines City,FI, 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE EDILDING DESIGNER, PER 0C t A, lM »,M� SPACING 24.0 " FI.Certificate of Authorization#567 ANSI/TP1 1-1995 SfcTION 2. SBC: 110 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00 2X4 �BRACE (1) 1X4 "L" BRACE " (1) 2X4 "L" BRACE • (2) 2X4 "L" BRACE "" (1) 2X6 "L" BRACE " (2) 2X6 "L" BRACE •• GABLE VERTICALNO SPACING SPECIES BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B SPF 1 2 3' 8" 6' 5" 6' 7" 7' 7" 7' 9" 9' 0" 9' 3" 11' 11" 12' 3" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: #3 3' 7" 5' 4" 5' 4" 7' 1" 7' 1" 9' 0" 9' 0" 11' 0" 11' 0" 14' 0" 14' 0" GROUP A: HF STUD 3' 7" 5' 4" 5' 4" 7 0 7' 0" 9' 0" 9' 0" 11' 0" 11' 0" 14' 0" 14' 0" SPRUCE-PINE-FIR HEM-FIR W Q STANDARD 3' 7" 4' 7" 4' 7" 6' 1" 6' 1" 8' 2" e' 2" 9' 5" 9' 5" 12' 9" 12' 9" 1 2 STANDARD 2 STUD 1 4' 1" 6' 5" 6' 11" 7' 7" 8' 2" 9' 0" 9' 9" 11' 11" 12' 10" 14' 0" 14' 0" #3 STANDARD s P #2 4' 0" 6' 5" 6' 11" 7' 7" B' 2" 9' 0" 9' 9" 11' 11" 12' 10" 14' 0" 14' 0" V DFL #3 3' 10" 5' 6" 5' 6" 7' 3" 7' 3" 9' 0" 9' 6" 11' 3" 11' 3" 14' 0" 14 0" DOUGLAS FIR-LARCH SOUTHERN PINE STUD 3' 10" 5' 5" 5' 5" 7' 2" 7' 2" 9' 0" 3 9' 6" 11' 2" 11' 2" 14' 0" 14' 0" 3 r \ STUD STUD STANDARD 3' 8" 4' 8" 4' 8" 6' 2" 6' 2" 8' 4" 8' 4" 9' 8" 9' 8" 13' 1" 13' 1" STANDARD STANDARD S P F 1 2 4' 3" 7' 4" 7' 6" 8' 8" 11" 10' 4" 10' 8" 13' 7" 14' 0" 14' 0" 14' 0" #3 4' 2" 6' 7" 6' 7" 6' e" 8' e" 10' 4" 10' 4" 13' 6" 13' 6" 14' 0" 14' 0" TSF STUD 4' 2" 6' 6" 6' 6" 8' 8" 8' 8" 10' 4" 10' 4" 13' 5" 13 5" 14' 0" 14' o" GROUP B: W Q H 1 STANDARD 4' 2" 5' 7" 5' 7" 7' 5" 7' 5" 10' 0" 10' 0" 11' 7" 11' 7" 14' 0" 14' 0" 1 4' B" 7' 4" 7' 11" 8' 8" 9' 4" 10' 4" 11' 2" 13' 7" 14' 0" 14' 0" 14' 0" HEM-FIR s P #2 4' 7" 7' 4" 7' 11" 8' B" 9' 4" 10' 4" 11' 2" 13' 7" 14' 0" 14' 0" 14' 0" 1 & HTR " 1 W #3 4' 4" 6' 9" 6' 9" 8' 8" B' 11" 10' 4" 10' 11" 13' 7" 13' 10" 14' 0" 14' 0" r"I DFL STUD 4' 4" 6' 8" 6' 8" 8' 8" 8' 9' 10' 4" 10' 11" 13' 7" 13' 8" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR-LARCH STANDARD 4' 3" 5' 9" 5' 9" 7' 7" 7' 7" 10' 3" 10' 3" 11' 10" 11' 10" 14' 0" 14' 0" -# 1 2 4' 8" 8' 1" 8' 3" 9' 7" 9' 10" 11' 5" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" 2 #2 s P F #3 4' 7" 7' 7" 7' 7" 9' 7" 9' 7" 11' 5" 11' 5" 14' 0" 14' 0" 14' 0" 14' 0" J TJ F STUD 4' 7" 7' 7" 7' 7" 9' 7" 9' 7" 11' 5" 11' 5" 14' 0" 14' 0" 14' 0" 14' 0" Q 11 STANDARD 4' 7" 6' 6" 6' 6" 8' 7" 8' 7" 11' 5" 11' 5" 13' 4" 13' 4" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: Sp P 1 5' 1" 8' 1" 8' 8" 9' 7" 10' 3" 11' 5" 12' 3" 14' 0" 14' 0" 14' 0" 14' 0" 2 5' 0" 8' 1" 8' 8" 9' 7" 10' 3" 11' 5" 12' 3" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. #3 4' 9" 7' 9" 7' 9" 9' 7" 10' 1" 11' 5" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 145 PLF OVER r I DFL STUD 4' 9" 7' 8" 7' 8" 9' 7" 10' 1" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). 8 STANDARD 4' 8" 6' B" 6' 8" ' 9" 8' 9" 1 11' 5" 1 11' 8" 13' 8" 13' 8" 14' O" 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" SYMMI OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" ABOUT; PLYWOOD OVERHANG. + ATTACH EACH 'L" BRACE WITH 10d NAILS. GABLE TRUSS * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. 2X4 #2N OR BETTER _ T IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. DIAGONAL BRACE OPTION: I + **FOR (2) "L- BRACES: SPACE NAILS AT 3" O.C. VERTICAL LENGTH MAY BE 18^ * IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. DOUBLED WHEN DIAGONAL + BRACE IS USED. CONNECT L "L" BRACING MUST BE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 900# L t MEMBER LENGTH. BRACE AT EACH END. MAX WEB ** TOTAL LENGTH IS 14'. 2X4 SP OR DF-L GABLE VERTICAL PLATE SIZES #2 OR BETTER I VERTICAL LENGTH NO SPLICE VERTICAL LENGTH SHOWN DIAGONAL BRACE; 18" * + + LESS THAN 4' 0" 1X4 OR 2X3 IN TABLE ABOVE. SINGLE OR DOUBLE L 1 + GREATER THAN 4' 0", BUT 2X4 CUT (AS SHOWN) LESS THAN t1' 6" AT UPPER END. 11GREATER THAN 11' 6" 2.5X4 ONTINUOUS BEARIN + REFER TO COMMON TRUSS DESIGN FOR ' PEAK, SPLICE. AND HEEL PLATES. CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL WEB: THIS DRAWING REPLACES DRAWINGS 511030E & GE-002 --WARNING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, REF SBC-GAB11030 INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR DATE 06/25/99 SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, n TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALLHAVE A G. ,` p • MPOR ANOT- FURNISHPERLY CAECOPY OFRIGID CTHISNDESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ��aV�,'L••.•.;�T DRWG 511030EN0699 ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS Q*;•�'��F�C " ALPINE DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, F, 4 —ENG HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH j V APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA f *71 TOT. LD. 60 PSF ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF .p ALPINE ENGINEERED PRODUCTS,INC. TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 11 STATE OF POMPANO BEACH,FLORIDA DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL Gf •, ,C Q.;• ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE :s/s �UR�Q; SUITABILITYAND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE t •"•""""NGS A}(, SPACING 24.0" RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2, 2X6 "T" GABLE DETAIL REINFORCING GABLE VERTICAL PLATE SIZES ueuDER 2X4 "T" SYM. VERTICAL LENGTH PLATE IF PLATES REINFORCING ABOUT + FOR LET—IN VERTICALS BETWEEN CHORDS SIZE OVERLAP* MEMBER LESS THAN 4' 0" 1X4 OR 2X3 2X8 GREATER THAN 4' 0", BUT 2X4 2X8 TOENAIL TOENAIL LESS THAN 11' 6" GREATER THAN 11' G" 2.5X4 2.5X8 Q+ REFER TO ENGINEERED TRUSS DESIGN FOR PEAK, SPLICE, WEB AND HEEL PLATES. + s IF GABLE VERTICAL PLATES OVERLAP, USE A TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, SINGLE PLATE TO SPAN THE WEB. MULTIPLY "T" FACTOR BY LENGTH (BASED ON GABLE VERTICAL SPECIES, GRADE AND SPACING) FOR (1) EXAMPLE: 2X4 2X4 "L" BRACE, GROUP A. OBTAINED FROM THE GABLE + 4APPROPRIATE ALPINE GABLE DETAIL FOR ASCE OR VERTICAL 2X4 r2X SBCC1 WIND LOAD. LENGTH TYP. MAXIMUM ALLOWABLE 'T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. EB LENGTH INCREASE W/ "T" BRACE WIND SPEED "T" REINF. SBCCI ASCE AND MRH MBR. SIZE 110 MPH 2x4 10 7 10 % 15 FT 2.6 40 7. 50 7 110 MPH 2x4 10 % 10 7. 30 FT 2x6 50 7 50 7 100 MPH 2x4 10 7 10 % u Ili 15 FT I 2x6 30 % 50 % RR 100 MPH 2x4 10 % 10 % ri 30 FT 2x6 40 7 40 % + + 90 MPH 2x4 20 % 10 % PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON 15 FT 2x6 20 % 40 % THE ENGINEERED TRUSS DESIGN. 90 MPH 2x4 10 7 10 7 RIGID SHEATHING _ 30 FT 2x6 30 7. 50 7. 4 TOENAILS ATTACH EACH "T" REINFORCING MEMBER WITH 80 MPH 2x4 10 7 20 % HAND DRIVEN NAILS: 15 FT 2x6 10 7 30 % 10d COMMON TOENAILS AT 4" O.C. PLUS (4) 16d COMMON TOENAILS IN TOP AND BOTTOM CHORD. 80 MPH 2x4 20 % 40 7. 10 7. REINFORCING 30 FT 2x6 20 7. MEMBER GUN DRIVEN NAILS - 0.131"' X 3": TOENAILS AT 4" O.C. PLUS (4) TOENAILS 1N TOP 7 1 5 FT 6 0 7. 20 % MPH 2x4 0 7 20 AND BOTTOM CHORD. 1 2x 7. 70 MPH 2x4 10 % 20 7 GABLE TOENAILS THIS DETAIL TO BE USED WITH THE APPROPRIATE ALPINE 30 FT 2x6 10 7 30 7. TRUSS SPACED GABLE DETAIL FOR ASCE OR SBCCI WIND LOAD. EXAMPLE: 4' O.C.. ASCE GABLE DETAIL DRAWINGS ASCE WIND SPEED = 100 MPH A11015EN0699, A10015EN0699, A09015EN0699, A08015EN0699, A07015EN0699 MEAN ROOF HEIGHT = 30 FT A11030EN0699, A10030EN0699, A09030EN0699, A08030EN0699, A0703CEN0699 GABLE VERTICAL = 24" O.C. SP #3 SBCCI GABLE DETAIL DRAWINGS "T" REINFORCING MEMBER SIZE = 2X4 S11015EN0699, S10015EN0699, S09015EN0699, 508015EN0699, S07015EN0699 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 S11030EN0699, 510030EN0699, S09030ENO699, 508030EN0699, S07030EN0699 (1) 2X4 "L" BRACE LENGTH = 6' 7" MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH 4 TOE 4AILS SEE APPROPRIATE ALPINE GABLE DETAIL (ASCE OR SBCCI 1.10 x 6' 7" = 7' 3" CEILING WIND LOAD) FOR MAXIMUM UNREINFORCED GABLE VERTICAL LENGTH. THIS DRAWING REPLACES DRAWINGS GAB98117 876,719 & HC26294035 --WARNING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, REF LET-IN VERT INSTALLING AND BRACING, REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONDFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, —w DATE 06/25/99 TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL00-0.0 t HAVE A PROPERLY ATTACHED RIGID CEILING. /-s4,', �' DRWG GBLLETIN0699 ENGINEERED PRODUCTS,FURNISH CSSHALLL NOT OPY OF I BEDRESPONSIBLE ESIGN DEFOR INSTALLATION DE DVIATIONT FROM CONTRACTOR. ALPI7 NE �,`IFICq ALPINE DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WIT14 TPI; OR FABRICATING, V� • —ENG DLIJKAR HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH l APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE ! _ W 471 • • AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ! X TOT. LD. 60 PSF ASTM A653 GR40 GALV. STEEL EXCEPT AS NUTED, APPLY CONNECTORS TO EACH FACE OF i� a� ALPINE ENGINEERED PRODUCTS,INC. TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER }(f�; OF POMPANO BEACH,FLORIDA DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL =C�••,!��ORtpP:• R. FAC. ANY ENGINEESUITABILRNG ITY ANDSEPUOIBILITY SOLELY FOR THE TRUSS OF THIS COMPONENT FOR ANY PARTICULAR TBUILDI G IS DESIGN THE THE stiS+ G RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. fp ENS,. AX SPACING 24.0 e 14 v 6 vv :DF0rn0 < —ID C--) W N W W 0-) T T � :1D n lJJ CIj N N m 0 :D C� f Z ° O C C F C� ° + q v ^ va 1 b Z ° 6N°s� 7 �y-� P . 0 . Box 12267 �o Lumber U I M I ted Jacksonville , FL 0 32209 C904) 356 - 5440 ATTENTION: Contractors Crews & Fromes Do not out or alter trU9595. An question® or dlaorepanoles should be directed to Lumber Unlimited at 356-5440 pr or to ereotlon modiFlaatlon of any truesea Lumber Unlimited leof liable For any 'book ohorges" unless approved by one of our representatives beFore the work oreotinq the ohorge Ie pefrormed. Alpine Engineered Products, Inc. 1950 Marley Drive Haines City, FL 33844 (863) 422-8685 Florida Engineering Certificate of Authorization Number: 567 Page 1 of 1 Document ID:IRMV235-Z1123085300 Truss Fabricator: Lumber Unlimited Job Identification: 1296 BEACH AVE Model Code: Standard Building Code Truss Criteria: ANSI/TPI Engineering Software: Alpine proprietary truss analysis software. Version 19.5c. Truss Design Loads: Roof 42 PSF @ 1.25 Duration Floor N/A Wind 110 MPH (SBCCI) Notes: Seal Date: 10/23/2001 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of Manuel Martinez record, as defined in ANSI/TPI 1-1995 Section 2.2 Florida License Number:47182 2. The seal date shown on the individual truss component drawings must match the seal date on this index sheet. 3. As shown on attached drawings; the drawing number is preceded by: HCUSR235 Details: S11030EN-GBLLETIN- # Ref Description Drawing# 1 602227-A1 01295268 2 60223-'A2 01295269 ------------------------------------------------------------------------------- SUPPORT REPORT JOB DESCRIPTION: 8677 WIND CODE: CURRENT SBCCI WIND MPH: 110 BLDG TYPE: CLOSED ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT. -# Al 24.000 288.000 WALL 0.000 18.000 692 -576 Al 24.000 3. 500 WALL 7. 854 21.151 563 -519 Al 24.000 3 . 500 WALL 11.854 22.818 314 -180 Al 24.000 3. 500 WALL 15 .854 21.151 563 -533 ------------------------------------------------------------------------------- A2 24.000 3. 500 WALL 0.000 18.000 1062 -618 A2 24.000 3. 500 WALL 23 . 708 18.000 1062 -618 ------------------------------------------------------------------------------- (8677-D.L. DAVIS - Al THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 21.40 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 4.0 PSF. WEBS 2x4 SP #3 SEE DWGS S11030EN0699 & GBLLETIN0699 FOR MORE REQUIREMENTS. GABLE END SUPPORTS 8" MAX RAKE OVERHANG, SHIM ALL SUPPORTS TO SOLID BEARING. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 +22-9-13 7 --1 7 W3X3% W3X3 +21-1-13 5 5 W4X12 18-0-0 WH4� W4X6(R) III W3X4 W012 1-0-00-0 1 0-0 8-0-0 ` E 4-0-0-J 7-10-4 12-0-0 =�- 12-0-0- 24-0-0 2-0-0 24-0-0 Over Continuous Support R=84 PLF U=50 PLF Note: All Plates Are W1.5X3 Except As Shown. PLT TYP. Wave TPI-95 Design Criteria: TPI (STD) 19.5c QTY:1 FL/-/I/-/E/-/- Scale =.25" Ft. **WARNING** TRUSSES RED IRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 2 0.0 P S F R E F R Z 3 5--60222 BRACING. REF Eft TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE 1 01CATEO, TOP CHORD SHALL HAVE PROPERLY ATTACHED ~ TC OIL 7.0 PSF DATE 10122101 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •�� �• **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO INE INSTALLATIOH CON TRACTOR. ALPINE ENGINEERED 1 t* ••.•7/ BC DL 5.0 PSF DRW HCUSR235 01295268 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO r �(���� \ �,••�,j BUILD 1HE TRUSSES IN CONFORMANCE KITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND t .V �•� B C L L 10.0 P S F HC-ENG MMA BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ALPINE 82 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * j TOT.L D. 4 2.0 P S F S E A N - 22017 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i 9:� EACH FACE OF TRUSS, AND UNLESS 0THERW1 SE LOCATED IC ON THIS OESIGN, POSITIF PON COFEONNECTORS PERBRA W IN ING � Qf Alpine Engineered Products,Inc. RESPONSIBILLOTY SOLELYTFORSTHEEA L IRUSSON IC0MP0NENT DESIGNTSHOWN. CEPTAIHE SUITABILITYOAND USEIOFETHIS �t�s......... ORIOP• ��d D U R.FAC. 1.2 5 F ROM A M B Ila llleS Cit}',FL 338Q4 COMPONENT FOR ANY PARTICULAR BUILDING IS.THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OCt�a, � 8�� SPAC-IN G 24.0" FLCertificateofAuthorizationN567 ANSI/TPI 1-1995 SECTION 2. ���� (8677-D.L. DAVIS - A2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 21.57 FT MEAN NGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 5,0 PSF, WIND BC OL = 4.0 PSf. WEBS 2x4 SP #3 CALCULATED HORIZONTAL DEFLECTION IS 0.60" DUE TO LIVE LOAD AND DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 0.24" DUE TO DEAD LOAD. W4X5(R) III W2,5X4 W2.5X4 0-- 7 r W6X6= 7 —t 5 5 1 W1.5X3 III W1.5X3 III 18-0-0 W3X7(A1) W3X7(A1) 1-0-0 1 0 0 fE 12-0-0 12-0-0 'I fE 24-0-0 Over 2 Supports j R=1062 U=618 W=3.5" R=1062 U=618 W=3.5" PLT TYP. Wave TPI-95 DesignACriteria: TPI (STD) 19.5c QTY:8 FL 1 - E/-/- Scale =.25" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 2 O.O P S F R E F R 2 3 5--60223 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRAC)NG), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONO FRIO Oft., SO I TE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO ,.�/����•Mr PERFORMING THESE No UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 7.0 P S F DATE 10122101 STRUCTURAL PANELS, BOTTOM CHORD SHALL NAPE A PROPERLY ATTACHED RIGID CEILING. aV��•••••, **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INST ALLATIQY CONTRACTOR. ALPINE ENGINEERED �'•, '��F� r•Y(�. BC DL 5,0 PSF DRW HCUSR235 01295269 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEV IAT ON FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANG!-ING, SHIPPING, INSTALLING AND + B C L L 1 O.O P S F H C-ENG M M A A L P I N E BRACING OF TRUSSES. TNIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN S ♦ _+ SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE L�;• S CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO �¢ T 0 T.L D. 4 2.0 P S F S E Q N - 22020 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ��is'Fl AQP�� D U R.F A C. 1.2 5 FROM AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FDR THE TRUSS COMPONENT DESIGN SHOWN. I4 SUITABILITY AND USE OF THIS y'J(y`p ENG Haines City,Fl, 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 0 C t L9i, X SPACING 2 4.O" Il,CertiticatecfAuthorizaliong567 ANSI/TPI 1-1995 SECTION 2. .,,,, w SBC: 110 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00 2X4 BRACE (1) 1X4 'L" BRACE " (1) 2X4 "L" BRACE " (2) 2X4 'L" BRACE "• (1) 2X6 "L" BRACE • (z) 2X6 '7" BRACE "> GABLE VERTICAL NO SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B 1 2 3' 8" 6' 5" 6' 7" 7' 7" 7' 9" 9' 0" 9' 3" 11 11 12 3" 14 0" 14 0" BRACING GROUP SPECIES AND GRADES: U SPF #3 3' 7" 5' 4" 5' 4' 7' 1" 7' 1" 9' 0" 9' 0" 11 0" 11 0" 14 0" 14 0" GROUP A: HF STUD 3' 7" 5' 4" 5' 4" 7 0 7' 0" 9' 0" 9' 0" 11' 0" 11' 0" 14' 14' 0" W O STANDARD 3' 7" SPRUCE-PINE-FIR HEM-FIR 4' 7" 4' 7" 6` 1" 6' 1" 8' 2" 8' 2" 9' 5" 9' 5" 12' 9" 12 9" 1 2 STANDARD 2 sTUD I—� 1 4' 1" 6' 5" 6' 11" 7' 7" 8' 2" 9' 0" 9' 9" 11' 11" 12' 10" 14' 0" 14' 0" 3 sTUD1 #3 ISTANDARD Sr" #2 4' 0" 6' 5" 6' 11" 7' 7" 8' 2" 9' 0" 9' 9" 11' 11" 12' 10" 14' 0" 14' 0" 1 #3 3' 10" 5' 6" 5' 6" 7' 3" 7' 3" 9' 0" 9' 6" 11' 3" 11' 3" 14' 0" 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE STUD 3' 10" 5' 5" 5' 5" 7' 2" 7' 2" 9' 0" 9' 6" I1' 2" 11' 2" 14' 0" 14' 0" (Q DFL 3 3 r $fUD I STUD STANDARD 3` 8" 4' 8" 4' 8" 6' 2" 6' 2" 8' 4" 8' 4" 9' 8" 9' B" 13' 1" 13' 1" STANDARD STANDARD j� SPF 1 2 4' 3" 7' 4" 7' 6" e' 8" 6' 11" 10' 4" 10' 8" 13' 7" 14' 0" 14' 0" 14' 0" #3 4' 2" 6' 7" 6' 7" 8' 8" 8' 8" 10' 4" 10' 4" 13' 6" 13' 6" 14' 0" 14' 0" 6� UHF STUD 4' 2" 6' 6" 6' 6" 8' 8" 8' 8" 10' 4" 10' 4" 13' 5" 13' 5" 14' 0" 14' 0" GROUP B: w Q STANDARD 4' 2" 5' 7" 5' 7" 7' 5" 7' 5" 10' 0" 10' 0" 11' 7" 11' 7" 14' 0" 14' 0" 1 4' 8" 7' 4" 7' 11" 8' 8" 9' 4" HEM-FIR ✓� 10' 4" II" 2" 13' 7" 14' 0" 14' 0'" 14' 0" 1 & BTR s #2 4' 7" 7' 4" 7' 11" 8' 8" 9' 4" 10' 4" 11' 2" 13' 7" 14' 0" 14' 0" 14' 0" 1 W Q0 34' 4" _67-9_" 6' 9" 8' 8" 8' 11" 10' 4" 10' 11" 13' 7" 13' 10" 14' 0" 14' 0" I� •--I DFL STUD 4' 4" 5' 8" 5' 8" 8' 8" 8' 9" 10' 4" IO' 11" 13' 7" 13' 8" 14' 0" 14' 0" sou'rxe Dovcus FIR-LARCH STANDARD 4' 3" 5' 9" 5' 9" 7' 7" 7' 7" 10' 3" 10' 3" 11' 10" 11' 10" 14' 0" 14' 0" 21 #2 1 Z #2 4' 8" 8' 1" 8' 3" 9' 7" 9' 10" 11' 5" 11' 8" 14' 0" 14 0" 14' 0" 14' 0" SPF #34' 7'" 7' 7" 7' 7" 9' 7" 9' 7" 11' 5" 11' 5" 14' 0" 14 0" 14' 0" 14' 9 HF STUD 4' 7' 7' 7" 7' 7" 9' 7" 9' 7" 11' 5" 11' 5" 14' 0" 14' 0" 14' 0" 14' 0" Q STANDARD 4' 7" 6' 6" 6' 6" 8' 7" 8' 7" 11' 5" 11' 5" 13' 4" 13' 4" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: x 1 5' i" 8' i" 8' 8" 9' 7" 10' 3" 11' 5" 12' 3" 14' 0" 14' 0" 14' 0" 14' 0" s P #2 5' 0" 8' 1" A. 8" 9' 7" 10' 3" 11' 5" 12' 3" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. #3 4' 9" 7' 9" 7' 9" 9' 7" 10' 1" 11' 5" 12' O" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 145 PLF OVER 4 DFL STUD 4' 9" 7' 8" 7' 8° 9' 7" 10' 1" 11' 5" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). S'PANDARD 4' 8" 6' 8" 6' 8" 8' 9" 8' 9" 11' 5" 11' 8" 13' 8" 13' 8" 14' D' 14' D" GABLE END SUPPORTS LOAD FROM 4' O" SYMN JJK OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" ABOUT, PLYWOOD OVERHANG. GABLE TRUSS ' + ATTACH EACH 'L" BRACE WITH IOd NAILS. * FOR (1) 'L" BRACE: SPACE NAILS AT 2" O.C. 2X4 #2N OR BETTER IN 16" END ZONES AND 4" O.C. BETWEEN ZONES. VERTICALDIAGONAL BRACE OPTION: T *'R FOR 2 "L" BRACES: SPACE NAILS AT 3" O.C. DOU13LED LENGTH MAY AL 18" * + IN 16" END ZONES AND 6" O.C. BETWEEN ZONES- BRACE IS USED. CONNECT + 'T." BRACING MUST BE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 900)y BRACE MEMBER LENGTH. AT EACH END. MAX WEB TOTAL LENGTH IS 14', GABLE VERTICAL PLATE SIZES 2X4 SP OR DF-L -T- #2 OR BETTER 1 VERTICAL LENGTH NO SPLICE VERTICAL LENGTH SHOWN DIAGONAL BRACE; 18" • LESS THAN 4' 0" 1X4 OR 2X3 IN TABLE ABOVE. SINGLE OR DOUBLEL + GREATER THAN 4' 0 BUT 2X4 CUT (AS SHOWN) LESS THAN II' 6" AT UPPER END, u u u u u u- GREATER THAN 11' 6" 2.5X4 UNTINUUUS BEARIN + REFER TO COMMON TRUSS DESIGN FOR ' PEAK, SPLICE, AND HEEL PLATES. CONNECT DIAGONALAT MIDPOINT OF VERTICAL NEB: REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. THIS DRAWING REPLACES DRAWINGS 511030E & GE-002 --WARNING.* TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, REF SBC—GAB11030 INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'ONQFRIO DR., SUITE 2200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, DATE 06/25/99 TDP CHORD SHALL HAVE HEDPRIGI ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL DRWG S1I030EN0699 HAVE A PROPERLY ATTACHED RIGID CEILING. .•"yy .-IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE �...••••..,T ALPINE DES GNENGINE; FRAILURESTONBUILDC. ATHELL OTRUSS ST BE EINQCONFFOR CONFORMANCE WITH TPI; OR FNSIBLE FOR ANY DEVIATION ABRICATING, 'olFlo -ENG HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH f �E V APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE i �,47t AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 206A * > TOT. LD. 60 PS ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF ALPINE ENGINEERED PRODUCTS,INC. TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER p STATE OF . DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL /(• p POMPANO BEACH,FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE /%'Al ORO SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE 'tip.""" "" Cj� AX. SPACING 24.0" RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. N 2x6 'T" GABLE DETAIL REINFORCING GABLE VERTICAL PLATE SIZES MEMBER AS UT + FOR LET-IN VERTICALS VERTICAL LENGTH PLATE IF PLATES REINFORCING BETWEEN CHORDS SIZE OVERLAP* MEMBER LESS THAN 4' 0" 1X4 OR 2X3 2X8 GREATER THAN 4' 0", BUT LESS THAN It' 6" 2X4 2X8 TOENAIL TOENAIL GREATER THAN 11' 6" 2.5X4 2.5X8 Q+ REFER TO ENGINEERED TRUSS DESIGN FOR PEAK, SPLICE, WEB AND HEEL PLATES. + * 1F GABLE VERTICAL PLATES OVERLAP, USE A TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, SINGLE PLATE TO SPAN THE WEB. MULTIPLY "T" FACTOR BY LENGTH (BASED ON GABLE VERTICAL SPECIES, GRADE AND SPACING) FOR (1) GABLE + EXAMPLE: 2X4 2X4 "L" BRACE, GROUP A. OBTAINED FROM THE VERTICAL APPROPRIATE ALPINE GABLE DETAIL FOR ASCE OR 01 fIrLENGTH LL 2X4 2X8 SBCCI WIND LOAD. 7YP. MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. EB LENGTH INCREASE til'/ "T" BRACE WIND SPEED "T" REINF. SBCCI ASCE AND MRH MBR. SIZE 110 MPH 2x4 10 7 10 7 +. 15 FT 2x6 40 7, 50 7, 110 MPH 2x4 10 7, 10 7, 30 FT 2x6 50 7. 50 7. 100 MPH 2x4 10 7• 10 7, 15 FT 2x6 30 % 50 % 100 MPH 2x4 10 % 10 % rl 30 FT 2x6 40 7, 40 % + + 90 MPH 2x4 20 % 10 7, PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON 15 FT 2x6 20 7, 40 % RIGID SHEATHING THE ENGINEERED TRUSS DESIGN. 90 MPH 2x4 10 7 10 7. 4 TOENAILS ATTACH EACH "T" REINFORCING MEMBER WITH 30 FT 2x6 30 7 50 7. 80 MPH 2x4 10 7, 20 7 HAND DRIVEN NAILS: 15 FT 2x6 10 7 30 7, BO MPH 2x4 20 7. 10 7. T lOd COMMON TOENAILS AT 4" O.C. PLUS (4) 16d COMMON TOENAILS IN TOP AND BOTTOM CHORD. REINFORCING MEMBER GUN DRIVEN NAILS — 0.131" X 3" 30 FT 2x6 1 20 7, 40 %: TOENAILS AT 4" O.C. PLUS (4) TOENAILS IN TOP 70 MPH 2x4 0 7, 20 7]5 FT 2x6 0 7. 20 7. AND BOTTOM CHORD. GABLE TOENAILS 70 MPH 2x4 10 % 20 % SPACED AT THIS DETAIL TO BE USED WITH THE APPROPRIATE ALPINE 30 FT 2x6 10 7 30 % TRUSS 4" O.C. GABLE DETAIL FOR ASCE OR SBCCI WIND LOAD. EXAMPLE: ASCE GABLE DETAIL DRAWINGS ASCE WIND SPEED = 100 MPH A11015ENO699, A10015EN0699, A09015EN0699, A08015EN0699, A07015EN0699 MEAN ROOF HEIGHT = 30 FT A11030ENO699, A10030ENO699, A0903OENO699, A08030ENO699, A07030EN0699 GABLE VERTICAL = 24" O.C. SP #3 SBCCI CABLE DETAIL DRAWINGS "T" REINFORCING MEMBER SIZE = 2X4 S11015EN0699, S10015EN0699, S09015ENO699, S08015EN0699, S07015EN0699 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 S1103OENO699, S10030EN0699, 509030EN0699, S08030EN0699, S07030EN0699 (1) 2X4 "L" BRACE LENGTH = 6' 7" 4 TOENAILSMAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH SEE APPROPRIATE ALPINE GABLE DETAIL (ASCE OR SBCCI 1.10 x 6' 7" = 7' 3" CEILING WIND LOAD) FOR MAXIMUM UNREINFORCED GABLE VERTICAL LENGTH. THIS DRAWING REPLACES DRAWINGS GAB98117 876,719 & HC26294035 •WARNING-* TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, REF LET-IN VERT INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRI❑ OR„ SUITE 200, MADISON, WI. FDR DATE 06/25/99 SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL t ud A HAVE A PROPERLY ATTACHED RIGID CEILING.. w*IMPORTANTFURNISH CH �FTHIS DESIGN LFTCONTRACTOR, ALPINE ......ENGINEEEREDPRDUCTS, ]C. SHALL BERESPONSIBLE FOR ANY IEVATINRHIfDRWG GBLLETIN0699 ALPINE DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, ( G�l.� q -ENG DLJ/KAR HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES, DESIGN CONFORMS WITH t APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE _ • t NIL 471 AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE DF 20GA 'R • ASTM A653 GR40 GAL V. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF X D. 60 PSF ALPINE ENGINEERED PRODUCTS,INC, TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER POMPANO BEACH.FLORiDA DRAWINGS 160 A-Z, THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL =uni�S,F�pp10P,,:�• R. FAC. ANY ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RESPONSIBILITYDOFSTHE BUILDING MDESIGNER,O ERNANSI//TPII 1L 995 SECCTIONI2 THE t'C fU'ENG� AX SPACING 24.0 12'4"4 24' 1"12 --"'- BM-4 3�e"4 ,i F6 Flo C0 F7 N F8 O7 BM-3 � m • F6 1n r N 7 N r F4 Fll —8'4" 12 8'2"• - 8 00 wm C = 0 -DF- C- -7 :zI 33I r- Z7J mr 00 m0 r- Z U = ncc] � w r0 mcg Hz •- •- -< :;0 w m c-) •• �-- v U �a ZC7N �I ww cc C_ w m =Co -4-- m 0 z �ua) m0 :1DH oo .. z = 3 Cn Z 0 CD m �ur— m Cn CII 0 C_ r-I m :1D 0 O n :Zn - . 0c = = r- xx :1D �0 ' _ _ X m =) m70 0Cf) < 0 APFF - " � m m � m 0 CITY OF ATLANTIS —{ < BUILDING OFFICE F- r (f) w z w < < = 3 m C-)r- r- o H m o m m w ry w w r- -< CD Cn ~ r- • m o cn :E-- �— cn o h u m ID e r U n I m I ted P . O . Box 12267 Jacksonville FL 0 32209 C J 0 4 3 5 6 - 5 4 4 0 ATTENTION: Contractors, Crews, & Frames a Oo not out or alter trusses. nn questions or dlsoreponales should be dlreoted to Lumber Unlimited at 356-5440 pr or to at modlFloatlon of any trusses �. D�O O Lumber Unlimited Is not Moble for ony "book charges" unless o�proved by one of our re resentotives beFore the work oreotln the charge is per armed. E Face ;Mount Hangers - Structural Composite Lumber Allowable Loads Joist Model Dimensions Fasteners DF/SPSpecies Header SPF Species Header Size No. Uplift Uplift Floor Snow Root Floor Snow Roof W H B Face Joist (133) (160) (100) (115) (125) (100) (115) 1 (125) 3y x 16 HHUS410 3 9 3 30-16d 10-16d 2855 3430 5190 5900 5900 4385 5040 5480 HGUS414 3% 12� 4 66-16d 16-16d 4555 5000 11180 11335 11335 9565 11000 11335 3y x 18 HHUS410 3 9 3 30-16d 10-16d 2855 3430 5190 5900 5900 4385 5040 5480 HGUS414 - 3 12r 4 66-16d 16-16d 4555 5000 11180 11335 11335 9565 11000 11335 HU5.125/12 5K 10 4 2Y2 22-16d 8-16d 1430 1715 2950 3390 3685 2550 2935 3190 HU5.125/13.5 5y, 13 4 2Y, 26-16d 12-16d 2145 2575 3485 4005 4355 3015 3470 3770 5 y GLULAM HU5.125/16 5y4 13% 2y2 26-16d 12-16d 2145 2575 3485 4005 4355 3015 3470 3770 HGUS5.25/10 5X 9 4 46-16d 12-16d 3415 4100 7890 8665 8665 6745 7755 8430 HGUS5.25/12 5y, 109 4 56-16d 14-16d 3985 4780 9535 10965 11335 8185 9380 10195 HU5.31/9 MIN 5 7 2y, 14-16d 6-16d 1070 1285 1875 2155 2345 1625` 1870 2030 5y,x HU5.31/9 MAX 5X6 7% 2y2 18-16d 8-16d 1430 1715 2410 2775 3015 2090 2400 2610 9y-9y HHUS5.50/10 5Y, 9 3 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 HGUS5.50/10 5y, 8X 4 46-16d 12-16d 3415' 4100 7890 8665 8665 6745 7755 8430 m HU5.31/11 MIN 53/ 9' 2X 16-16d 6-16d 1070 1285 2145 2465 2680 1855 2135 2320 c� � e� 5y,x HU5.31/11 MAX 55 9r 2y2 22-16d 8-16d 1430 1715 2950 3390 3685 2550 2935 3190 =H 11X,-11/ HHUS5.50/10 5Y2 9 3 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 HGUS5.50/12 5y, 10y 4 56-16d 14-16d 3985 4780 9535 10965 11335 8185 9380 10195 HU5.31/14 MIN 5X6 111 2y2 18-16d 8-16d 1430 1715 2410 2775 3015 2090' 2400 2610 5y,x 14 HU5.31/14 MAX 5 111. 2y 24-16d 12-16d 2145 2575 3215 3700 4020 2785 3200 3480 HHUS5.50/10 5Y, 42X� 3 30-16d 10-16d 2855` 3430 5190 5970 6490 4385 5040 5480 HGUS5.50/14 5 4 66-16d 16-16d 4555 5000 11180 11335 11335 9565 11000 11335 HU5.31/16 MIN 55 2X 20-16d 8-16d 1430 1715 2680 3080 3350 2320 2670 2900 5y4 x 16 HU5.31/16 MAX 55 2 26-16d 12-16d 2145 2575 3485 4005 4355 3015 3470 3770 HHUS5.50/10 53 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 HGUS5.50/14 5 4 66-16d 16-16d 4555 5000 11180 11335 11335 9565 11000 11335 HU5.31/16 MIN 55 12 2y2 20-16d 8-16d 1430 1715 2680 3080 3350 2320 2670 2900 5y4 x 18 HU5.31/16 MAX 5Y16 123/ 2y 26-16d 12-16d 2145' 2575 3485 4005 4355 3015 3470 1 3770 HHUS5.50/10 5y2 9 3 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 HGUS5.50/14 5Y2 127% 4 66-16d 16-16d 4555 5000 11180` 11335 11335 9565 11000 11335 HGUS6.88/10 6% 813/ 4 46-16d 12-16d 3415 4100 7890 8665 8665 6745 7755 8430 63/4 GLULAM HGUS6.88/12 6y 1013 4 54-16d 14-16d 3985 4780 9535 10965 11335 8185 9380 10195 HGUS6.88/14 63/ 1213/ 4 66-16d 16-16d 4555 5000 11180 11335 11335 9565 11000 11335 HU410-2 MIN 7y, 9y, 2y2 14-16d 6-16d 1070= 1285 1875 2155. - 2345 1625 1870 2030 7 x HU410-2 MAX 7X 9y 2y 18-16d 8-16d 1430'' 1715 2410 2775 3015 2090 2400 2610 9Y4-9Y HHUS7.25/10 7y4 9 3 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 HGUS7.25/10 7y4 8% 4 46-16d 12-16d 3415 4100 7890 9075 9665 6745 7755 8430 HU412-2 MIN 7y 11 2y 16-16d 6-16d 1070 1285 2145 2465 2680 1855 2135 2320 7 x HU412-2 MAX 7y, 11 Y, 2y, 22-16d 8-16d 1430 1715 2950 3390 3685 2550 2935 3190 1ly4-11% HHUS7.25/10 71X4 9 3N, 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 0 U HGUS7.25/12 7Y4 1 OY11 4 56-16d 14-16d 3985 4780 9535 9665 9665 8155 9380 9665 w HU414-2 MIN 7y, 13y, 2Y2 20-16d 6-16d 1430 1715 2680' - 3080 3350 2320 2670 2900 Z HU414-2 MAX 7y, 13% 2y 26-16d 12-16d' 2145 2575 3485 4005 4355 3015, 3470 3770 7 X 14 HHUS7.25/10 7y, 9 35 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 a HGUS7.25/14 7y 12r 4 66-16d 16-16d 4555 5000 9665 9665 9665' 9565 9665 9665 HU414-2 MIN 7y, 13y2y 20-16d 8-16d 1430 1715 2680 3080 3350 2320 2670 2900 m 7x 16 HU414.2 MAX 7y 13ys 2X 26-16d 12-16d 2145 2575 3485 4005 4355 3015 3470 3770 m HHUS7.25/10 7 9 33/ 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 HGUS7.25/14 7 4 12> 4 66-16d 16-16d 4555 5000 9665 9665 9665 9565 9665 9665 a HU414-2 MIN 7y 13� 2y 20-16d 8-16d 1430 1715 2680 3080' 3350 2320 2670 2900 9 7 x 18 HU414-2 MAX 7 137 2 26-16d 12-16d 2145 2575 3485 4005 4355 3015 3470 3770 8 HHUS7.25/10. 74 9 3 30-16d 10-16d 2855 3430 5190 5970 6490 4385 5040 5480 v HGUS7.25/14 7y 127 4 66-16d 16-16d 4555 5000 9665 9665 9665 9565 9665 9665 ES U 1.10d common nails or 16d sinkers(9 gauge x 31/4")may be used 3.Uplift loads based on Douglas Fir have been increased 33%and 60% instead of the specified 16d nails at 0.84 of the table load value. for earthquake or wind loading with no further increase allowed.Reduce 2.16d sinkers(9 gauge x 31/4")may be used instead of the specified by 33%and 60%for normal loading such as in cantilever construction. 10d commons with no load reduction. 4.MIN nailing quantity and load values—fill all round holes; MAX nailing quantity and load values—fill all round and triangle holes. Structural Composite Lumber can be Glulam Beam,LVL,TimberStrand'or PSL. See CJT Kit(Concealed Joist Tie)on page 57 for concealed connector installation. 54 ffi Top Flange Hangers--l-.foists WebFasteners"' Allowable Loads' Joist Model Stiff Dimensions Solid Header' Uplift Uplift kir Size No. Reqd Joist LUL PSL LSL DF/SP SPF I-Joist'Masonry i W H B TF " Top Face (133):_(160) ITT314 2%,6 13% 2 1% 4.10d 2-10d 2-10dx1y 245 285 1450 1300 1435 1615 1200 1050 MIT314 — 2W, 14 2Yz 256 4-16d 2-16d 2-10dx1y 240 290 2550 2000 1565 2400 1565 1230 — 1` LBV314 ✓ 2%, 14 2y, 2y 4-16d 2-16d 2-10dx1y 240 290 2565 2360 2035 2035 2035 1230 — H 2y-29/6 W1314 ✓ 2% 14 2 2y 2-16d — 2-10dx1y — — 2335 1950 2335 1765 1435 — — R x14 WP1314 / 26/6 14 2yz 236 2-16d — 2-10dx1y, — — 3635 3320 3635 3255 2600 2030 HW1314 ✓ 2%. 14 4 2Yz 4-16d — 2-10dx1y — — 5100 4000 4500 5285 3665 — — W' ^ev� ITTM314' — 26 6 13+'46 2 3y 3-Titen 2-Titen 2-10dx1y 225 225 — — — — — — 1545 WMI3144 ✓ 2% t14 3 3% 2-16dDPLX — 2-10dxly — — — — — — — — 4175 ITT316` 2946 2 " 1 410d'i 2-10dr 2-10dxiy 245 '285 1450 1300 1435 1615 1200 1050MiT316 2 6i2Y 2346+ 4-16d 2-16d 2-10dxly 240 +290 2550 2000"1565 2400 1565 1230LBV316 2, 2 4-16d 2-16d 2-10dx1 240 290 2565 2360 2035 2035 2035 1230 2 x16 B1316 ✓ 2% 2y 2Y ; 2-166 4-16d 2-10dx1y, 245 295 2315 2225 2665 1835 W1316;' ✓ 2346r 16 2 2Y 2-16d 2-10dx1y — — 2335 1950 2335 1765:1435 - WP1316 ✓ 2°46 16 2Y 2146 2-16d — : 2-10dx1 y 1 13635 3320 3635 3255 2600 2030 HW1316 / 22246"; 16 4,1 2Y 4-16d — 2-10dx1y — — 5100 4000 4500 5285 3665 -- WM13164' 1 2946 16" 33 3% 2-16dDPLX — 2-10dx1y — — — — — 4175 MIT318 — 29 18 2Y2 26 4-16d 2-16d 2-10dxly, 240 290 2550 2000 1565 2400 1565 1230 — HIT318 — 2% 18 3 27/6 4-16d 6-16d 2-10dx1y 240 290 2550 2050 2500 3050 1950 — — LBV318 ✓ 2% 18 2y, 2y2 4-16d 2-16d I 2-10dx1y 240 290 2565 2360 2035 2035 2035 1230 — 2y 2/16 B1318 ✓ 2% 18 2Y 2Y 2-16d 4-16d 2-10dx1y 245 1 295 12315 2225 — 2665 1835 — x18 W1318 ✓ 2% 18 2 2Y 2-16d — 2-10dx1y — — 2335 1950 2335 1765 1435 — — WP1318 ✓ 2%6 18 2Y 2Y6 2-16d — 2-10dx1y — — 3635 3320 3635 3255 2600 2030 — HW1318 ✓ 2ti6 18 4 2Yz 4-16d — 2-10dx1y — — 5100 4000 4500 5285 3665 — — WM1318' ✓ 2%6 18 3 33/4 2-16dDPLX — 2-10dx1y — — — — — — — — 4175 MIT320 — 20 2 2 ' 4-16d 2-i6d'- 2-10dx1' 240 `290 2550 2000 1565 2400 1565 1230 — HIT320" — 22946 26 3 2'/6 4-16d' 6-16dr 210dx1y 240 ;290 2550 2050.2500 3050 1950 — LBV320 ✓ 6' 20 2y4 2 ' 4-16d 2-16d 210dx1 240 '`290 2565 2360 2035 2035 2035 1230 — B1320 ✓" 2W6'; 20 Y 2Y! 2-16d` 4-16d 2-10dxly 245 295 2315 2225 — 2665 18351, - 2Y -2346 W1320' ✓, 29%, 20 2 2Y 2-16d` 2-10dxly — — 2335 1950 2335 1765 1435, - - x20 WP1320 ✓ 2356 20 2Y 2X6' 2-16d; — 2-10dx1y 3635 3320 3635 3255 2600 2030 —y v O� ? HW1320 ✓ 2%' 20 4 2Y 4-16d' 2-10dx1Y — — 5100 4000 4500 5285 3665 WM1320° ✓ 23fa' 20 3 33; 2.16tlDPLX 2-10dx1y — — — — — — — 4175 ` `0 HWU320 ✓ 2346 20 A"Y, 2Y " 4-16d' 4-16d' 6-10dx1y" 765 765 6335 55005535 6335 5415 — — HIT322 — 22f6 22 3 2'/6 4-16d 6-16d 2-10dx1y 240 290 2550 2050 2500 3050 1950 — — B1322 ✓ 2Y6 22 2Y 2Y 2-16d 4-16d 2-10dx1y 245 295 2315 2225 — 2665 1835 — — 9 W1322 ✓ 2% 22 2 2Yz 2-16d — 2-10dx1y — — 2335 1950 2335 1765 1435 — — 0. 2Y2 ZzX6 HB1322 ✓ 2ti6 22 3 2y, 4-16d 4-16d 2-10dx1y 245 295 3335 3100 — 3610 2785 — — WP1322 ✓ 2% 22 2Yz 2'/,6 2-16d — 2-10dx1y — — 3635 3320 3635 3255 2600 2030 — HW1322 ✓ 2%, 22 4 2Y 4-16d — 4-10dxly, — — 5100 4000 4500 5285 3665 — — z HWU322 ✓ 2356 22 4y 2Y 4-16d 4-16d 6-10dx1y 765 765 6335 5500 5535 6335 5415 — — 0 HIT324 23461 24" 3 27/69 4-16d 6-16d' 2-10dx12y 240 290 2550 2050 2500 3050 1950 — — 613247 ✓ 2% 24 2Y 2y' 2-16d' 4-16d' 2-10dx1y 245, 295 2315 2225 2665 1835 — — W1324 ✓ N. 24 2" 2y 2-16d' — 2-10dxly . — 2335 1950 2335 1765 1435 2Y -2 x 24 2 HB1324 ✓. 2% 24' 3" 2Y 4-16d' 4-16d 2-10dx1y 245 295 3335 3100 — 3610 2785 — ` — WPI324' ✓ 2346 24 2y 2?{6', 2-16d' — 2-10dx1Y — — 3635 3320 3635 3255 2600 2030 O g HW1324 ✓ 21/(6 24 4" 2Y" 4-16d — 4-10dx1y, — — 5100 4000 4506 5285 3665 — C; HWU324 ✓ 2%, 24 4y 2Y' 4-16d 4-16d 6-10dx1y 635 635 6335 5500:5535 6335 5415 = — H1T326 — 28/,6 26 3 2'/6 4-16d 6-16d 2-10dx1y 240 290 2550 2050 2500 3050 1950 — — 3 81326 ✓ 2% 26 2y 2y 2-16d 4-16d 4-10dx1y 425 425 2315 2225 — 2665 1835 — — W1326 ✓ 2%6 26 2 2Y 2-16d — 2-10dx1y — — 2335 1950 2335 1765 1435 — — 2y -2% HB1326 ✓ 2%6 26 3 2Y 4-16d 4-16d 4-10dx1y 490 590 3335 3100 — 3610 2785 — — x 26 WP1326 ✓ 2% 26 2Yz 2'56 2-16d — 2-10dx1y — — 3635 3320 3635 3255 2600 2030 — HW1326 ✓ 2ti6 26 4 2y 4-16d — 4-10dx1y — — 5100 4000 4500 5285 3665 — — HWU326 ✓ 2% 26 4y 2Y 4-16d 4-16d 6-10dx1y 635 635 6335 55001553516335154151 — — See footnotes on opposite page. 71 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:30 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : BM-3 Desc Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL= L/240 Composite Action : No 3.5",66Cf Peal 3:5",Rio psi LOADS Project Design Loads:Floor Live=40 psf,Dead=10 psf, Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Uniform(plf) 275 220 100% 0 0'0" 23'9" Uniform(plf) 22 0 0 0 23'9" Self Weight *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 3525 3525 Max 100% 2612 2612 Min R'n 913 913 Min 100% 2612 2612 DL R'n 913 913 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(psi) 660 660 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 3086 1 1'6" 21 15960 100% 0.19 M(ft-lbs) 20932 1 11,101, 21 53334 100% 0.39 LtRn(lbs) 3525 0 0101. 21 12128 100% 0.29 See Note#5 RtRn(lbs) 3525 0 23'9" 21 12128 100% 0.29 See Note#5 LLDefl(in.) 0.45 1 11,101, 21 0.79 U637 TLDefl(in.) 0.60 1 11,101, 21 1.19 U472 USE. GPLAM 2.0E 1.75x16.00" 3 Plies Grade,Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9. Verify that load is applied at top or equally from both sides. 10.Nail plies together with 16d nails @ 12"o%along top and bottom edges and thru center.Nail from alternate faces, 2"from edges. 11.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 12.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+1335/./2, 100=D+100%+115%✓2+133%, 110=D+Commercial Ld(100%) 13.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 1 of 1 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:34 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : BM-4 Desc Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL=L/240 Composite Action : No Li L-1 i3 0' 750 psi 0.0",760 psi 13.0 750 psi 13.0",7Fz psi LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,•Roof:Live=20 psf,Dead=17 psf. Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Uniform(plf) 450 243 125% 0 010" 38'6" 2 Uniform(plf) 110 0 100% 0 010" 38'6" 3 Uniform(plf) 660 528 100% 0 010" 38'6" 4 Concentrated(lbs) 3806 3045 100% 0 10'0" Uniform(plf) 22 0 0 0 38'6" Self Weight *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span. LOAD PATTERNS(*=span loaded) 1 2 3 4 1 * * * * 2 3 4 5 6 SUPPORTS(Ibs) 1 2 3 4 Max R'n 12567 24189 14040 4931 Max 100% 5983 11506 6518 2394 Max 125% 2204 4209 3003 1031 Min R'n 4380 8474 4519 645 Min 100% 933 3052 590 -590 Min 125% 430 1406 585 -272 DL R'n 4380 8474 4519 1507 Min Brg(in.) 3.19 6.14 3.57 1.50 [Based on bearing stress below] Brg Str(psi) 750 750 750 750 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 10064 2 14'4" 25 15960 100% 0.63 M(ft-lbs) 33355 2 8101, 23 53334 100% 0.63 RtRn(lbs) 4931 0 38'6" 73 31500 100% 0.16 See Note#5 IntRn(lbs) 24189 0 18'0" 75 31500 100% 0.77 See Note#5 LLDefl(in.) -0.13 1 0101, 73 0.20 20383 TLDefl(in.) -0.18 1 0101, 73 0.20 2U272 LLDefl(in.) 0.34 2 8'0" 73 0.53 U567 TLDefl(in.) 0.48 2 8'0" 73 0.80 U398 LLDefl(in.) 0.08 3 6-2" 72 0.41 01916 TLDefl(in.) 0.09 3 6-2" 72 0.62 U1723 LLDefl(in.) 0.03 4 4'1" 73 0.27 02895 TLDefl(in.) 0.05 4 4'1" 73 0.41 U2167 USE. GPLAM 2.0E 1.75x16.00" 3 Plies Grade,Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES : 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from'Supports'section above. Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:34 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9. Verify that load is applied at top or equally from both sides. 10.Nail plies together with 16d nails @ 12"o%along top and bottom edges and thru center.Nail from alternate faces,2"from edges. 11.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 12.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Dell(located above beam drawing). 13.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+115Y.12+133%, 110=D+Commercial Ld(100%) 14 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL,0 for DL). Page 2 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:36 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : BM-5 Desc : Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL= L/240 Composite Action : No Li 6.0", 5()psi Of)",7130 psi 8.0",rul i psi &.0 , 30 psi LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,Roof:Live=20 psf, Dead=17 psf. Live+Dead Ld(T) Live Ld(L) LDF Location" # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Uniform(pif) 660 528 100% 0 010" 36-6" 2 Uniform(plf) 450 360 125% 0 010" 36'6" 3 Uniform(plf) 110 0 100% 0 010" 36'6" 4 Concentrated(lbs) 3806 3045 100% 0 8'0" Uniform(plf) 22 0 0 0 36'6" Self Weight `Dimensions measured from left end when span#is 0 otherwise from left end of the specified span. LOAD PATTERNS(*=span loaded) 1 2 3 2 3 " 4 5 SUPPORTS(lbs) 1 2 3 4 Max R'n 10030 24366 14017 5168 Max 100% 4886 11531 6407 2420 Max 125% 2506 6239 4368 1546 Min R'n 2317 6596 3242 308 Min 100% -191 3048 588 -531 Min 125% -130 2078 877 -362 DL R'n 2638 6596 3242 1202 Min Brg(in.) 2.55 6.19 3.56 1.50 [Based on bearing stress below] Brg Str(psi) 750 750 750 750 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 12137 1 14-6" 74 19950 125% 0.61 M(ft-lbs) 40498 1 8'0" 72 66668 125% 0.61 LtRn(lbs) 10030 0 010. 72 31500 100% 0.32 See Note#5 RtRn(lbs) 5168 0 36'6" 72 31500 100% 0.16 See Note#5 IntRn(lbs) 24366 0 16'2" 74 31500 100% 0.77 See Note#5 LLDefl(in.) 0.39 1 8'1" 72 0.54 U502 TLDefl(in.) 0.51 1 8' 1" 72 0.81 U381 LLDefl(in.) -0.08 2 6'0" 72 0.40 U1781 TLDefl(in.) 0.08 2 6-0" 73 0.60 U1744 LLDefl(in.) 0.04 3 4-2" 72 0.28 U2447 TLDefl(in.) 0.05 3 4-2" 72 0.42 U1971 USE: GPLAM 2.0E 1.75x16.00" 3 Plies Grade,Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES : 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:36 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9. Verify that load is applied at top or equally from both sides. 10.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center. Nail from alternate faces,2"from edges. 11. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 12.Load Combinations: 10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%✓2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 13 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL). Page 2 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:37 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project: 7740.FBD Information : 7740 DL DAVIS Mark#: F1 Desc : Usage : Joist(Floor) Repetitive : Yes Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : Yes (*See Note#9) 0 CD1 2 0 3 33 5",660 psi 3."S",660 psi 16'21/4" LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @StartEnd Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 162 1/4" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 484 100% Left 668 2 Obround 0 7'3 1/4" 16" 257 100% Left 533 Diameter=11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 355 100% Right 668 *Distance to center of hole measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 809 809 Max 100% 648 648 Min R'n 162 162 Min 100% 648 648 DL R'n 162 162 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 405 405 Max 100% 324 324 Min R'n 81 81 Min 100% 324 324 DL R'n 81 81 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span x Group Allow LDF Ratio V(Ibs) 795 1 0'2" 21 2000 100% 0.40 M(ft-lbs) 3275 1 8'1" 21 6720 100% 0.49 LtRn(lbs) 809 0 010.1 21 1854 100% 0.44 See Note#5 RtRn(lbs) 809 0 16'2" 21 1854 100% 0.44 See Note#5 LLDefI(in.) 0.15 1 8'1" 21 0.40 L/1258 TLDefl(in.) 0.19 1 8'1" 21 0.81 U1006 USE: WOI 60 16.00"(M-24" O.C. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7.When required by the building code,a registered design professional or building official should verify the input loads and product application. 8.This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Floor sheathing of 3/4"nominal APA rated OSB or Plywood must be glued-nailed to joists and spacing must not exceed 24"o.c.Live Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:37 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 defl'n exceeding L1480 not recommended(i.e. L1500 is OK). 10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+1335,./2, 100=D+100%+1155,.1/2+133%, 110=D+Commercial Ld(10054.) 12 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL,0 for DL). Page 2 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:37 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F2 Desc Usage : Joist(Floor) Repetitive : Yes Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : Yes (*See Note#9) 0 1 z 3 3:5",fiFiCl,p>i ��5';Ei6G psi 20'2 .1111" LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 20'2 3/4" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 7'1 1/4" 11 3/4" 437 100% Left 668 2 Obround 0 10'3 3/4" 16" 256 100% Right 533 Diameter-11 3/4" 3 Circle 0 13'6 1/4" 11 3/4" 466 100% Right 668 *Distance to center of hole,measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1011 1011 Max 100% 809 809 Min R'n 202 202 Min 100% 809 809 DL R'n 202 202 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(PIO 1 2 Max R'n 506 506 Max 100% 405 405 Min R'n 101 101 Min 100% 405 405 DL R'n 101 101 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 997 1 0'2" 21 2000 100% 0.50 M(ft-lbs) 5115 1 10'1" 21 6720 100% 0.76 LtRn(lbs) 1011 0 0101, 21 1854 100% 0.55 See Note#5 RtRn(lbs) 1011 0 20'3" 21 1854 100% 0.55 See Note#5 LLDefl(in.) 0.35 1 10'1" 21 0.51 U693 TLDefl(in.) 0.44 1 10'1" 21 1.01 U555 USE: WOI 60 16.00"(cD24" O.C. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES : 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7.When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Floor sheathing of 3/4"nominal APA rated OSB or Plywood must be glued-nailed to joists and spacing must not exceed 24"o.c.Live Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:37 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 defPn exceeding L1480 not recommended(i.e.L1500 is OK). 10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations: 10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+1155/,,/2+133%, 110=D+Commercial Ld(100%) 12 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL). Page 2of2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:38 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F3 Desc Usage : Joist(Floor) Repetitive : Yes Spacing (in.) : 24.0 Max Def] : LL=L/480 TL= L/240 Composite Action : Yes (*See Note#9) 01 0 2 03 3 fi",fiFiLl p,i 3.Ei";Eift:1 pi 21T O 1 fZ' LOADS Project Design Loads:Floor.•Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @StartEnd Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 12-6" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 7'1 1/4" 11 3/4" 333 100% Left 668 2 Obround 0 10'3 3/4" 16" 239 100% Right 533 Diameter=11 3/4" 3 Circle 0 13'6 1/4" 11 3/4" 330 100% Left 668 *Distance to center of hole,measured from left end when span#is 0, otherwise, from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 920 330 Max 100% 736 264 Min R'n 184 66 Min 100% 736 264 DL R'n 184 66 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plO 1 2 Max R'n 460 165 Max 100% 368 132 Min R'n 92 33 Min 100% 368 132 DL R'n 92 33 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 906 1 0'2" 21 2000 100% 0.45 M(ft-lbs) 4233 1 8'11" 21 6720 100% 0.63 LtRn(lbs) 920 0 0101, 21 1854 100% 0.50 See Note#5 RtRn(lbs) 330 0 23'8" 21 1854 100% 0.18 See Note#5 LLDefl(in.) 0.35 1 11,101, 21 0.59 L/821 TLDefl(in.) 0.43 1 11,101, 21 1.19 L/657 USE. WOI 60 16.00"024" o.c. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Floor sheathing of 3/4'nominal APA rated OSB or Plywood must be glued-nailed to joists and spacing must not exceed 24"o.c.Live Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:38 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 deffn exceeding U480 not recommended(i.e.0500 is OK). 10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%./2+133%, 110=D+Commercial Ld(100%) 12 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL,0 for DL). Page 2of2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:38 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F4 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL = L/480 TL= L/240 Composite Action : No 3.5",566 psi L 3.5",565 psi LOADS Project Design Loads:Floor Live=40 psf,Dead=10 psf, Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 810. 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 400 400 Max 100% 320 320 Min R'n 80 80 Min 100% 320 320 DL R'n 80 80 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(PIO 1 2 Max R'n 200 200 Max 100% 160 160 Min R'n 40 40 Min 100% 160 160 DL R'n 40 40 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 385 1 0-2" 21 1970 100% 0.20 M(ft-lbs) 800 1 4'0" 21 6250 100% 0.13 LtRn(lbs) 400 0 0101, 21 1799 100% 0.22 See Note#5 RtRn(lbs) 400 0 8'0" 21 1799 100% 0.22 See Note#5 LLDefl(in.) 0.02 1 4'0" 21 0.20 05779 TLDefI(in.) 0.02 1 4'0" 21 0.40 04623 USE. WI 60 16.00"(ED-24" o.c. f APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%112, 100=D+100%+115%•/2+133%, 110=D+Commercial Ld(1005/o) 11. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 1 of 1 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:38 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F5 Desc : Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.'S 5655 p•.i 1.5",56.5 psi r)" I I LOADS Project Design Loads:Floor.,Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 10'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. LOAD PATTERNS(*=span loaded) 1 2 1 * * 2 ' 3 SUPPORTS(lbs) 1 2 Max R'n 395 625 Max 100% 320 500 Min R'n 55 125 Min 100% -20 180 DL R'n 75 125 Min Brg(in.) 1.75 3.50 Stiffener NO NO SUPPORTS(plfl 1 2 Max R'n 198 312 Max 100% 160 250 Min R'n 28 62 Min 100% -10 90 DL R'n 38 62 Min Brg(in.) 1.75 3.50 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 410 1 7'10" 21 1970 100% 0.21 M(ft-lbs) 780 1 4'0" 22 6250 100% 0.12 LtRn(lbs) 395 0 0101. 22 1799 100% 0.22 See Note#5 IntRn(lbs) 625 0 8'0" 21 2500 100% 0.25 See Note#5 LLDefl(in.) 0.02 1 4'0" 22 0.20 L/5779 TLDefl(in.) 0.02 1 4-0" 22 0.40 04701 LLDefl(in.) -0.01 2 2'0" 22 0.20 206502 TLDefl(in.) -0.01 2 2'0" 22 0.20 2L/5841 USE: WI 60 16.00" (CD24" O.C. r APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from'Supports'section above. 6.Bearing length based on design material,support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:38 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 9. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Defl(located above beam drawing). 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+1335,o/2, 100=D+100%+115%12+133%, 110=D+Commercial Ld(10051p) 12 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL,0 for DL). Page 2of2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:39 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F6 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 35',565 psi 3,6",566)psi LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0'0" 10'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. LOAD PATTERNS(*=span loaded) 1 2 1 2 3 SUPPORTS(Ibs) 1 2 Max R'n 431 577 Max 100% 347 462 Min R'n 76 115 Min 100% -8 115 DL R'n 85 115 Min Brg(in.) 1.75 3.50 Stiffener NO NO SUPPORTS(PIO 1 2 Max R'n 216 288 Max 100% 173 231 Min R'n 38 58 Min 100% -4 57 DL R'n 42 58 Min Brg(in.) 1.75 3.50 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 429 1 8'6" 21 1970 100% 0.22 M(ft-lbs) 930 1 4'4" 22 6250 100% 0.15 LtRn(lbs) 431 0 0.01. 22 1799 100% 0.24 See Note#5 IntRn(lbs) 577 0 8'8" 21 2500 100% 0.23 See Note#5 LLDefl(in.) 0.02 1 4'4" 22 0.22 04865 TLDefl(in.) 0.03 1 4'4" 22 0.43 U3919 LLDefl(in.) -0.01 2 1-4" 22 0.20 205114 TLDefl(in.) -0.01 2 1'4" 22 0.20 204295 USE: WI 60 16.00"024" o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:39 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis O 1996-2001 Georgia-Pacific Corporation Version: 3.2 9. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Deft(located above beam drawing). 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+13351./2, 100=D+100%+115YO12+133%, 110=D+Commercial Ld(100%) 12 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL,0 for DL). Page 2 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:39 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 F_ASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F6 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",565 psi 3:5",565 psi LOADS Project Design Loads:Floor.,Live=40 psf,Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0'0" 10'0" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. LOAD PATTERNS(*=span loaded) 1 2 1 2 3 SUPPORTS(Ibs) 1 2 Max R'n 431 577 Max 100% 347 462 Min R'n 76 115 Min 100% -8 115 DL R'n 85 115 Min Brg(in.) 1.75 3.50 Stiffener NO NO SUPPORTS(pli) 1 2 Max R'n 216 288 Max 100% 173 231 Min R'n 38 58 Min 100% -4 57 DL R'n 42 58 Min Brg(in.) 1.75 3.50 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 429 1 8'6" 21 1970 100% 0.22 M(ft-lbs) 930 1 4'4" 22 6250 100% 0.15 LtRn(lbs) 431 0 0101, 22 1799 100% 0.24 See Note#5 IntRn(lbs) 577 0 8'8" 21 2500 100% 0.23 See Note#5 LLDefl(in.) 0.02 1 4'4" 22 0.22 U4865 TLDefl(in.) 0.03 1 4'4" 22 0.43 U3919 LLDefl(in.) -0.01 2 1-4" 22 0.20 205114 TLDefl(in.) -0.01 2 1'4" 22 0.20 204295 USE: WI 60 16.00" (CD-24" O.C. F APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:39 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 9. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Defl(located above beam drawing). 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%./2, 100=D+100%+115%✓2+133%, 110=D+Commercial Ld(100%) 12 Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 2 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:40 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F7 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No ,3 5',565 psi Li 3S',1365 psi LOADS Project Design Loads:Floor.Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 10'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. LOAD PATTERNS(*=span loaded) 1 2 1 2 ' 3 SUPPORTS(Ibs) 1 2 Max R'n 466 536 Max 100% 373 429 Min R'n 91 107 Min 100% -2 55 DL R'n 93 107 Min Brg(in.) 1.75 3.50 Stiffener NO NO SUPPORTS(plfl 1 2 Max R'n 233 268 Max 100% 187 214 Min R'n 45 54 Min 100% -1 28 DL R'n 46 54 Min Brg(in.) 1.75 3.50 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 454 1 9'2" 21 1970 100% 0.23 M(ft-lbs) 1087 1 4-8" 22 6250 100% 0.17 LtRn(lbs) 466 0 010.1 22 1799 100% 0.26 See Note#5 IntRn(lbs) 536 0 9-4" 21 2500 100% 0.21 See Note#5 LLDefl(in.) 0.03 1 4'8" 22 0.23 U4126 TLDefl(in.) 0.03 1 4'8" 22 0.47 U3306 LLDefl(in.) 0.00 2 018.1 22 0.20 2U4095 TLDefl(in.) 0.00 2 0'8" 22 0.20 2U3325 USE: WI 60 16.00"(cD-24" O.C. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. Page 1 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:40 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 9. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Defi(located above beam drawing). 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+115%12+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 2 of 2 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:40 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F8 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL = L/480 TL= L/240 Composite Action : No i. rE;?;psi 3.5",565 psi LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010. 10'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 500 500 Max 100% 400 400 Min R'n 100 100 Min 100% 400 400 DL R'n 100 100 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 250 250 Max 100% 200 200 Min R'n 50 50 Min 100% 200 200 DL R'n 50 50 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 485 1 91101, 21 1970 100% 0.25 M(ft-lbs) 1250 1 5'0" 21 6250 100% 0.20 LtRn(lbs) 500 0 010. 21 1799 100% 0.28 See Note#5 RtRn(lbs) 500 0 10'0" 21 1799 100% 0.28 See Note#5 LLDefl(in.) 0.03 1 5-0" 21 0.25 U3523 TLDefl(in.) 0.04 1 5101, 21 0.50 U2818 USE: WI 60 16.00" ((D24" O.C. f APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES : 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%J2+133%, 110=D+Commercial Ld(100%) 11.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 1 of 1 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:41 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 7740.FBD Information : 7740 DL DAVIS Mark# : F9 Desc : Usage : Joist(Floor) Repetitive : Yes Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : Yes (*See Note#9) " i.Gi",6601 psi 3. ,660.psi T4 3/4^ LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, T4 3/4" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 170 170 Max 100% 136 136 Min R'n 34 34 Min 100% 136 136 DL R'n 34 34 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 85 85 Max 100% 68 68 Min R'n 17 17 Min 100% 68 68 DL R'n 17 17 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 155 1 0'2" 21 1970 100%0 0.08 M(ft-lbs) 144 1 1181, 21 6688 100% 0.02 LtRn(lbs) 170 0 0101. 21 1799 100% 0.09 See Note#5 RtRn(lbs) 170 0 3'5" 21 1799 100% 0.09 See Note#5 LLDefl(in.) 0.00 1 1'8" 21 0.08 U25937 TLDefl(in.) 0.00 1 118. 21 0.17 U20749 USE: WI 60 16.00" 024" O.C. ('APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member.Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7.When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Floor sheathing of 3/4"nominal APA rated OSB or Plywood must be glued-nailed to joists and spacing must not exceed 24"o.c.Live defl'n exceeding L1480 not recommended(Le.L1500 is OK). 10. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D,20=D+100%, 30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%✓2, 100=D+100%+1155/./2+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 1 of 1 LUMBER LIMITED RICHARD TINGLEY 11 Oct 2001 9:41 am 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project: 7740.FBD Information : 7740 DL DAVIS Mark# : F10 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 7.5 ,565 Psi 3 5',565 psi 4'5 314,. LOADS Project Design Loads:Floor.'Live=40 psf, Dead=10 psf,' Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 4'5 3/4" 24"o.c.Base Uniform Load(Spacing Sensitive) 1 Uniform(plf) 550 440 100% 0 010" 4'5 3/4" *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1456 1456 Max 100% 1165 1165 Min R'n 291 291 Min 100% 1165 1165 DL R'n 291 291 Min Brg(in.) 2.50 2.50 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 728 728 Max 100% 582 582 Min R'n 146 146 Min 100% 582 582 DL R'n 146 146 Min Brg(in.) 2.50 2.50 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 1361 1 0-2" 21 1970 100% 0.69 M(ft-lbs) 1630 1 2-3- 21 6250 100% 0.26 LtRn(lbs) 1456 0 010.. 21 1799 100% 0.81 See Note#5 RtRn(lbs) 1456 0 4'6" 21 1799 100% 0.81 See Note#5 LLDefl(in.) 0.02 1 2-3- 21 0.11 U2567 TLDefl(in.) 0.03 1 2'3" 21 0.22 U2053 USE: WI 60 16.00"024" o.c. f APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max Rn from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%✓2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 11. Group=Load Combination Number+Load Pattern number.(For simple span, Load pattern=1 for LL,0 for DL). Page 1 of 1 LUMBER LIMITED RICHARD TINGLEY 2175 WEST 18TH ST , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Project : 8569.FBD Information : 8569 INTERVEST LOT 146 TURTLE SHORES Mark# : F11 Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3 G",565 psi 3.6",565 psi I 12'0" i LOADS Project Design Loads:Floor.Live=40 psf,Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 12'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 600 600 Max 100% 480 480 Min R'n 120 120 Min 100% 480 480 DL R'n 120 120 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plO 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 585 1 11,101, 21 1970 100% 0.30 M(ft-lbs) 1800 1 6'0" 21 6250 100% 0.29 LtRn(lbs) 600 0 010.1 21 1799 100% 0.33 See Note#5 RtRn(lbs) 600 0 12'0" 21 1799 100% 0.33 See Note#5 LLDefl(in.) 0.06 1 6-0" 21 0.30 02274 TLDefl(in.) 0.08 1 6-0" 21 0.60 01819 USE. WI 60 16.00" (CD-24"O.C. f APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Engineered Lumber Technical Services. 4.Design valid for dry use only. 5. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 6.Bearing length based on design material;support material capacity shall be verified(by others). 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 11.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Page 1 of 1 CITY OF , rtic Sed - 9&id4 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA:322:33-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 SUNCOM 852-5800 , ri V , y X PAGE 1 ate: 09/08/98 MANNING BUILDING SUPPLY LOG #: H0575 TRUSS DIVISION JOB #: JACKSONVILLE aalesman: DON BREWER Pitch: 6/12 sstomer: SAMPLE CUSTOMER Job Name: GELLATELY Address : Address : CHANDLER BEACH AVE. "O'asigner: KEN ------------------ ------------------------------------------------------------- Left Right %ty Span I O.H. I O.H. I Description IExticeed ------------------------------------------------------------------------------- 1 22' if 1 ' T1-H1 0 . 00 1 22' 1 ' 1 ' T1-H2 0 . 00 1 22 ' 1 ' 1 ' T2-H1 0 . 00 1 22 ' it 1 ' T2-H2 0 . 00 6 22 ' 1 ' it T-1 0 . 00 2 22' 1 ' 1 ' T-2 0 . 00 4 9 ' 10" 13 2 ' 9" 15 0 ' 9 ' 10" 13 JIP JACK 0 . 00 10 7 ' 1 ' 0 ' 7 ' END JACK 0 . 00 8 5 ' 1 ' 0 ' 5 CJ 0 . 00 8 3 ' it 0 ' 3 ' CJ 0 . 00 8 1 1 ' 0 ' 1 CJ 0 . 00 -------------------------------------------------------------------------------- - Trusses - # of Hardware - # of TJI' s Piggy' s - Jacks - # of Beams - # of TBS -------------------- Total Trusses 36 ' MANNING BLDG . SUPPLIES 11155 PHILLIPS PKWAY PHS 268-8225 JAX. FLA. 32256 6/ 12 PITCH 12 " OH SO/CUT JOB: HO575 cl CUSTOMER: GELLATELY - - LOC: BEACH AVE . Ln DESIGNER: KEN PARKER 22 ' . 14 ' (H0575-GELLATELY �- T1-H1) IIIIS DWG PRLPARI1) 1ROM COMPHIIR INPIII (IOADS A DIMINSIONS) SHIM I1111) DY TRUSS MIR. TOP CHORD 2x4 SP #2 N :T2 2x4 SP #3: 110 MPH WIND, 15.00 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 N ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WEBS 2x4 SP #3 WIND TC OL = 5.0 PSF, WIND BC DL = 5.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W5X7: W1.5X4 III W5X7 T2 W1.5X4 a W1.5X4 6 —16 +8-1-2 W3X5= W5X7 = W3X5 = W W2X5(A1) 2X5(A1) 1I 0 `.�0 7-0-0 I 8-0-0 1 7-0-0 J 22-0-0 Over 2 Supports R=1103 W=3.5" U=560 R=1103 W=3.5" U=560 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2e8 fL 1 E Scale –.375"/Ft. '•MARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING,, INSTALLING AND TIC L L 30.0 P S F R E F R151-98541 BRACING. REFER TO HIB91 (HANDLING INSTALLING ANI) BRACING), PUBLISHED BY IPI (IRUSS PLATE `JV p1i1111 XA/�/ INSTITUTE. 583 O'ONOf RIO DR., SUITE 200. MADISON, NI 53]19). FOR SAFE IY PRACTICES PRIOR TO PERF OgNING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHAH. HAVE PRO PE R I.Y ATIAC.HED `� ��� M�•Rq //, TC DL 7.0 PSF DATE 09/04/98 STRUCTURAL PANELS. HOT IOM CHORD SHALL HAVE A PR OEERIY ATTACHED RIGID CFIL TNG. `���'� '� '•IMPORTANT•• FURNISH A COPY Of THIS OFIT N 10 THE IN ST ALL AI ION CONTRAC7bR. ALPINE ENGINEERED :� �'tIFIC4 .,�'P•-� BC DL 10.0 PSF DRW IIUISRISI 98 m,i PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRUM THIS DESIGN; ANY FAILURE TO = F IS4 ,98 HUILD THE TRUSSES IN CONFORMANCE WITH TEE: OR FABRICATING, HANDLING, SNIPPING, INSTAl1IFIG AND F B C L L 0.0 P S F HC-ENG /A B E ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPI[CABLE PROVISIONS OF NUS INA TUN AI DESIGN = N..42704 s — SPECIfiCAT10N PUBLISHED BY THE AMERICAN FOR AND PAPER AS 10CIAIION) ANO IPI, AIPI NE CON NfC1OgS ARE MAD[ UI 2OGA ASEM ASSJ GRAD GAIV. STF FI IXC" AS XUIEU. APPLY CONNECTORS IO � �• TA T O T LD. 47.0 P S F S E O N - 2771 EACH IAC[ Of IRUSS. AND UNI ISS "lilt RWI SF IOC.A 11O ON IIIIS IIF SIGN, POSIIION COHNf CIHRS PIR DRAWINGS 100 A 2. INf SEAL ON [NIS DR AMING INDICATES ACI:L FIANCE Of PN UII SSI UNAI I.NGI NLINING �� •�� 4-�'��= DlJ R.FAC 1 3 3 ( R 0 M K P Rf SP ONSIH II TTY SOI ELY !OR TIIF 10.USS COMPONENT Df SIGN SHOWN. fit[ Sill TAHITI ANI) IISf Of 11115 / ' •�•. ------ -" Alpine Enginecred Products,Inc. —TION...-,.TET 1 YPART[ �� FS N6`��� COMPONENT TO0. ANY PARIIf.UTAR OUItO1NG, IS INf RLSPUMSIBIIIIY 01 1111 BIIIIUING DISIGNIN, PIR `S70NAl E SPACING 2 4,0" !'iiv�Fl. iR44 /q �� (H0575-GELLATELY - TI-H2) Ilns DWT) PRI PARI D 1 I0111 (.(IMOLAI R INPni (I nAD', A DIMI NSlnrvti) Clllltll I 11 1) H'Y IRWSS HIR. TOP CHORD 2x4 SP #2 N :T2 2x4 SP #3: 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ' BOT CHORD 2x4 SP #2 N ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC OL = 5.0 PSF, WIND BC DL = 5.0 PSF, DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W5X5 72 W5X7 W1.5X4 W1.5X4 6 r :61�_ -,h..8-1-2 W5X7= W3X5 W2X5(Al) W2X5(Al) I 0 0 1-0-0 9-0-0 I 4-0-0 i 9-0-0 i 22-0-0 Over 2 Supports R-1103 W=3.5" U-550 R=1103 W=3.5" U=550 PLT TYP. Wave TPI-95 Design Criteria: TPI STD 18.2e8 FL/-/l/-/E/-/- Scale =.25" Ft. "NARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACE NG. REFER TO HIR 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATETC LL 30.0 P S F R E F R151--98542 INSTITUTE, 583 D'ONOFRIO OR.. SUITE 700, MADISON, WE 53719), FOR SAFETY PRACTICES PRIOR 10 ``%AI%J111111111,!�!'' STRUOTUR AI PANFIS`UB OiTOM SC H OR D E S H AL L HE AY ESEST A P R O P E R L YO AT TAC HE DC,NUR I I IDAC E I LIN, PROP(RLY AI TACHED � PM••••q�,Ti/� TC DL 7 O PSF DATE 09/04/98 •P RIO DU�RSA NINC. SNARL INOT AB F ORESPUNS IBLE pFORGNA Nr TDEVIATIONLFR OMNTHIS TDFSIGN;RAC OR. AANY NEFANLUR EA EOD �S`[�� "(?,�4F1F',q;•,Y•�ip BC DL 10.0 PSF DRW KIM 151 98241155 BUILD TIME TRUSSES IN CONFORMANC[ WITH TPI; OR FABRICATING, HANDLING. SHIPPING. IN" AI.IING ANTI v"N,l ,98 �" = BC 1 L Q.D PSF HC-ENG /ABE 74�� BRACING OF iq USSES HIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OT NDS (NA110N AL DESIGN ♦ • No.4270! SPE CIF ICATIOx PUBl1SHED BY THE AME 0.ICAN FOREST ANp PAPER ASSOCIATION) AND TPI. ALPINE CUNNE{(ORS AAE MADE Of 1011 ASTM 1553 GR40 GAI M. STEEL. EXCEPF AS N07ED. APPLY CONNECTORS TO TATE • T 0 T.L D. 4 7.0 P S F S E Q N 2774 (AI:N FACE OF TRUSS, AND UNLE S$ OTMEgWI SE LOCATED ON THIS DESS GN, POSITION CONNECTORS PER '� • - DRAWINGS 160 A Z. THE SEAL ON THIS DRAW]NG INDICATES ACCEPIATHE OF PROFESSIONAL ENGINEFRING F�• •• A•• = D U R.FAC. 1.33 F ROM K P RE SPONSIBIL IiY SOLELY FOR III[ TRUSS COMPONENT OE SIGN SHOWN. THE $UITABILTIY AND USE OF THIS +moi '�••• Alpinc Engineered Products,lnc. F COMPONENT FOR ANY PARiIf-UI AR 811ll DING IS 1HE RESPONSIBILITY Of THF BI11lOENG DESIGNF R, PfR �i s �6 �' Maines city,F1. 33844 ANSI/IPI 1 1995 SECTION 7 iAAlS7�NAl�EA��W` SPACING 24.0" (H0575-GELLATELY - T2-H1) 1111S DWG PRI PARI 1) 1 ROM (,0Ml'uII k INP111 (I OADS R DIMS NSIONS) SIIBMI 111 O BY IRWSs MI R. TOP CHORD 2x4 SP #2 N BEARING BLOCKS: NAIL TYPE: 0.1310.0_g_nalls BOT CHORD 2x4 SP #2 N BRG X-LOC #BLOCKS LENGTH/BLK #NAILS/BLK WEBS 2x4 SP #3 1 5.000' 1 12" 2 NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING B139. BEARING BLOCK TO BE SAME SPECIES, SIZE & GRADE AS CHORD. 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, #1 HIP SUPPORTS 07-00-00 JACKS WITH NO WEBS. WIND TC DL — 5.0 PSF, WIND BC DL = 5.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W5X7= W1.5X4 III W5X7 145X5 0 U W5X5 r : 6I` —z � 6 8-1-2 W3X6(R) III W5X9— W3X6(R) III — W3X3 III W3X5(Al) W3X5(A1) = W3X3III 1_1 0-01, 5-1-12 _Iice°O ( 7-0-0 I 8-0-0 I 7-0-0 J IE 22-0-0 Over 3 Supports R=15 W=3.5" U=180 R=2816 W=3.5" U=1150 R=1485 W=3.5" U=790 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2e8 FL 1 E Scale =.375" Ft. '•WARNING" TRUSSES REOUIRF EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 30.0 P S F R E F R151--98544 BRACING. RCF ER TO Hill 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY I" (TRUSS PL Alf 1/11111111 q!/ INSTITUTE. 503 D'ONOFRIO DR.. SUITE 200, MADISON, Wl 53719), FOR SAFETY P0.ACTICES PRIOR TO 1 11 PERFORMING THESE FONCiIONS. UNIESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED `����Q''�•••••R'9�IA'♦j,♦ TC DL 7.0 PSF DATE 09/04/98 STRUCTURAL PANELS. BOTTOM CHORD SH All HAVE A PROPERLY ATTACHED RIGID CEILING. `��V ' ,�(1/♦ '•IMPORTANT•• fURNISM A COPY OF THIS DESIGN 70 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �.1� •((�•,,�YtIFIr,gT"."�= BC DL 10.0 PSF DRW NCNSR151 98247156 PR UD UCIS. INC. SHALL NUT RF Rf SPf1NSIflIE FOR ANY DEYIAT ION (ROM THIS OFSIGN, ANY FA IIORE TO ij l)^ ,y8 -�• p ) BUODD INE iR USSES IN f.UNF UR MANCE MIIN iPl; OR fAflRICAIINf, IIA HOLING, SII II'VING. (NSI AiI INC. ANTI l )'i w� pC LI_ O.O PSF TIC-ENG /ABE ALPINE BRACING OF TRUSSES. HIS DESIGN CUNT ORM$ WITH APPLICABLE PROVAISIONS OF NUS (NAIIONAL DESIGN = r • No,427M SGE CIF(CATION PUBLISHED BY TOME AMERICAN FOREST AND PAPER ASSOCIATION) AND iPl. AI PINE " CONNECTORS ARE NADE OF 20GA ASTM A653 GRAD GAL Y. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO TATE T 0 T.L D. 47.0 P S F S FON - 2778 EACH FACE OF TRUSS, AND UNLESS 0 HERWI SE LOCATED ON FIT DE SIfiN, POSI110N CONNECTORS PER '�• " OR AWINGS I60 A 1. THE SEAL ON THIS DR ANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �j� •�� P•• i D U R.FAC 1.33 F ROM K P Rf SPONSIB II TTY SOI EIY FOR TNF TRUSS COM NFNI DF SIGN SHOWN. 1HE SUIiAB II TTY AND USf OF TIIIS ♦ ^ _.. Alpine11�En+ginccred Products,inc OMPpMENI FOR ANY PARIICUL AR BUILDING IS 1111 RESPONSIHII IIY OF (IIF HU IIOING 0 I GNFR. PER ♦♦�(ssf"•"•rCNG`.�� -21- It, lRs4 .. .,rPl I noN ♦•!!! ON AL 1111 SPACING 24.0" (H0575-GELLATELY - T2-H2) III IS DWG PRfIIARFD IROM COMPUIIR INPUI (LOADS R DI MINSIONS) SORMIIIID IIY IROSS MIR. TOP CHORD 2x4 SP #2 N :T2 2x4 SP #3: 110 MPH WIND, 15.00 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 N ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC OL = 5.0 PSF, WIND BC OL = 5.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W5X7 = 145X7 T2 W3X5 W3X5 6 1— '""l 6 —LZ +8-1-2 = W2X4(A1) W1.5X4 III W5X7 = W3X5 WI.5X4 lii W2X4(A1) 1-0- 5-1-12 1-0 0� -�-y' 9-0-0 I 4-0-0 I 9-0-0 I 22-0-0 Over 3 Supports R=1174 W=3.5" U=510 R=837 W=3.5" U=450 R=195 W=3.5" U-180 PLT TYP. Wave TPI-95 Design Criteria: TPI STD 18.2e8 FI- - 1 E - Scale =.25" Ft. '•WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 30.0 P S F R E F R151--98546 BRACING, REFER 70 HIB 93 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE %111111E11E1/Ar� INSTITUTE, 583 D'ONOfR10 UR., SUITE 200, MADISON, MI 53)I9j, FOR SAFETY PRACTICES PRIOR 70 %%% AA. , i TC DL 7,0 PSF DATE 09/04/98 11 1.MINf, THESE FUNCTIONS. UNLFSS OI HERMISE INDICA TF D, TOP CNORD SHALL HAVE PROPE RIY AITACHFD ��� AA. ,, $TRUCTURAE PANELS, UO TTOM CHORD SH ALI HAVE A PROPERLY ATTACHED RIGID CE IL INf,. ; VAP•••••'•.•,•YY/� "IMPORTANT" FURNISH A CODY OF 1N IS DESIGN TO TME INSTALLATION LONTR AC I(IR. ALPINE ENGINEERED ��•• �,FI(-,q �I j BC DL 1O,O PSF DRW Iwo SRISI 98�4�15/ PROOUC TS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY TAT URE TO = F�CaA ,T1A - BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FAORICAIING, HANDLING, SNIPPING, INS,ATIING AND !2704 : r B C L L 0.0 P S F HC-ENG /A B E ALPINE BRACING OF TRUSSES. iNiS DESIGN CUkF ORM$ k17H APPLICABLE PROVISIONS Of NOS (NATIONAL OESIGN '�� SPECIFICATION PUBLISHED BY *,HE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CON ,OHNE CiORS ARE MADE OF 2OGA ASTM A653 GR00 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO • �ATUII TOT.LD 4 7.0 P S F S E 0 N 2781 EACH FACE OF TRUSS, AND UNt ESS UTNERWISE LOCATED ON TH I$ DE SIf,N, POSITION CONNf CIORS PE0. ^ • DRAWINGS 160 A-I. THE SEAL ON THIS DRAWING INDTCAIES ACCEPTANCE OF PRUFESSIONAI. ENGINEERING �� •�. •• * O U R.FAC. 1 .33 F ROM K P Rf SPONSIB tLI7Y SOLELY fOR THE "USS COMPONENT DESIGN SHOWN. THE SDITAB IL TTY AND USE OF ilt IS Alpine Engineered Products,Inc. , 6 Maines Cit ,Fl. 33944 COMPONENT FOR ANY PARTIC,UTAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESTGNFR. PER I $S7yifAL E t Y AN51)IPI 1 1795 SECIT0N ? •, 1Oi`f SPACING 24.0" (H0575-GELLATELY - T-1) IIIIS DWf. PRI PART 1) 1IMM (.(Ml'1111I? INPIII (IRA(IS R f11MFNSIONS) SIIHMfIM) (TY fRI1SS III IT TOP CHORD 2x4 SP #2 N 110 MPH WIND, 15.00 FT MEAN HGT, SBC, BOT CHORD 2x6 SP #2 N ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. SPECIAL LOADS ------(LUMBER DUR.FAC.=1.33 / PLATE DUR.FAC.=1.33) TC From 74 PLF at -1.00 to 74 PLF at 23.00 BC From 20 PLF at 0.00 to 20 PLF at 5.29 BC From 80 PLF at 5.29 to 80 PLF at 16.71 BC From 20 PLF at 16.71 to 20 PLF at 22.00 W5X5=— W1.5X4 III W1.5X4 III 6f— � 6 �8-1-2 W8X8= W3X5 = W3X5(A1) W3X5(A1) 30 PSF LIGHT ATTIC STORAGE 1 0-0 } 0 0 –.rte t-Y 11-0-0 _I! 11-0-0 I fE 22-0-0 Over 2 Supports R-1446 W-3.5" U-710 R=1446 W=3.5" U=710 PLT TYP, Wave TPI-95 Design Criteria: TPI STD 18.2e8 FL/-/l/-/E/-/- Scale =.25" Ft. -WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 30.0 P S F R E F R 1 5 1- -98548 BRACING. REFER TO Hie 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE ANp 11i1111/A�A INSTITUTE, 5B3 D'ON 0FR10 OR., SUITE 200, MADISON, WI 53719J. FOR SAFETY PRACTICES PRIOR TO Q ,{ I� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED `,����PC•`•M;!7g4;'ll TC DL 7.0 PSF DATE 09/04/98 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY AT CACHED RIGID CEILING. V "IMPORTANT`• FURNISH A COPY OF THIS DESIGN i0 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ��•{•��yt(f1�',q•• x+51 i BC DL 10.0 PSF DRW IICI1SR151 9824715£3 PRODUCTS,iS, INC. SHALL NOT BE Rf SP ONSIFILL FOR ANY DFY IATION FROM THIS DESIGN; ANY FAIIURE TO : Q(CTD 4 •913 fn J RU IID INE IRUSSCS IN CONFORMANCE WI IH TP 1; OR FABR ICAIIN G, FIA 11) IN f,, SHIPPING, ISr All FNG AND 427 : . �t B C L L 0.0 P S F Il f,-ENG /A B E ALPINE BRACING OF IR USSES. 7N IS UESIGN CU Nf ORMS WITH APPLICABLE PROVISIONS OF NDS (NAI IUNAL OF SI IN r • 3 SPECIFICATION PU BI ISHFD NY 'NE AMf RICAN FORE51 ANTI PAPER AS SOCIAiION) ANU 1P1. ALPINE " CONVECTOR ARE HAD( Of ZOf,A AS TN AF 53 GR70 GAIY. STEEL, EKCEDI AS NGIEO. APPLY CONNECTORS TO •o �TeA • c TOT-LD. 47.O P S F S EON - 2784 EACH FACF OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, P0SIFFGN CON Nf CrORS PER " ----- DRAWINGS 160 A I. THE SEA! ON 7HIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL IN • • .• �` DUR.FAC. 1 .33 FROM KP ♦ finAlpine Engincercd Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS '♦ FQNAI• GNI ` SPACING 2 4.0 IOMPONFNI FOR ANY PARTICULAR RUIIDING IS THE RFSPONSIRIIITY OF 1HF BUIIDING of SIf.NFR. PFR �/ , }}ainesCity,Fl, 11&14 ANSffrPl 1 95 sECrioN z -,AAS7 IE �� (H0575-GELLATELY - T-2) THIS DWG, PRI PARI D IROM COMPIIIIR INPIII (IOARS R DIMINSIONS) SIIHMI1111) HY (RIISS MIR. TOP CHORD 2x4 SP #2 N 110 MPH WIND, 15.00 FT MEAN HGT, SBC, BOT CHORD 2x6 SP #2 N ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. SPECIAL LOADS ------(LUMBER DUR.FAC.-1.33 / PLATE DUR.FAC.-1.33) DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TC From 74 PLF at -1.00 to 74 PLF at 23.00 BC From 20 PLF at 0.00 to 20 PLF at 5.00 BC From 80 PLF at 5.00 to 80 PLF at 16.49 BC From 20 PLF at 16.49 to 20 PLF at 22.00 W5X5= W1.5X4 III 6 r ) --I 6 W1.5X4 III W2X5(A1) 8-1-2 _ W8X8 W2X5(A1) 148X8= 30 PSF LIGHT ATTIC STORAGE 1-0-0 1-0-0 -�- L- 11-0-0 I 11-0-0 J fE 220-0 Over 3 Supports- R=53 W=3.5" U=180 R-1831 W=3.5" U=720 R=1012 W=3.5" U=550 PLT TYP. Wave TPI 05 Design Criteria: TPI STD 18.2e8 FL/-/l/-/E/-/- Scale -.25"/F WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 30.0 P S F R E F R151-98549 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE WNINlllllht?, INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO ��� M t fi PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �`0PM ••• FQ **i,� TC DL 7.0 PSF DATE 09/04/98 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y�' •• '•IMPORTANT•• FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED : ��YtIFI1-,9••�9' BC DL lO.O PSF DRW II(.USR1S1 �)$9AIIJ9 PRODUCTS. INC. SHALL NOT BE RESPONSIBIE FOR ANY DEVIATION FROM THIS Of SIGN; ANY FAIIURf TO = Q�V4 ,9$ BUILD THE TRUSSES IN CONFORMANCE WITH rpt; OR FABRICATING, IIANDLING. SHIPPING. INSiAttlNf, AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NAIIONAI DESIGN No.42]04 B C L L 0.0 P S F H C-ENG /A B E SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO •O' TATE T 0 T.L D. 47.0 P S F S EON - 2787 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING •�� �•��'� P.•1 r D U R.FAC. 1 .33 FR0M KP Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF fHIS I18inesCity,Fl, 33844 �MSIONf Il FOR ANSY PART ECTITNCULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING Of SIGNER, PER ��aSS70NAL�NAA�`� SPACING 24■.0" LO72! r '14--- BLOCK ._ AS SHOWN ON MAS' OF AS RECOROE'D /N PLAT BOOK-IR- PACS OF Nr p TRIC RMORns OF DUVAI rOUVrY, FI..ORIDA CER77F'IED FOR: �'ra r.c., l� G t.�p.x.�t�c. 2. � � �£� .2�.t....�....C�y�✓c-►r.r t dnJc-&]r, -nYL.6 /tiJ co, ' 4 0 U ) p 0 ..� a^.. . � ... -., ... � � .. , .. � � - , .. - - _ .- t -,-� i P _ .— _ _ ,' _. .� ...e `t � _. l` � � , _ 1 , , _ __. ... _ ... _ _, I j � ; � � _ � . ` �. � � � � �� _ j, h ,� t � 1( _ '4 1 � � � r jC t i + .� 1 �_ F�� �3 ,s� _� +, 1 _...... ....�.��.._ ...... ., � ........ .,,__...,.. _....,_.. _ ..._...... ....... . ..... _. ... ......�........��.a �f � � i � .r -- _- ..i. r - r .. // � .. i ' t t ! �__L { I _.... a ,» � � . ._ } /� ti. f � ; .� i . . �- r 1 r .._.� ._ �� r � � ,. r/ f "'. [' /rte- L :-.,.�'fy"`/ .,;X.� /�. ! ���^ ,ter _. f , w /, . CITY OF Z --,Z L ZZ Office of Building Offici 1 ;""' v,z� REQUEST FOR INSPECTIU Date le) Permit No. �� 8� Time A.M. 2� Received P.M. ZQ N a L Z Job Address Locality Owner's eF ;� Con rCONCRETE ELECTRICA PLUMBING MECHANICA ❑ Footing ❑ g Ci ❑ ❑ 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 ✓ ` Z, P.M. Inspector Final Inspection ❑ Certificate of Occupancy❑ Date t�ewv� a3'1 -a�a a NAILING SCHEDULE, Revised 4/28/98 CONNECTION TYPICAL NAILING ALTERNATE NAILING 1 ALTERNATE NAILING 2 Lap in double plate 12 - 16d common 16- 0.131"x 3 1/4" gun nails 20 - 12d sinkers 6" o.c. on edges and 12" o.c. in the field with 8d common , box, screw 6 o.c. on edges and 12" o.c. in the 4" o.c. on edges and 8" o.o.,in the SW- shealwall shank or ring shank field with 0.131" x 2 1/2" gun nails field with 0.099"x 2" gun nails 3" o.c. on edges and 12" o.c. in the field with 8d common , box, screw 3" o.c. on edges and 12" o.c. in the SW(3) - shearwall shank or ring shank field with 0.131" x 2 1/2" gun nails 6" o.c. on all supports with 8d 6" o.c. on all supports with 0.131" x 6" o.c. on all supports with 0.099" common, ring shank or screw shank, 2 1/2" smooth, ring or annular x 2" ring, screw or annullar shank WT or 7/16" Roof Sheathing, 100 4" o.c. edge nailing with 4' of edge shank gun nails, 4" o.c. edge nailing gun nails, 4" o.c. edge nailing MPH Zone of roof within 4' of roof edge within 4' of roof edge 4" o.c. on edges and 6" o.c. in the 1/2" or 7/16" Roof Sheathing, 110 field with 8d common, ring shank or 4 o.c. on edges and 6" o.c. in the MPH Zone screw shank field with 0.131"x 2 172" gun nails ------- -- - 4 - 0.131" x 1 1/2" nails in truss and Semco HCPLL/LR clip 4- 8d common in truss and plate plate Semco TPP4/6 8 - 10d common 10- 8d common 10- 0.131" x 1 1/2" nails Alpine TPA4/6 8 - 10d common N/A N/A 13- 0.162" x 2 1/2" nails in each Semco RTPGA830 13- 16d common in each member member Semco MTS27B 24 - 16d common 24- 0.162" x 2 1/2" nails Simpson HETAL 16 15- 10d x 1 1/2" 15- 16d'com (2 ply truss min.) 3/4" Thrd. Rod Epoxied (8" Emb.), Simpson HDBA 3- 7/8" bolts thru 3 studs(min) 7 - 0.148" x 1 1/2" nails in rafter and Simpson MTS 12 7 10d common in rafter and plates plates Simpson MTT28B 24 - 16d common 24- 0.162" x 2 1/2" nails Simpson HT/T22 32 - 16d sinkers 6 f-' Jeffrey K. Hulsberg PE. 3015 Hartley Rd. Suite 10, Jax, FL 32257 (904) 886-2401 t� Truss Connections The Gellately Company Chandler Residence, Beach Ave. Truss Uplift Truss Stud to Double Stud to Sill Left Inter. Right Connection Plate Connection Connection T1-H1, H2 560 560 (2) HCPLULR TYPICAL TYPICAL T2-H1 180 1150 790 HCPLL ; RTPGA830ts ; (2)HCPLL TYP ; N/A ; TYP TYP ; (2)TPP4 , TYP T1 710 710 (2) HCPLULR TYPICAL TYPICAL T2 180 720 550 HCPLL ; (2) HCPLL ; (2)HCPLL TYPICAL TYPICAL -ALL OTHER'S <510 <510 (1) HCPLULR TYPICAL TYPICAL Where RTPGA830 is indicated install two (2) No.2 SPF studs (Min.)under each bearing point. Toe-nail trusses to Dbl. Pt. with 4- 16d com. Typical: TPP4 at sill and double plate at 32" o.c. (Capacity: 410 plf or 820#uplift for trusses at 2' o.c.) Nail with 8- 10d com. HCPLULR Uplift Capacity: 510#; HDPT2 Uplift Capacity: 880# w!8- 8d com; RTPGA830 Uplift Capacity: 1950# Simpson LTT20 Uplift Capacity : 1750#; MTS27B Uplift Capacity: 3745# All connectors are SEMCO or equal (U.O.N.) Jeffrey K. Hulsberg P.E. (904) 886-2401 MAP SHOWNG Bow x suREY OF LOP: 153 14-- BLOCK?.._.. AS SHOWN ON MAIC OF AS RECORDED IN PLAT 9"--19—PAGES_'y ?'NE P ldLlC RF.I.ORD.s OF D"AI rWNTI; FLORIDA GER77FIED FOR: lo-7. w0 ' Ogg-., 4 ` Ap 1`, 17. (" �t W \\ MM 11` r V 2V O t off. �,..„ ► WE PROPERTY SHORN HEREIN APPEARS M LIE W MIN FLOOD HAZA D ZONE _x- AS SCALED MOM now INSURANCE RATE MAP et FOR THE OM' OF ,%eM.C�Vl, FLORID , DA?ED AND --._ _ ._._ ���� ..�� w.�u.►ww.wr • www mow.wwu wn Muir