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Permit SFR Att 1843 1845 Taylor Way 2010 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH FL 32233 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date 4/14/11 Parcel Number 172134 -0070- - Property Address . . 1845 TAYLOR WAY AB ATLANTIC BEACH FL 32233 Subdivision Name . . . Legal Description . . . Property Zoning . . . TO BE UPDATED Owner Contractor BEACHES HABITAT 904 241 -1222 Application number . . 10- 00001384 000 000 Description of Work . . SINGLE FAMILY ATTACHED DWELLING Construction type . . . TYPE 5 -A Occupancy type . . . RESIDENTIAL Flood Zone ZONE X Special conditions . 2007 FLORIDA BUILDING CODE WITH 2009 REVISIONS Approved 1 VOID UNLESS SIGNED BY BUILDING OFFICIAL CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: Contractor Name: /6-L•t-edLJ Permit #: /0 -- ,'5 '3 Property Address: //Xi L _ P Legal Description: Improvements to the above - described property have been completed in accordance with the terms of the permit and are certified to be ready for occupancy as: Single - Family Residence El Commercial ❑ Other: Lowest Floor Elevation: Required As Built FFE The following must be completed before issuing Certificate of Occupancy: Department Date Notified Date Approved Approved By Fire Dept. Public Works 4/—/ Z q i (L P'" Public Utilities V—/L. ¢' /L at t' i ,` Ctti Building 4-/3 4 l '3 Planning , / Z 4' / SC' Tree Mitigation Satisfied / 2 [ - t 1''b cok Final Survey with FFE Yes No All Re- Inspect Fees Paid i/ es No Termite Treatment Yes No White, Debbie From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Nodine, Phil Sent: Wednesday, April 13, 2011 9:42 AM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY OK for Public Works From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Clemons, Malcolm Sent: Wednesday, April 13, 2011 10:25 AM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY No irrigation, Inspection OK Malcolm From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Doerr, Sonya Sent: Wednesday, April 13, 2011 1:46 PM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Taylor Way surveys look fine per zoning. Sonya From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 L0 m ro ro m H 1 .0 H r r E H r vo H H H b S ro O n> n ro �1 01 E C H N CO w rP C7 CO J ■0 - H W p � tl � Ed b E O C7 H Z O O N H C PI x i i H P k T, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C H Z C p rn O C H H r H H H H H H r r H N H r r •• C 0 to Z Z MI ! �� S D 0 Y rP ' •P D iP ' ■P N N N N N N N N N N H H H H H H H H H H H H E01 O Z G • ••• ••• •• ••• E \ ?C \ k \ k \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 3i0 H r H k H C H N N H H H H H H 0 0 w w w w N N N N N N N moo 1 0 / - H EP H N w X w X w w N N 01 at A 4. iP A iP iP H H H r �1 J J J In In N Vl H H 0 M O 0 -.1 M H\ \ X \ k \ k \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ M CO i N a' OH 4-' X H X H k H H H H H H H H H H H H H H H H H H H H H H H H H H 1- C1 01-1 n r H X H X H X H H H H H H H H H H H H H H H H H H H 1-' H H H O O M M[ O w Z 10 - X X k C7 C7 HH 0A PI C y� rJ HO n0\ kM X xl k b 4 ro 4 b 3 b 37y 47y 3 3 Y' 3 n 37y 37y 3 y 3 x7 z H �� E mu 4 x k n 7C ro 47y4ro4ro4ro4ro4ro4 ro4S�4 ro4ro4 4 Enz a0 H m k y X 0 m. p 0 � En H to P4 X H ro',d Z t H m �C SSH C H M t ro ro )v b7 £ b7 IC b7 b7 b7 bl CO C7 tEl b7 b7 b bl ,hl 0 C E Q C7 N 17 C7 C7 C7 C7 C7 C7 Pi C7 C7 C7 B Cl M M y� n n H C7 r H E KJ , -xi x E ro ro x E x1 F•• m C n H M M z M m z H H O H O 0 > O G t I OJ H L1 'Z .'C1 C, z O M O C O N E H H tJ 3 M (n C7 '+7 C7 ^7 C c C bbl? En ro H M O n N \ H H z E H �,U q M E fn (n o n H M O ' 7 P ' ,1 z V \ O 'M x x x z M n n h H C7 H H o o z m C xroz z zm m OH 'n K1 n M C7 UMi ,,,T, 0 0 0 t z z 0 n r z d rrr r H H O C, C M k, ,ro (D H ro ro M x n H �ro ro n H K a z CC0 Mx m Z EZ o m H X n zzd c.4.-3 K K y z y M M C z r 'V C C m H 0 N A r N N N CI Ea Tt H 0 M M A \ H w HI-1 H.F. White, Debbie From: Walker, Chris Sent: Thursday, April 14, 2011 1:20 PM To: White, Debbie Subject: RE: CIO REQUESTS 1843 AND 1845 TAYLOR WAY Everything is good here. From: White, Debbie Sent: Thursday, April 14, 2011 11:39 AM To: Walker, Chris Subject: C/O REQUESTS 1843 AND 1845 TAYLOR WAY Chris, Have you had a chance to look at these for their c /o? Please email me your results. 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Z I-- a = } N W I I - Z o CO (n o op W W I1 Air - l : > o Y Z N F- LL = cr J Zr :ri 0 p L% CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH FL 32233 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date 4/14/11 Parcel Number 172134 -0060 - AB Property Address . . 1843 TAYLOR WAY ATLANTIC BEACH FL 32233 Subdivision Name . . . Legal Description . . . Property Zoning . . . TO BE UPDATED Owner BEACHES HABITAT Contractor BEACHES HABITAT 904 241 -1222 Application number . . 10- 00001383 000 000 Description of Work . . SINGLE FAMILY ATTACHED DWELLING Construction type . . . TYPE 5 -A Occupancy type . . . RESIDENTIAL Flood Zone ZONE X Special conditions . 2007 FLORIDA BUILDING CODE WITH 2009 REVISIONS ' Approved Gv Buil•rfl Official VOID UNLESS SIGNED BY BUILDING OFFICIAL CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: LL Contractor Name: BeA-de 146 Permit #: Property Address: /f J U Legal Description: Improvements to the above - described property have been completed in accordance with the terms of the permit and are certified to be ready for occupancy as: O Single - Family Residence ❑ Commercial ❑ Other: Lowest Floor Elevation: Required As Built FFE The following must be completed before issuing Certificate of Occupancy: Department Date Notified Date Approved Approved By Fire Dept. Public Works 4 Public Utilities 41— /Z 14 1tAttii 9- - / / C Building 11,4`.' Planning �/ t f _ /), 5d9 Tree Mitigation // - Satisfied 4 � 2- �l Final Survey with FFE Yes No / All Re- Inspect Fees Paid ✓ Yes No Termite Treatment V Yes No White, Debbie From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Doerr, Sonya Sent: Tuesday, April 12, 2011 4:46 PM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Fine per zoning. Sonya From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Doerr, Sonya Sent: Tuesday, April 12, 2011 4:46 PM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Fine per zoning. Sonya From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 z N to ?1 0 0 C= Z / vi_ O . 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Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Clemons, Malcolm Sent: Wednesday, April 13, 2011 10:25 AM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY No irrigation, Inspection OK Malcolm From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 White, Debbie From: Doerr, Sonya Sent: Wednesday, April 13, 2011 1:46 PM To: White, Debbie Subject: RE: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Taylor Way surveys look fine per zoning. Sonya From: White, Debbie Sent: Tuesday, April 12, 2011 4:31 PM To: Carper, Rick; Nodine, Phil; Kaluzniak, Donna; Walker, Chris; Clemons, Malcolm; Hall, Erika; Doerr, Sonya Cc: Graham Shirley Subject: CERTIFICATE OF OCCUPANCY REQUESTS - 1843 AND 1845 TAYLOR WAY Beaches Habitat has requested c /o's at 1843 and 1845 Taylor Way, Permit #10 -1383 and 10 -1384 for April 13, 2011. Please email me your results. 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From: White, Debbie Sent: Thursday, April 14, 2011 11:39 AM To: Walker, Chris Subject: C/O REQUESTS 1843 AND 1845 TAYLOR WAY Chris, Have you had a chance to look at these for their c /o? Please email me your results. Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX i 03/24/2011 14:05 904 - 2490703 BROOKS AND LIMBUAGH PAGE 01/02 EARLY POWER AGREEMENT & RELEASE CrlY OF ATLANTIC BEA.CR Electric power is requested now under the conditions and terms of this fully executed Agreement & Release Job Address; r' 15 0 Feerxnit ijo. _ 1 Service Type (Circle One): Overhead Underground Wc, the undersigned General Contractor and Electrician, understand and agree: 1. "Early Power" is purely for our construction, convenience, it is rent required by Codes, and does not substitute for Final Inspections the tiqp a of OccupencY ,t unit be issued before occupag and as such is at the discretion of the Building Othoial. ...,. 2. The City of Atlantic Beach will a special inspection prior to. the early power energizing. All rough inspections must have prior A v nn udinn meter base connections. 3. Occupancy or use of tho new Construction before a formal C/O constitutes fraudulent use of the earl electric service. Such action is expressly prohibited and penalized by The City of Atlantic Be ach Ordinances. A violation of t ais Agreement shall result in a request for prompt removal of electric service after a twenty -four hour notice. 4> "Early Power" release authority is the Electrician and/or the Contractor and must not occur before: a. Equipment, devices and fixtures are installed or b ail off) safely. b. Panel is complete with breakers and cover, and (la ling required at final hispecdcm). c. Service connection and gra a' is lee. d. Tie electric system has safety passe� electrical check. e. Meter can is aneatly malted with address. f. Teuaporary daress numbcrs displayed (Permanent numbers•are required for C/O). 5. This fully completed form is to be submitted to the Building Department by hand, mail or fax. 6. Future such Agreement will not be accepted froats.. who violate any one of the above items. CONTRACTOR DATE r` I PRINT NAIVE ✓ / . ai HI.BC'I•ItICIAN 7 DATE I PRINT NAME ye ittpSCO I r 800 Seminole Road, Atlantic Beach F7_. 32233 Phone: (904)247 -5826 Fax: (904)247-5845 h'ttp:l /www.coab.us revised 01 30 09 4 L Wed 91 '8S - Lbz i'06 4. '1ra wdeZZ 4 i0! 60 IN 03/24/2011 14:05 904 - 2490703 BROOKS AND LIMBUAGH PAGE 02/02 e [ y' EARLY POWER AGREEMENT & RELEASE CITY OF ATL me BEACH Electric power is requested now under the conditions and terns of this may. executed . Ag ee neat & Release Job Address: !"crrmit No. (i.17/ � Service Type (Circle One). Overhead Underground We, the undersigned General Contractor and Eleci jcian, understand and agree: 1. "Early Power" is urely for our con ction convenience it is required by Codes,_ and does rig substitute for Firm' Pechora oar the C/ (Ce cote of Occupancy) ulat must be issued beore occupancy, and as such is at the iscretian of the B ' din Dial. 2. The C' of Atlantic Beach will traps a ssporia.l insp ti"bn prior to the early power en A must have prior Approval, me dung meter base connections, ea izing, All rough • 3. Occupancy or use of the new construction before a f CIO constitutes fraudulent use of the earl e service. A +io off` on is expressly prohibited a d penalized by The City of Atlantic Beach after a twenty - four hour notice. Agreement shall result in a request for prompt removal of electric service 4. "Early Power" release authority is the Electrician and/or the Contractor and must not occur before; a. Equ ment, devices and fbctures are , ,nstalled or b t e ked ofd safely, h. Pane is complete with breakers and owe; and ( required at final inspection). c. Service cowechon and grounding is complete. d. The electric system has safely passed through electrical check, e. Meter can is ently marked with address, f. Tempotary s numbers displayed (Permanent numbers are required for C/O). 5, This fully completed form is to be submitted to the Building Department by hand, mail or fax. 6. Future such Agreements will not be accepted from those who violate any one of the above Items. CONTRACTOR A 4, c j r PRINT NAME RMI ELECTRICIAN } O / P DATE 51 ( I 1 PRINT NAME ' 1711,131111, SOO Seminole Road, Atlantic Beach FL 32233 Phone: (904)247 -5826 Fax: ( 904) 2474845 http : / /www.coab.us revised 0130 09 v 4 aBad girdc }o 4 E?;E 1.60Z 60 JeN 0 0' CI.3 ant e S N q mv l slaon I IIIAT In �i.LI� TIV HUM d�AIVaiIO��F� III A'IAIO adA02Idd� SI .LII1RIdd 00 NOI,LDSNNOD SSOHD 2iS1VM 00S81 A'INO HE,LEW /IDENNOO 2iS,LFIM 00 • oS S IH E< ddV slid Asu 'ZI,Ln 00'0SOfi' OHO AEa WEJLSAS -OQS 2IEMES OL ' S S Y YH02inS 2IdSQ EJIV'S 00'00T Q'IS TVIINEQI SEH AEU ONE 00 NV- Z'9 ONI S - MEIAEH AEG OL' S am:T HO2ims VOQ awls sa93 aaggo 'ApM- go- ggbT.z AgTD uo paoeid aq gouu2o •zauTEquoo pup . 4STT panoxdde AgTO uo aq gsnui Aurdmoa aauTEquoo ; ;o TTog SHENEISY3 ,LOEdSNI Oil, SMOQNIM aav OL SSE00Y EQIAO2Id x SMOQNIM EHy NO NIYWE2i Oy EZIV SUSXDI1S aav* as inOsH SNOI,LOfISNI NOI,LVTIX,LSNI NOI1OEdSNI WOG QNV MOQNIM 'O'D Oy 2IOIdd ANVdWOO 'IO2IILNOO 1SEd QESNEOI'I V AS «EON6'I'IdWOO ao E1YOIIIIHE0II LIWSnS* EQOO OIUIDE'IE'I fNOIIVN SNOISIAE2I 6002/M EQOO ONIQ'IIng FIQI2iO'IA LOOZ* squauiulo0 pup sagoN IPTDadS TT /ZZ /S ' ' agpa uoTJ,1Tdxs 000SL • ' • • uOTJ flIeA • • • • aqpQ anssl 00'06T ' ' aaa s{oau0 uPTd 00'08E aad gTULIad • • osap TPuoTgTPPY 1IWHEd ONIQ'IIns gzui2ad X ENOZ auoZ pooTd 'IFII1NEQISSH adAy Aoupdn000 V -S Ed211 adA1 uoTgon.zgsuo0 000 000 uoT aangonagS ZZZT - Ti7Z (r 06) ZZZT - TT,Z (1706) ££ZZ£ Zd HOYES OILMY'IIY E£ZZ£ Zd HOVHS OI1NFPIIV EQNHAY S I ONIEdd 1L91 'HAY S I ONVIld T L 9 T .. 1VLISYH SEHDVHS IYIISYH SEHOYSS .zol o>?.zquo0 .zauMO ATTur ; pauoPgTe osap uoTgPDTTddy* OOOSG • • • • uoTTenTPA uoTTeoTTddy QE,LFz'Qan as 0,1, buTuoZ AJ.zadoad ONI'I'IEMQ QEHOV11V AqINVd E'IONIS uoTgdTaosap adAq uoTTeDTTddy AVM 2i0'IAY1 £7v8T ssaappy Aliado.zd OT /£Z /TT @Tea £8£T0000 -0T .IaquinN uoTTeoTTddV 9Z8S 1MI'I IINOHd AIOI,LDadSAII ££ZZ£ 13 `HDV 1f DI LNIV'LL�' ,; ,._ CI (WON II'IOAIIMIHS 008 HDVaI DIINV'11V AO AID �� . .� , •saaoD O Itu1IIII VQIII013 311.E UNV SI3NVNIQHO H3V3H MII,NVIIV AO AID ITV HIIA1 1DNVQ2IODDV NI A'INO QaAOHddV SI III4RI3d 00' 00' Oi7'90Z9 0V90Z9 Tegoy pupa 00' 00' OTi' 9E95 OTi' 9E9S Tegoy as I aatjg0 00' 00• 00 00•061 TP40y xoagD uPTd 00' 00• 00'08E 00'08E T>?goy aad gzwzad ana pagzpa.z0 piE'd paareqD S t uiulns aa3 OZ /EZ /11 a4ea E8E10000 -0Z .zaquinN uoTTeoTTddy Z a5ed ci TIC Vi 9Z8S HMI 3t IOHd AIOLLL »dSAII ££ZZ£ 'Id `HDVIf DI1NIV IN 11VO2I H'IONiIIAi3S 008% :' HDV111 DIINVI,LV 30 AII3 ` '' ' 4: Ir =' r� . - -- - • - - -- - - -♦ o b6LLtI1i: 7#POsPREuAa21 ' ` . 1 • - - - £iOZ'0t unr saildx3 . wwo0 AW -• ° • * iiu * •: .I �.. 4 ti6LL68 Oa # uoissiwwo^ • eDlao1a 40 ate)s - oi�gnd ARAM i :� :V i otlgnd T / I Clog '01. unr sa�idx '`'•`, `�`' NVW33d3 'W 33A0r ''i% 'r'1lu?YY 3 wwo J S w - , " � . • 1 ( o ' r 1 lQnd �o 417r0, - NVW33!!d 'W 30AOP 1.W' '�d Ati �O` -- te a - q• Wrap 0 N IO Xua L 6 si am azolaq pagizOSgns puE O. moms — 41,80‘` _ � _ _ _ �'� i,� 4!v Jo �fBG� srcf our a,rojoq paquosgns puu of uzonac •- i vr...va ataEN Iul rd L-,2 \-‘,,,_1, Yc 108. atuE uu ' K v (/ am^- / Ano eZluoO Jo am1En2TS --• / .Juno Jo ampuigs •uozzon.azsuoo fo aouvu opad ay; .ao uoz$on.gsuoo ffugvin.Sa a ntv pool .ao `a ;n ;s lvaapaidazlpo Atop suozsznojc atp laouvo .to a ;vloin 0,7 e(;1.tozl ,inv anz2 o; auansa.zd jou stop ;zuatad v Jb 2upuva.g mil jou io wax' pazloads .tazpay t /opt pazldzaoo aq ma *tom ((o' add slip ffuluaano2 saouvu?pao puv snavl jo suotstno.ad ll y' wa.t too pun an.v aq o,1 autos alp naoznl puv uor�vozlddv szzp pauzuavxa puv pva.' anvil I lvz[1 guao Xga.tatl1 3O II3IZO1c WIOA 0M DTOa� a2I O3ag�� I O tv .V TO Ha marl Hf1OA RI,IM Z'I[1SNOD ONILDNYNII3 NJVI,EO os (IN[ 1M 110A 3I 'A,.L2Iado2Id U(lOA 01 SiNaIAIAAOILHAII 2103 aDIAALL 9WIAVd HI1OA Mt LITE1SM' AVIV 1.NIIlAIa3AIII ATIAIOD 30 IIoIioNT v Q2IoDau OZ IIZIL1'Ily3 2II10A : aNMO OZ ONINHVAA. `s a�vag `sra7log ',worming 'Rood �s a �su�g `�u1 urn ro o ao a rnoas aq .o1a `srauoplpuo3 .rW pun mini 1 d 11 S 4 1d m UPd1 ,Lp q �,snw syizmaad a. puv saapun 1 paouaiuutoo s. almM Ja v awl a(uv .zv sz (9) xzs�o pot.radn aof pauopuvgv do papuac , �g m e . 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W a) z H 0 o c CD E", • (-1 a y W o v) cn . • z W 0 �_H .re 0 0 = < v) x E-W O on 0 (" -0 1 c' ;- • y o -" s 'C3 a) ,— a) A EL1 E- W d �0 W 0'" A. o a 0 v) ct 0 C4 a eu o P. x a $.. W 'd E C' • a E H z" 1% 8 to 4 a, cd 6 i = x E" v cri 0 0 0 o .� c� v, C':1 W >, ,4 ¢aavnUxwo P4 E w wt �a o3N ° >0.4,...., w r f - ^" v) ^' N M 4 � .6 N u p V - N M 4 vi .6 00 0: •-- — .-� 7 .-•, N z W 4; U a) o o • U v, cn Q) ^C 'O p., 40 y O 0 • ^ r. 0 3 a) up V W 4 et en W 4 . U r V N gO i < .0 E-+ M 78 N o 0 R • v CA E 0..) o ) > - � a� L) o en - d 0. o 1 0 N .c O O � 3 a V N 0) cd U Q] Ri b .- : v • •> - �-. W `zt • a: el > 0 N O■ i44 V a r.,,..,1 E "0 0 U E 'er N L=. a - - o z x bra, >.F'3 w C. z � . �o0 al a> 0 a) > 13' d 4-A = o ° z � . cd • Q w C6) = Ct Ct O �> N , 'V) w x ct o o O = v 4 a Gcs F C7 '' u) V N M 44 U M E, A ct> �O n N 0 0. y � 7.-+ O r, ,.. o e , .b d Q A .� E 44 m m , izo a ��� 0 0 c� z CCS b z z W ° -- - 0 -0a ,� >, Q z b 0 3 o a � ° a k FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Habitat Beaches 2 Stry 3 Bd w storage Builder Name: Habitat For Humanity,Jacksonvi Street: /9 -i-a r4 ? V ,q w,9y Permit Office: A 7 i ,) ) L 435 City, State, Zip: r ic.. 3EA - G1'' F 3223 Permit Number: Owner: Habitat For Humanity,Jacksonville B each Jurisdiction: 261300 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi- family a. Frame - Wood, Exterior R =11.0 1140.00 ft 3. Number of units, if multiple family 1 b. N/A R= ft2 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? Yes 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft2) 1242 a. Under Attic (Vented) R =30.0 660.75 ft b. N/A R= ft 7. Windows Description Area a. U- Factor: Dbl, U =0.47 113.80 ft2 c. N/A R= ft2 SHGC: SHGC =0.41 11. Ducts b. U- Factor: N/A ft2 a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft2 a. Central Unit Cap: 24.0 kBtu /hr SHGC: d. U-Factor N/A ft2 SEER: 14 SHGC: 13. Heating systems e. U- Factor: N/A ft2 a. Electric Heat Pump Cap: 24.0 kBtu /hr SHGC: HSPF: 8 Types 14. Hot water systems 8. Floor T yP Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft2 Cap: 40 gallons b. Floor over Garage R =19.0 20.00 ft2 EF: 0.92 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat Glass /Floor Area: 0.092 Total As -Built Modified Loads: 24.35 PASS Total Baseline Loads: 31.78 I hereby certify that the plans and specifications covered by Review of the plans and THE ST0. this calculation are in compliance with the Florida Energy specifications covered by this ,/ ' V .. h.. :, "9 .. 0 Code. t� t-�'P LAr ►J calculation indicates compliance ? , `- if ? S : ,." with the Florida Energy Code. ! ,- ...- ; 0 PREPARED B _. ___ Before construction is completed 1 _ ,. v i td DATE: III . _t;�_yjgr this building will be inspected for ' a compliance with Section 553.908 `- p I hereby certify that this building, as ,� signed, is in compliance Florida Statutes. ':. *rte +' �x 5� L with the Florida Energy Code. fe..s.... _ ) F- �). , G'00 WE ... OWNER /AGENT: _ 1 --1' ---t0- The c.--5 BUILDING OFFICIAL: _ m DATE: ,://7 / t ? DATE: L /,/ 7 - /v FILE COPY f L iontum. zr,z,,tigaiii.,v,:z.,„:„:„.7,,,,,,,,,„,,,,,„:1 11/4/2009 10:56 AM EnergyGauge® USA - FlaRes2008 Page 1 of 5 Building Input Summary Report PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: User Bathrooms: 2.5 Lot # '919 Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: / +,LJ& 1JJL As # of Units: 1 Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: 41.1 .�, Y 4 ° ' iy Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: 04 1 %.,4 ,,ii, —,z., 8F-4-Z))- Family Type: Multi- family Whole House Fan: FL 3 Z 1.-34 New /Existing: New (From Plans) Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE INTL_ARPT 32 93 70 75 1281 49 Medium UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $ /Unit Electricity kWh Jacksonville Electric Authority 0 0.07 Natural Gas Therm Florida Average 0 1 72 Fuel Oil Gallon Florida Default 0 1.1 Propane Galion Florida Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Ornt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio 66 ft 0 630 ft' 0 0 1 2 Floor over Garage 19 20 ft 0 0 1 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or shed Composition shingles 664 ft 104 ft Dark 0.92 No 0 18.4 deg ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft2 Y N 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 1 of 4 Building Input Summary Report COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central nit None SEER: 14 24 kBtu /hr 720 cfm 0.75 False ■ HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF: 8 24 kBtu /hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Credits 1 Electric 0.92 40 gal 60 gal 120 deg None SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume U -Value Surf Area Exch Eff Pumped Energy DUCTS - - -- Supply - - -- - - -- Return - - -- Air Percent # Location R -Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 243.4 ft Interior 60.85 ft 1 Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling X J Feb MA X a X Ju X Jul X Au X Sep X O N X D Heating [ Xi Jan an X f i Feeb X f Xi Mar ar X f Xi Apr r � Xi M [ X i Jun n f Xi Jul f Xi Au f Xi Sep [X Oct ct X E X� Nov ov r Dec Venting X Jan [ Feb X Mar [Xi X May X Jun X Jul X Aug X Sep [X Oct X Nov [X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 3 of 4 t PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 2.5 Lot #R Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: /41.4,4A.,>4. ✓rt,s.ALS # of Units: 1 Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: /74-) ��, Permit Office: Jacksonville Rotate Angle: 270 County: l k,..)...4 Ni Y Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: Y T A-)7°i t, E14e.11 Family Type: Multi- family Whole House Fan: �, 3 ZL3.3 New /Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE _INT 2 32 93 75 70 1281 49 Medium FLOORS V # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 66 ft 0 630 ft 0 0 1 2 Floor over Garage 20 ft' 19 0 0 1 ROOF V / Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or shed Composition shingles 664 ft 104 ft' Dark 0.96 No 0 18.4 deg V ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft Y N CEILING 1 / # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS Cavity Sheathing Framing Solar # Ornt Adjacent To Wall Type R -Value Area R -Value Fraction Sola 1 N Exterior Frame - Wood 11 324 ft 0 0.23 0.8 2 W Exterior Frame - Wood 11 480 ft 0 0.23 0.8 3 S Exterior Frame - Wood 11 320 ft 0 0.23 0.8 4 E Exterior Frame - Wood 11 16 ft 0 0.23 0.8 FORM 1100A -08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: / S 93 7 - y&, ,4 4 L_)4_3,/ PERMIT #: fI re-4.1a I- c, Ov:44r4- , FL, 3 Z Z 3 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106 AB.1.1 Maximum 3 cfm /sq.ft. window area; .5 cfm /sq ft door area. Exterior & Adjacent Walls N1106.AB.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top /bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate. Floors N1106.AB.1.2.2 Penetrations /openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to theoerimeter, penetrations and seams. Ceilings N1106 AB.1.2.3 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures j N1106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, _ - - tested. u ti-story Houses N1106 AB.1.2 5 Air barrier onperimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N112.ABC 3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built in heat trap required. Swimming Pools & Spas ' N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non- commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems I N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R -6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both N1102.B.1.1 sides. Common ceiling & floors R -11. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. l A rc� -.�vn. c: , FL, X23 3 6'01 C;4 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi- family a. Frame - Wood, Exterior R =11.0 1140.00 ft' 3. Number of units, if multiple family 1 b. N/A R= ft c. N/A R= ft 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? Yes 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft') 1242 a. Under Attic (Vented) R =30.0 660.75 ft b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U- Factor: Dbl, U =0.47 113.80 ft SHGC: SHGC =0.41 11. Ducts b. U- Factor: N/A ft' a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft2 a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U- Factor: N/A ft2 13. Heating systems SHGC: 9 y e. U- Factor: N/A ft' a. Electric Heat Pump Cap: 24.0 kBtu /hr SHGC: HSPF: 8 14. Hot water systems 8. Floor Types Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft Cap: 40 gallons b. Floor over Garage R =19.0 20.00 ft2 EF: 0.92 b. Conservation features c. N/A R= ft' None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building ••• ... • ""'.••. Construction through the above energy saving features which will be installed (or exceeded) tipF . ;. to,...., in this home before final inspection. Otherwise, a new EPL Display Card will be completed / '. ', .ct ': based on installed Code compliant features. � ,,, �; c ' .base•; 47 . p Builder Signature: i Date: /j// , 4 ... : _ _ __c3 c r Re ` 6 Address of New Home: i i�.� - IA ? , v � LeJ•�� Cit /FL Zip: �v�. r, c. . i r► ... Y � s . COD -g FL .3 2 -Lay wE *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com 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. * *Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 I Habitat For Humanity, Beaches 1242 Sf HVAC Load Calculations for Habitat For Humanity,Jacksonville Beach 1671 Frances Ave Atlantic Beach, FI. 32233 j1111113 oftware ,___,_.____, I 1 ' ` A RESIDENTIAL AND LIGHT , '� COMMERCIAL HVAC LOADS Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI. 32218 904 757 -3569 Wednesday, November 04, 2009 , j hvac - Residential & Light Commercial HVAC Loads Home Energy Services Elite Software Development, Inc. Habitat For Humanity, 1242 Sf [Jacksonville, FL 32218 tY , Beaches - - Page 3 Miscellaneous r Report ' ' S stem 1 Whole House = — — = - __ _ - -_ — _ Y Outdoor Outdoor Outdoor Indoor Indoor Grains l Input Data D ry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 72 n/a Summer: 94 77 47% 50% 75 48.06 1 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.01000 0.01000 Pressure Drop: 0.1000 in.wg. /100 ft. 0.1000 in.wg. /100 ft. Minimum Velocity: 550 ft. /min 450 ft. /min Maximum Velocity: 600 ft. /min 750 ft. /min i Minimum Height: 0 in. 0 in ! Maximum Height: 0 in. 0 in [ Outside Air Data - - -- -- - Winter Summer Infiltration Specified: 0.350 AC /hr 0.350 AC /hr 58 CFM 58 CFM ' Infiltration Actual: 0.350 AC /hr 0.350 AC /hr Above Grade Volume: X 9,932 Cu.ft. X 9.932 Cu.ft. 3,476 Cu.ft./hr 3,476 Cu.ft. /hr X 0.0167 X 0.0167 ' Total Building Infiltration: 58 CFM 58 CFM Total Building Ventilation: 0 CFM 0 CFM - -- System 1 - -- Infiltration & Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 43.96 = (1.10 X 0.999 X 40.00 Winter Temp. Difference) Winter Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown Summer Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown (Duct Load Factor Scenarios for System 1 Attic Duct Duct Surface From No. Type __Description _ Location Ceiling Leakage Insulation Area MDD 1 Supply Main Attic — — p 16B 0.09 — 0.15 6 32 29 No 1 6 329 No 1 Return Main Cond. Space I 8 Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Page 5 j Total Building Summary Loads Component Area Sen Lat Sen Total t Description Quan Loss Gain Gain 4A-3v-o: Glazing-Double D pane n to -e (e 2, v0 ore 113.8 2,138 0 3,117 3,117 Y f ram u- value 0.47, SHGC 0.41 11D: Door -Wood - Solid Core 40.3 630 0 472 472 12B -Osw: Wall- Frame, R -11 insulation in 2 x 4 stud 985.9 3,825 0 2,690 2,690 cavity, no board insulation, siding finish, wood studs 16B -30: Roof /Ceiling -Under Attic with Insulation on Attic 660.8 845 0 1,142 1,142 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R -30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 66 3,585 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil 20P -19: Floor -Over open crawl space or garage, Passive, 20 40 0 14 14 R -19 blanket insulation, any cover Subtotals for structure: 11,063 0 7,435 7,435 People: 4 800 920 1,720 Equipment: 0 3,050 3,050 Lighting: 0 0 0 Ductwork: 3,821 500 3,108 3,608 Infiltration: Winter CFM: 58, Summer CFM: 58 2,547 1,892 1,210 3,102 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 821 821 Total Building Load Totals: 17,431 3,192 16,544 19,736 - - - I Check Figures Total Building Supply CFM: 753 CFM Per Square ft.: 0.606 Square ft. of Room Area: 1,242 Square ft. Per Ton: 658 Volume (ft of Cond. Space: 9,932 Building Loads - - - - Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH Total Sensible Gain: 16,544 Btuh 84 % Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons (Based On 73% Sensible - - - Capacity) Notes - Calculations are based on 8th 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 Toads. . . a Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf ' Jacksonville, FL 32218 Pam? 1 I System 1 Room Load Summary -- Htg Min Run Run Clg Clg M Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM -- -Zone 1 - -- 1 Kitchen 108 1,361 28 1 -7 454 2,669 319 121 121 2 Dining Room 105 3,347 68 1 -6 460 1,986 272 90 90 3 Powder 49 528 11 1-4 122 159 53 7 11 4 Living Room 375 5,128 104 2 -6 605 5,220 1,025 237 237 5 Br2 130 2,129 43 1 -5 602 1,805 332 82 82 6 Br 3 143 1,159 23 1-4 636 1,220 133 55 55 7 Laundry 42 444 9 1-4 174 334 80 15 15 8 Bath 68 885 18 1-4 475 911 139 41 41 9 Master Bedroom 33 775 16 1-4 277 531 153 24 24 WIC 10 Master Bedroom 154 1,527 31 1 -5 502 1,504 186 68 68 11 Stairway 35 149 3 0 -0 0 206 0 9 9 Duct Latent 500 System 1 total 1,242 17,431 352 16,544 3,192 753 753 System 1 Main Trunk Size: 16 in. Velocity: 539 ft. /min Loss per 100 ft.: 0.049 in.wg [Cooling System Summary Cooling Sensible /Latent Sensible Latent Total i Tons Split Btuh Btuh Btuh Net Required: 1.64 84% / 16% 16,544 3,192 19,736 Recommended: 1.89 73% / 27% 16,544 6,119 22,663 Actual: 1.92 73% / 27% 16,790 6,210 23,000 Equipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: GSH 130241 B* GSH 130241 B* Indoor Model: AEPF183016B* Brand: GOODMAN, JANITROL, AMANA GOODMAN, JANITROL, AMANA DISTINCTIONS, EVERREST, 0 DISTINCTIONS, EVERREST, 0 Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8 HSPF 14 SEER Sound: 0 bels 0 bels Capacity: 47 °F: 22,000 / 17 °F: 12,000 Btuh 23,000 Btuh Sensible Capacity: n/a 16,790 Btuh Latent Capacity: n/a 6,210 Btuh ARI Reference No.: n/a 3160497 RhViC - Residential & Light Commercial HVAC Loads Elite Software DevelOpment,ini. Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Page 9 Building Rotation Report (cont'd) Building Rotation Tonnage 1.9 1.8 o co / 1.7 t ,„ 1.6t 1.5 South Southwest West Northw est North Northeast East Southeast Direction Front door Faces — Building Recommended Tonnage Building Net Tonnage Julius Lee RE: 352540 - 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Site Information: Project Customer: Beaches Habitat Project Name: 352540 Model: 2 Story, 3 bedroom Lot/Block: Subdivision: Address: 1843, 1845 Taylor Way City: Duval State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Paine Lawrence A., PE License #: 21475 Address: 319 Oglethorpe Blvd. City: St. Augustine State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf L Roof Load: 32.0 psf This package includes 17 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15- 23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No Seal# Truss Name Date 1 14532276 CJ01 11/8/010 2 14532277 0J03 11/8/010 3 14532278 CJO5 11/8/010 14 14532279 EJ01 11/8/010 5 14532280 EJ07 11/8/010 6 14532281 HJ07 11/8/010 17 14532282 T01 . 11/8 /0 . 1 8 . 14532283 T02 11/8/010 9 ,14532284 T03 11/8/010 10 14532285 T04 11/8/010 11 . 14532286 T05 11/8/010 112 14532287 T06 11/8/010 13 14532288 T07 11/8/010 14 14532289 T08 11/8/010 15 14532290 T09 11/8/010 16 14532291 1710 11/8/010 17 14532292 T11 11/8/010 The truss drawing(s) referenced above have been prepared by MiTek \, 4 1 0 i I Inc. under my direct supervision based on the parameters \\`� us `� N � /, provided by Builders FirstSource (Jax). ,�.•• 410ENs . •• �AC\ Truss Design Engineer's Name: Julius Lee = * • No 34b69 My license renewal date for the state of Florida is February 28, 2011. — A '• : tiJ NOTE:The seal on these drawings indicate acceptance of ; 0 ' •. professional engineering responsibility solely for the truss T '. STATE OF .• components shown. The suitability and use of this component • • pi. 0 RI D P.• ■ C� ∎ � for any particular building is the responsibility of the building // '/;S�ONA� �? \\ designer, per ANSI /TPI -1 Chapter 2. 111111 'November 8,2010 1 of 1 Julius Lee ... • - . ---- . } FILE COPY J - Truss Truss Type Qty Ply 14532277 1352540 CJO3 JACK 4 1 Job Reference (optional) 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:51 2010 Pa d Page 1 • Builders FirslSource, Jacksonville, Fl 32244 _ 9 -0 -0 3 -0 -0 1 2 -0-0 3 -0 -0 1 .- Scale = 1:10.3 3 ! I 4.00 12 / 2 --- / � � O % 81 -��' / '` 2x4 = 4 1 \________------____ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2 -4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation •uide. REACTIONS (Ib /size) 3 =29 /Mechanical, 2= 254/0 -3 -8, 4= 14/Mechanical Max Horz 2=139(LC 4) \\ I I Max Uplift 3= -37(LC 7), 2=- 358(LC 4) \ \N ` , S S` ' /� / / / /. . Max Gray 3 =29(LC 1), 2= 254(LC 1), 4 =42(LC 2) \" `` . // \GENSF �� FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) *' No 34 9 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable en2f - - zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — - 0 • (Y _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — '3 t. • (L 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will O ; (v \ fit between the bottom chord and any other members. �..(\ STATE OF 4) All bearings are assumed to be SYP No.2 . --• ^ ` • F P • s . . 5) Refer to girder(s) for truss to truss connections. i \ t ORI \ ,,N. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 3 and 358 lb uplift at joint " "/ V s� ^' !_ ` .• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7/ / / O / t V A 11 \ \ \ \�\ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 8,2010 WARNING - Verify design parameters and READ NOTES ON 77700 AND INCLUDED 77717107 REFTSRENCE PAGE MII7 473 REPORT USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 14532279 352540 1 EJ01 MONO HIP 2 1 Job Referenceloptional) Builders FirsiSource, Jacksonville, F132244 7.140 s Oct 1 2009 MiTek Intlusiries, Inc. Mon Nov OB 15.43:52 2010 Page 1 2 - 4. - 0 _ 1 __. ____ — ._ - _ _ X4-9 - — I___ _ 7 - - __4 . 2 -0 -0 6 - - 1 -0 -0 Scale = 1:17.6 4x5 = 3 4 ' • ■ T2 4.00 [12 / / /'■ j / _------- j T1 / ----- W1 / 2 / 9 B1 ' x = 5 6 ' \ i 2x4 II 7-0-0 __ --- - -- 7 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 2 -6 >471 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.17 2 -6 >473 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.03 4 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4 =22 /Mechanical, 2= 355/0 -3 -8, 5= 176 /Mechanical Max Horz 2= 154(LC 4) \\ 111 1 1 1 f j/ f " // Max Uplift2=-288(LC 4), 5=- 116(LC 4) � \\ vS S• /// Max Gray 4 =53(LC 2), 2= 355(LC 1), 5 =176(LC 1) , • • • • • • • • // ■ N. • LICENSE C.A. .r N. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ WEBS 3- 6=- 162/351 * ' • No 3 9 NOTES (10 -13) - 1) Unbalanced roof live loads have been considered for this design. — 13 • • 2) Win ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C— : LLJ Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 __I 3) Provide adequate drainage to prevent water ponding. � < O STATE OF .• .� � � 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P • •' \ t. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will i, v • F OR .. \ N. 1 any fit between the bottom chord and an other members. / ///16:/, \ \� 6) All bearings are assumed to be SYP No.2 . ON A1- - \ \\\ 7) Refer to irder(s) for truss to truss connections. / // j i j i 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 2 and 116 Ib uplift at joint 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 8,2010 9 jm WARNING - Verify de.eiyn paramet rs aad OF,'SL NOTES ON THIS AND INCLUDED WEEK REFERENCE PAGE: 31II - BEFORE 1'SF. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information availoble from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss I Type jQty Ply 14532281 352540 -/J07 MONO TRUSS 12 1 _ 1 Job Reference (ogtional_ Builders FirstSource, Jacksonville, Fl 32244 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:52 2010 Page 1 —__ —_ _ - 2 -9 -15 I 5-4 -11 I _ 9 -10 -13 I ' 2 -9 -15 5 -4 -11 4 -6 -2 Scale: 1/2 " =1' 4 2.83 52 10 3x4 3 --'' R. _' O , 2 i W1 11 12 7 13 6 � 2x4 3x4 — 3x4 = - - -_. — _._.__.._ 5-4-11 .__— -- - - f --- --- 9 -10 -13 _ __ __.____ 5 -4 -11 4 -6 -2� Plate Offsets AY):_ 12:0-1- 12,0- 1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.04 6 -7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.07 6 -7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 42 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8 -7 -10 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS (lb /size) 4= 139 /Mechanical, 2= 436/0 -5 -11, 5= 201 /Mechanical Max Horz 2 =234(LC 3) Max Uplift4=- 166(LC 3), 2=- 633(LC 3), 5=- 144(LC 6) 1 Max Grav4= 139(LC 1), 2= 436(LC 1), 5= 231(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -8 =- 616/461, 8 -9 =- 619/457, 3 -9 =- 586/461 BOT CHORD 2 -11 =- 528/577, 11 -12 =- 528/577, 7 -12 =- 528/577, 7 -13 =- 528/577, 6- 13=- 528/577 WEBS 3 -6 =- 604/553 NOTES (10 -13) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 5 \ \ \ \ 1 1 I I I / / ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 4, 633 Ib uplift at joint 2 \\ / and 144 Ib uplift at joint 5. \\�\ \. K / \ S S / /// • / 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` S V ' • ` 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib up at 1 -5 -12, 39 Ib up at = 's • L \CENSF ' • . �-- 1 -5 -12, 25 Ib down and 25 Ib up at 4 -3 -11, 25 Ib down and 25 Ib up at 4 -3 -11, and 48 Ib down and 95 Ib up at 7 -1 -10, and 48 Ib dowry \` and 95 Ib up at 7 -1 -10 on top chord, and 16 Ib up at 1 -5 -12, 16 Ib up at 1 -5 -12, 12 Ib down at 4 -3 -11, 12 Ib down at 4 -3 -11, and 4218 W No r9 9 . '*- down at 7 -1 -10, and 42 Ib down at 7 -1 -10 on bottom chord. The design /selection of such connection device(s) is the responsibility O'f others. L. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). — _ • 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any W particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. -- 0 ; Ili 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) % T •. STATE OF \ 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 % ••• F�ORiD \Q ' ■ LOAD CASE(S) Standard ' 0N • <\ \ \\ �� \ 01111■\ .nt . •d .n ... - ___ November 8,2010 . WARNING - Verify deszgrt parameters anti READ Notes ON TINS Altit) INCLUDED MITBF( REFERENCE PAGE 500/ 7473 BEFORE ONE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 14532282 352540 T01 ,GABLE 4 1 j .,.,Job Reference (optional) Builders FirstSource, Jacksonville, 132244 32244 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov OB 15:43:52 2010 Page 1 244 4 21.4 -4 - I 2 -0 -0 2 - 10 - Scale = 1.9.7 3x4 % 34.00 ,12 6x8 = 4 ■ i 2 W1 • j 5 j 2x4 = 5x8 1 2 - 10 - 4 . _.. 2-10-4 -i Plate Offsets (X Y): (2:0- 3- 8,Edge1, r2:0- 5- 12,Edge) j4 :Edge,0 1 12L LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 j (Matrix) Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10 -4 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 239/2 -10 -4, 5= 45/2 -10 -4 Max Horz 2= 111(LC 4) Max Uplift2=- 342(LC 4), 5= -25(LC 7) Max Grav 2= 239(LC 1), 5 =49(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1 NOTES (10 -13) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002, 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1 -4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will 1 1 I i i l / fit between the bottom chord and any other members. �� 1 `v / /// \� 7) All bearings are assumed to be SYP No.2 . \\ 5 S• /t / i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 Ib uplift at joint 2 and 25 Ib uplift at joint �� ' . • • • • • • • . 5. � J • • \ - \C ENSF •• •� 'i 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any * • NO 79 9 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) — 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334E • LOAD CASE(S) Standard �� STATE OF •• . `� ' • ••. E t ORIOP s .. • �\ / 's s /ONAL , \ _-_ November 8,2010 . WARNING 17" ily design paInGonters and Rfi1)) NOTES ON THIS AND INCLUDED :0171517 REFERENCE PAGE 71)7 7473 REPORB 05R Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Tr uss Truss Type Oty !Ply 14532284 352540 T03 GABLE 2 1 _ ____.__ —._— - __ 1Job_Reference_(optiona0 Builders FirstSource, Jacksonville, FI 32244 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:53 2010 Page 1 5-0'0 10 -4 0 - -- — - - -- I • 2 -0 -0 5 -0 -0 5 -0 -0 Scale = 1:22.6 3x4 2x4 II 2x4 II 4.00 [2 4 5 6 3x4 / -- 3 3x4 % �_- 7 2 /� \ T2� /, i Ti � ��� 2 / / 8 Le. 3 m o 2x4 = 5x8 2x4 !I 2x4 5x8 !I 2x4 = 1 i I 10 -0 -0 H 10 -0 -0 Plate Offsets (X,Y): [2:0- 3- 8,Edge], [2:0 -5 -12 Edge], 15:0- 2- 0,Edge], [8:0- 3- 8,Edge(, [8:0- 5- 12,Edge1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 10 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 10 -0 -0. (Ib) - Max Horz 2 =98(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 8 except 2=- 327(LC 4), 10=- 122(LC 4), 9=- 275(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 2, 8, 10 except 9= 287(LC 11) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2 -10 =- 133/253, 9 -10 =- 133/253, 8 -9 =- 133/253 WEBS 6 -9 =- 245/373 NOTES (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1 -4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 ] 1 I [ 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will \ ` ` \\ ``` / / // fit between the bottom chord and any other members. \� V S S.7- /// 8) All bearings are assumed to be SYP No.2 . � - • • • "' • •' • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt =1b) 2 =327, '. L \C �� i 10= 122,9 =275. ` 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ * No 3�� 9 . 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any //►►/ - particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ -0 : r _7 - 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 • W LOAD CASE(S) Standard -- •-■"\ STATE OF � � '�� . 0 ,!1111 November 8,2010 WARNING - Verify d eSi.gn parum.f,rs and READ NOTES ON THIS AND 10(557705) :7- REFERENCE PAGE 5711 -7373 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • IJob Truss (Truss Type Qty Ply 14532286 352540 TO5 HIP 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.140 s Oct 1 2009 MiTek Intlustries, Inc. Mon Nov 08 '1 2010 Page 1 H -2-0-0_4_ 1=9 -0 --_._ 11 -11 -6 + --- .167. I — 71 -6 -10 -- -i - 26-6.-4_ - -- 33 -4 -8-- - I 2 -0 -0 7 -0 -0 4 -11-6 4 -9 -10 4 -9 -10 4 -11 -6 6 -10 -8 Scale = 1:60.9 5x7 2 I I 3x8 - 3x4 -- 2x4 I I 5x7 = 4.00 �12 3 15 16 4 7 18 5 19 6 20 7 T3 21 - .,_--- ,_, - -- 22 8 23 Fes r ! , �� - • r'I �ZY' j 9 r - -B1- -- 2 -- - �?�i _- __ __.___ \''Sr 4 n B 3x8 — 14 24 25 13 26 27 12 28 29 11 30 31 10 32 33 34 3x8 204 II 5x8 s 2x4 II 6x10 — 2x4 II 7-0-0 11- 11- 6_,. - _ . -. _ 16-9-0 21 -6 -10 _ 26-6-0 33-4 -8 7 -0 -0 4 -11-6 4 -9 -10 4 -9 -10 4-11-6 6 -10 -8 -- --- -- -- - ---- -- -- ----- --- Plate Offsets (X,Y): [3:0-5-4,0-2-8],[8:0-5-4,0-2-81,111:0-4-4_,0-3-01, [13:0-3-12,0-3-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.56 12 >716 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) - 0.85 11 -12 >467 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.18 9 n/a n/a BCDL 5.0 Code FBC2007 /TPI2002 (Matrix) Weight: 298 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -4-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -5 -2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 9= 2300/0 -2 -0, 2= 2217/0 -3 -8 MaxHorz 2= 95(LC5) \1t \) 11if /f / Max Uplift9=- 1261(LC 4), 2=- 1370(LC 3) \ \ \ \ \ \ `S S /c / / / //i x. \ V r\ i • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ v ' TOP CHORD 2 -3 =- 5807/3291, 3 -15 =- 7554/4243, 15 -16 =- 7553/4242, 4- 16=- 7553!4242, 4 -17 =- 7542/4233, 17 -18 =- 7542/4233, 5 -18 =- 7542/4233, 5 -19 =- 7464/4146, _ 6-19=-7464/4146, 6-20=-7464/4146, 7-20=-7464/4146, 7-21=-7464/4146, - * • ' No 34 21 -22 =- 7464 / 4146,8 -22 =- 7464 / 4146,8 -23 =- 5742/3194,9 -23 =- 5830/3183 - -_ BOT CHORD 2 -14 =- 3067/5429, 14 -24 =- 3071/5449, 24 -25 =- 3071/5449, 13- 25=- 3071/5449, _ "J • 13- 26=- 4465/8254, 26- 27=- 4465/8254, 12 -27 =- 4465/8254, 12- 28=- 4465/8254, W _ 28 -29 =- 4465/8254, 11 -29 =- 4465/8254, 11 -30 =- 2963/5501, 30 -31 =- 2963/5501, 10 -31 =- 2963/5501, 10- 32=- 2952/5469, 32 -33 =- 2952/5469, 33- 34=- 2952/5469, •- O •• � �\ 9-34=-2952/5469 .- T STATE OF WEBS 3 -14 =- 84/511, 3 -13 =- 1235/2428, 4 -13 =- 546/419, 5 -13 =- 843/395, 5 -12= 0/366, i F �ORIDP � \ \ 5 -11 =- 917 /518, 7 -11 =- 549 / 423, 8 -11 =- 1234/2268, 8 -10 =- 188/513 � /, , / Ar \ \ NOTES (13 -16) //1 , i 1 1 A � ,, y \ \ \\ 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: ! Top chords connected as follows: 2 X 4 - 1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low- rise); Lumber DOL =1.60 plate grip DOL =1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 9=1261, 2=1370. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .ntinued on page 2 November 8,2010 WA RIVING - Verify design paramrto . Una READ NOTES ON THIS AND 0>1030710171013 0R REFERENCE PAGE MN 7-1 .BEFORE USE. - Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 088 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • , i t Job Truss Truss Type Qty Ply 4532287 352540 TO6 HP 2 1 _ _ _ Job Reference (optonaaj_ Builders FirsiSource, Jacksonville, Ft 32244 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15.43'54 2010 Page 1 -7-1),0_+____ _ 4 -10 -14 -- -_i 9 -0 -0 16 -9 -0 24§4 I 283-2 33 - - -- --_ --� 2 -0 -0 4 -10 -14 4 -1 -2 7 -9 -0 7 -9 -0 4 -1 -2 4 -9 -6 Scale = 1'60.9 5x8 = 2 11 5x8 = 4.0082 4 5 6 2x4 �� 1 r _ 2x4 c am ' - p � ,r \�\ 2 \� 8 a 3x8 = 13 12 11 10 9 4x5 _. o 3x4 = 3x5 '- 3x8 = 3x5 = 3x4 =_ I _ 9 -0 -0 _ { 16 -9 -0 _ 24 -6 -0 33 -4 -8 9 -0 -0 7 -9 -0 7 -9 -0 8 -10 -8 Plate Offsets (X Yj (4:0- 5- 4,0 -2- 8),(6:0- 5- 4,0 -2 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.56 11 >706 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.57 11 -13 >701 180 BCLL 0.0 " Rep Stress Incr YES WB 0.87 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 153 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -11 -12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3 -11 -11 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 8= 1057/0 -2 -0, 2= 1183/0 -3 -8 Max Horz 2= 108(LC 6) Max Uplift8=- 574(LC 5), 2=- 737(LC 4) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2716/2575, 3 -4 =- 2440/2305, 4 -5 =- 2985/2947, 5-6= 2985/2947, 6 -7 =- 2453/2351, 7 -8 =- 2743/2701 BOT CHORD 2 -13 =- 2342/2519, 12 -13 =- 2007/2293, 11 -12 =- 2007/2293, 10 -11 =- 2048/2304, 9 -10 =- 2048/2304,8 -9 =- 2479/2557 WEBS 3 -13 =- 255/358, 4 -13 =- 59/298, 4 -11 =- 750/869, 5 -11 =- 476/572, 6 -11 =- 706/865, 6- 9=- 104/298, 7 -9 =- 285/463 NOTES (10 -13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been 5) * This truss has been designed for li e p 1i \ 1 1 1 I 1 / load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will \ \\ y 1 / fit b the bottom chord and any other members. \\ \\JS • /t ' 2 , 6) All bearings are assumed to be SYP No.2 . -- \\� , • ( 7) Provide mechanical connection (by others) of truss to bearing plate at joint(8) 8. v, •' \GENs • - . ` ,(� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 8 =574. . 2 =737. ..... * ' No 34 9 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) •• • W Z 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Q '. : � 4/ .(\ • STATE OF LOAD CASE(S) Standard i ` . ' • ' • • • o' ,� ", 1 O N A` �� \\ //11111\ November 8,2010 A. WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER 505135ENC:E PAGE 10! 7 4 7 3 RE PORE 055. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, D511-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 14532289 352540 T08 HIP 2 1 Job Reference (optional) Builders FirstSOUrce Jacksonville, FI 32244 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15'.43'.55 2010 Page 1 _.__6 -10 -14 13 -0 -0 .--- 20 -6 -0 __.__ I 26 -7 -2 _._- ___ 33 -F -0 __ 1 35$0L F -2-0 0_r_. 2 -0 -0 ; - 6 -13 -14 -i — 6-1-2 7 -6 0 6 -1 -2 6 -10 -14 2 -0 -0 Scale = 1:63.0 5x8 = 5x7 = I 4 5 4.00 12 _, —_— T2 _- 3xj \ \\ \\ in 3 N o 3x8 — 14 13 12 11 10 9 3x8 = 2x4 II 3x4 3x8 = 2x4 11 3x4 -= 344 — 6 -10 -14 - -- 13 -0 -0 -- ' - -- ._.____20-6-0 _._ 26 -7 -2 _�,__ 33- 6- 0--._— -- 6 -10 -14 6-1-2 _ 7-6-0 6 -1 -2 - __6 -10 -14 Plate Offsets (X,Y): [4:0- 5- 4,0 -2 -81, [5:0- 3_8,0 -2 -51 __ - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.39 11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.43 11 -12 >923 180 BCLL 0.0 * Rep Stress !nor YES WB 0.47 Horz(TL) 0.13 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 157 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6-10 oc purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -2 -7 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4 -11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1181/0 -3 -8, 7= 1181/0 -3 -8 Max Horz 2= 118(LC 6) Max Uplift2=- 717(LC 4), 7=- 717(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2678/2537, 3 -4 =- 2077/2056, 4 -5 =- 1929/2026, 5 -6 =- 2078/2056, 6 -7 =- 2678/2538 BOT CHORD 2 -14 =- 2212/2477, 13 -14 =- 2212/2477, 12 -13 =- 2212/2477, 11 -12 =- 1596/1929, 10 -11 =- 2212/2477,9 -10 =- 2212/2477,7 -9 =- 2212/2477 WEBS 3 -12 =- 602/665, 4 -12 =- 199/352, 5- 11=- 199/352, 6 -11 =- 602/665 NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will \ ` i \ 1 1 1 1 1 / / / ./ fit between the bottom chord and any other members. \ C /� / S 6) All bearings are assumed to be SYP No.2 . \\\ \ OS '' 2, � 7) Prov mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =717, - . • 7 =717. ■ �J \ \CENS •. • 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \� - 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particu1 r * No 34869 building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — - 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) r 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343a - LOAD CASE(S) Standard — 0 : � Ctl .(\ •. STATE OF % .C1 ' •. F LORO .•• 0� ■ //' /s /o N At • � � \ \ \� � '/ / , 1[[1 1 `` November 8,2010 4 + WARNING - Verify design parameters and READ NOTES ON TINS AND PlefltMIDEG MITER REFERENCE PAGE 3047473 BEFORE USE. Design volid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. —_ J _ u fJob ;Truss � Truss Type Katy Ply 14532291 352540 710 COMMON 1 1 -- -- _ — ._._- _ — _ . _ - __. _— — . .1.._ Job Reference (optional) Builders FirslSOUrce, Jacksonville -- --- , Fl 32244 7.140 5 Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 1543 :56 2010 Page 1 }_-2 0 0H_ 6-1-8 — 11.3 -4 ____._ _16 -9 -0 1- 77 -012- - - ------ 27 -4 -8 _.. 33 -6-0 1 35 -6 -0 1 2-0-0 6 -1 -8 5 -3 -12 5 -3 -12 5 -3 -12 5 -3 -12 6 -1 -8 2 -0 -0 Scale = 1'.61.9 4.00112 4x5 = 6 3x5 % 3x4 -� 3x4 5 TY ----- ---::::_T_2- 7 3x5 4 / ��� B 2x4 co 2x4 �i 3 g T1--- \� 2 1 ro il - = _ 01----- 41--- • -__._ iml - �::r. .__ —Tbf c - 81 - -.. \0 i 3x8 =- 16 15 0 13 12 J 3x8 = 3x4 = 3x4 == 3x4 =- 3x4 = 3x8 = _ ..__ 8-9-6.__. I --- 16-9-0 __ --__. _...- ♦- - -_.._ 24 -8 -10 -- I 33 ._. 8 -9 -6 7 -11 -10 7 -11 -10 8 -9 -6 LOADING (psf) SPACING 2 - - CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.41 14 -16 >974 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.42 14 -16 >939 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.47 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 158 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -12 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0 -12 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1181/0 -3 -8, 10= 1181/0 -3 -8 - Max Horz 2=141(LC 6) \ \ \\ \ Max Uplift2=- 694(LC 4), 10=- 694(LC 5) \\ \ \\ \ ` `S' 3.k / /// FORCES (Ib) - Max. Comp. /Max. Ten. - Al forces 250 (Ib) or less except when shown. .• TOP . \CENS • � `� TOP CHORD 2 -3 =- 2693/2657, 3 -4 =- 2408/2404, 4 -5 =- 2351/2412, 5 -6 =- 1705/1820, 6 -7 =- 1705/1820, 7-8=-2351/2412, 8-9=-2408/2404, 9-10=-2693/2657 * ,* BOT CHORD 2 -16 =- 2331/2495, 15 -16 =- 1834/2056, 14 -15 =- 1834/2056, 13 -14 =- 1834/2056, — No 34',� 12- 13=- 1834/2056, 10 12= 2331/2495 / WEBS 6 -14 =- 806/784, 7 -14 =- 613/716, 7 -12 =- 236/384, 9 -12 =- 320/446, 5 -14 =- 613/716, - 13 • / LL 5 -16 =- 236/384, 3 -16 =- 320/446 — : NOTES (8 -11) � � STATE OF • ,_ 1) Unbalanced roof live loads have been considered for this design. - • 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C � s • ••F Z OR1 0 , - • • E Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1,60 S • • • • • • • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / \-- ‘\\\\ \ iiIII 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will // / / ill O , V ( � \\ fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =694, 10 =694. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard _.. November 8,2010 1 LVAR NING - 1.'r. ?y desufrn parameter, aaa REJSD NOTES ON THIS AN13 1Nf:1. CDRD 5117 14 REFERENCE PAGE U11 BEPORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. 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N .\i i, i o to v • .,t1 a c/] W0.' u N E 11 Le 1 cnr r �< "11 / - N N, P to C v CD "' � o 0 U E -+ a G., in Q� � Iv E- o U E o (n 0 W 7 8 U ova i % %� = r - b CnN o -10 0 441 C1) 124 Cr o >-+ E-' 0) x o 0 N z a ° 1 L4 o 0 L4 d NIN =I 0 F A T co $ o ` \ \ \ \141i1 / /l /// S. .^. . • • w � • • a � • s _z u) v •L' + I z • •0 IQ , II IIII •• . •••••••••••• 5:, • CC Ea MULTIPLE-MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Point Load- Maximum Point Load Applied to Either Outside Member (lbs) Connector Pattern Assembly A Assembly 8 Assembly C Assembly D Assembly E Assembly ; r 2 2" 2" mmi , - . - - T Number of Connector Type C onnectors L II c -. ____. 1 2" 2" --^a I-- ---I I--- -! --I ---I F ---- -1 k- T 1- ---1 ---I I--- 1W 144" 1W 31' 13/4" 31/2" I3" 312" 144" 31" 51/4" 51" 7' T„ 7„ 2 - ply 3 - ply 2 3 - ply 2 - ply 4 -ply 6 1110 835 835 740 tOd (0.128" x 3 ") 12 2,225 1,610 1,670 1,485 Nail 18 3.335 2,505 2,505 2,225 24 4,450 3,335 3.335 2,965 SDS Screws 4 1,915 1,435 1,435 1,275 1,860( 1,405( 1/4" x 3 %2" or WS35 6 2,870 2,150) 2,150 1,915 2,785J 2,110( 1/4"x 6" or WS6r 8 3,825 2,870( �) 2,870 2,550 3,113) 1,810( 3 or 5° 4 2,545 1,910) 1,910 1,695 1,925( 1,775 Trusslak" 6 3,815 2 860( 2,860 2,545 2,890/ 2,665' +)� 8 5,090 3,815) 3,815 3,390 3,855+ 3,550 � (1) 6" SDS or WS screws can be used with Parallam® PSL and Microllamo LVL, but are not recommended for TimberStrande LSL. See General Notes on page 38 (2)31/2" and 3 /a" long screws must be installed on both sides. (3) 6" long screws required. (4) 5' long screws required. Point Load Connections Point Load Design Example 4- or 6 -Screw 8 -Screw Nail Connection 3 ,000lbs 0,„"" Connection Connection IOd (0.128" x 3 ") nails, SDS or TrussLokT' SDS or TrussLok`" typical. Stagger to prevent screw, typical screw, typical splitting. 6It -, 'p" 0 y ° , 2" spacing, typical 4 �l 1" 2 ", typical top and *� p v �(; bottom a O2" ° °4 First, verify that a 3 -ply, 1) "x 14" beam can i 1 Il: t, -- rt 4• ill y support the 3,000 lb point load as well as all r art Equal +`" " 1 other loads applied. The 3,000 lb point load t .t - s pa cing .H $l - m is being transferred to the beam with a face %2 beam depth 2„ 8 " -10" ,. ;'sp mount hanger. fora 3-ply, 1 assembly, 2" typical eight 31/2" TrussLok'P" screws are good for There must be an equal number of 3,815 )bs with a face mount hanger. nails on each side of the connection MULTIPLE-MEMBER CONNECTIONS FOR TOP - LOADED BEAMS 1 Pieces on bath sides. Stagger fasteners on opposite side • Minimum of two rows oft" bolts at 24" on- center • Minimum of three rows of 10d (0.128" x 3 ") nails of beam by (4 of the required connector spacing. staggered. at 12" on- center. • Load must be applied evenly across entire beam • Load must be applied evenly across entire beam • Minimum of four rows of lOd (0.128" x 3 ") nails at width. Otherwise, use connections for side - loaded width. Otherwise, use connections for side - loaded 12" on- center for 14" or deeper. beams. beams. • If using 12d -16d (0.148 " - 0.162" diameter) nails, 31/2"-Wide Pieces the number of nailing rows may be reduced by one. . Minimum of two rows of SDS, WS, or TrussLokr' • Minimum of two rows of SDS, WS, or TrussLok'" screws, 5" minimum length, at 16" on- center.' screws at 16" on- center. Use 3 minimum 6" SDS and WS screws are not recommended for 0 i length with two or three plies; 5" minimum for use with TimberStrand® LSL. Connectors must ` 4 -ply members. 6" SDS and WS screws are not be installed on both sides. Stagger fasteners recommended for use with TimberStrand® LSL. For on opposite side of beam by / of the required 3- or 4 -ply members, connectors must be installed connector spacing. Multiple pieces can be nailed or bolted together to form a header or beam of the required size, up to a maximum width of 7" )level Trus Joist" Beam, Header, and Column Specifier's Guide TJ -9000 July 2008 39 GO \V = \T IOTA_ _F ALL O E\ A =AS o i 0 I 1q -10 -0 0 1q -10-0 0 i 1,-,__,_ F KW _.__ F -K = 11 - _ I ! i GJO 1 _ -- F03 ( 5 ) F03 (5) GJO .1 I ,_______.0_ II v EJO EJO , EJ0 o F06 F KW F KW F06 (. .__ C) o - FO6 � � F06 o EJO 0. F05 = . _ F05 ° EJO M E K, -- . _ F05 F05 EJO — 07111 01 F04 F04 EJO F03 0 v F03 EJ t10G c--„, I I T100' EJO 7 T T T o 24° QG ,24" Q� l- 2z-' OG � EJO 29� _OG 0 0 .. o EJ01 d o 3 - - -- o ,z o o c M c c 1 •. c .: c I T04 o LEDGE' LEDGE ° T 3 K' o o _ f 0 0 0 0 0 0 0 0 0 0 0 0 10 -0 -0 q -10 -0 q -10 -0 10 -0 -0 v I f E K FLATL APFFOVAL # ' c ) 2 1 q 7 , 2 - 21 q7 4 , 1A1--v--k- > c , .v f..1 i l yf" t W R 6EARINOE(GHT= SCHEDULE' 8' 1 -118" • • _ 171 7{ AV_ .20-0-0 20-0-0 , cc, „..... 24" 06 1 24" OG o t Io co to I 0 0 0 0 0 0 i . ! ' L7k . t— \_ F- � r '. I I- — F— ` ` �� . ///1' / - d Mr / Y / _A- / A O � I / II /i z////27 11L�7 q ' - — • s e GJ01 s s6 J07 1 1 1 $ 11 -__ -- li _ NOT E5 S SO 1 . ) REFER TO HD 91 (RECOMMENDATIONS FOR J07 HANDLING INSTALLATION AND TEMPORARY BRACING) -- REFER TO ENGINEERED DRAWINGS FOR PERMANENT -0-0 ' s' 7-0 J 07 BRACING REQUIRED. _ � / 0 6 2) ALL TRUSSES (INCLUDING TRUSSES UNDER �1 _� — . - —. VALLEY FRAMING) MUST DE COMPLETELY Sd DECKED OR REFER TO DETAIL 0105 FOR - - - -- l�S S £r I ALTERNATE BRACING REQUIREMENTS. iG 7i -� c S S� — _ 4. ALL FRAMED DE TRUSSES ARE FOR 210NALLY S I rn 5) ALL VALLEYS ARE TO BE CONVENT S I I ' J07 5) ALL WALLS SHOWN ONLPLACEMENT W15E NOTED. • S \ ) PLAN ARE CONSIDERED TO DE LOAD 1 I • S S J07 DEARIN6. UNLESS OTHERWISE NOTED — I 1 11 - 6) 5542 TRUSSES MUST BE INSTALLED s 3 a !! g J07 WITH THE TOP BEING UP 7.) BEAM/HEADER/LINTEL (HDR) TO BE i' % — -- -- —_.— - FURNISHED BY BUILDER. J07 1 il _ __ " EJ01 Builders ® FirstSource = s = T04 JackSOnviII 11 1 T04 I, �. PHONE. 504-772-6100 FAX 9O4- 772 -7973 I:I I. I. % 1 MI /NI •I IA W, //! .i / _L ___._. / �I I I T03 Tampa PHONE: 813 - 621-9831 FAX. 813- 628 -8956 20 -0 -0 20-0-0 Lake Gity PHONF. 386- 755 -6894 FAX 386-755 -7473 -------___ T05 T06 HAVE 7 GEARING Sanford TO MAKE ROOM FOR T03 PHONE 407 -522 -0059 FAX 407 -322 -5553 Freeport PHONE: 85O- 835 -4541 FAX, 85O -635 -6835 BUILDER: Beaches Habitat 71651011155 1543, 1545 Taylor Way OPEI: REI I510e 1262 Rcr. By O51E 004N OT 7rgtyrI 5 larcccc 5' 11/05/10 MCI 352540 SE R' 1 1 O) ✓ C T # 1650,2 16 0 , 10 35 ales <IaoBt: 83 52540 NOTICE OF COMMENCEMENT Permit No. /0 -/3R e /0 -/ 3 Y'% Tax Folio No. State of Florida County of Duval t wk.,40 , p40.0,00,.Y i low o Whom It May Concern: t . e lm !,,� , The undersigned hereby informs you that improvements will be made to certain real property, and in , i ccordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF OMMENCEMENT. , fa � jegal Description of property being improved: Unit 4A & 4B, Track B, Huang Villas 1 i 40 V yy k t - ddress of property being improved: 1843 & 1845 Taylor Way, Atlantic Beach, FL 32233 General description of improvements: Construct residential attached single family houses Owner: Habitat for Humanity of the Jacksonville Beaches Address: 1671 Francis Ave., Atlantic Beach, FL 32233 Owner's interest in site of the improvement: Fee Simple Titleholder (if other than owner): Name: Address: Contractor: Habitat for Humanity of the Jacksonville Beaches ,),...q Address: 1671 Francis Avenue, Atlantic Beach, FL 32233 j ( V Phone No.: 904 - 241 -1222 Fax No.: 904 - 241 -4310 Surety (if any): Address: Amount of bond $: Phone No.: Fax No.: Name and address of any person making a loan for the construction of the improvements: Name: Address: Phone No.: Fax No.: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Phone No.: Fax No.: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Phone No.: Fax No.: Expiration date of Notice of Commencement (the expiration date is one (1) year form the date of recording unless a rliffprpnt Hate is cnarifiaril• 1 9/' 1/11 1 " c). CITY OF ATLANTIC BEACH 411 800 SEMINOLE ROAD t) nw ATLANTIC BEACH, FL 32233 � INSPECTION PHONE LINE 247 -5826 Application Number . . . . . 10- 00001383 Date 11/23/10 Property Address 1843 TAYLOR WAY Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc attached family Owner Contractor BEACHES HABITAT BEACHES HABITAT 1671 FRANCIS AVE. 1671 FRANCIS AVENUE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241 -1222 (904) 241 -1222 Structure Information 000 000 Construction Type TYPE 5 -A Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit PLUMBING PERMIT Additional desc . NEW HOUSE 11 FIXTURES Permit Fee . . . 132.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 5/22/11 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONALELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Other Fees STATE PLBG DCA SURCHARGE 2.00 STATE PLBG DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due Permit Fee Total 132.00 132.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other T F r ee Total 4.00 4.00 .00 .00 PERMIT IS � D t1 *N ACCORDANCE W44 ctEIQ @ITY OF ATAAM'I'EC°IACH ORDINANCEQ (IND THE FLORIDAO 0 BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: 1 jL}-� 1 �� c � PERMIT # /69 f 83 NEW OR REPLACEMENT INSTALLATION: Project Value $ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub 1 Septic Tank & Pit Clothes Washer / Shower / Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink —� Vacuum Breakers Laundry Tray 1 Water Connected Appliances Lavatory 2 Water Heater / Other Fixtures Water Treating System RE -PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank & Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor (Trap) gallons (Requires 3 sets of plans) ❑ Lawn Sprinkler System - Number of Heads ❑ Well * * ** SJRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection. ** ❑ Other Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name " _CiC t c} —}- Phone Number 9C)4---k ? — 222 _ Plumbing Company d ( )0.4._._ A ez P \ N OC Office Phone 90471 -1-"7 c jR` eax9O�}Z�7 - Co. Address: ��� r _.) M 1�G City( ( '1 State Zip 2_ License Holder (Print): &I'.E �f U State Ce • ication/Registration # Notarized Signature of License Holder 774:6 6114_ ad#4.At ..4 MICHELLE L CREWS Sworn and subscribed be o�"re me this �� of 20 0 '' `" MY COMMISSION # EE037670 t „(�O /� ^� EXPIRES October 26, 2014 ignature of Notary Public ` AQ,( Jas (407) 398 -0153 Florida NotaryService.com MULTIPLE - MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Uniform Load — Maximum Uniform Load Applied to Either Outside Member (PLF) Connector Pattern Assembly A Assembly B Assembly C Assembly 11 Assembly E Assembly F Connector Type Number 01 Dn- Center Connector yp Rows ' � °,� —� ;� �,. � � �: a' i • Spacing " 134" 134" 13/4" 31/2" 13/4" 31" 134" 31" 13/4" 3r /z 54 51a" 7" 7" 7 2 -ply 3 -ply 2-ply 3 -ply 2 -ply 4-ply led (0.128" x 3") 2 12" 370 280 280 245 NaiNr >� 3 12 "� 555 415 415_...__. 376 ..- . ' /z " A307 24 ".. 505 380 i 520 465 860 340 Through Bolts(20) 2 19.2" 635 475 655 580 — - 1,075 425 16" 760 570 785 . 695 1,290 505 24" 680 510 510 455 SDS l4 "x3>>z "l 2 19,2`, 850 640 640 565 16" 1,020 1 765 765 686 24" 455 465 SDS r //" x 8 "t3)(4 2 19.2" 43 5 565 580 563 16" 680 695 686 2 1 24" '' 600 450 360 3 USA W535 <3t 24" 480 360 320 l : 0 450 406 16" . 715 l 540 540 , 486_ 24 " 356 525 _ _ _ ... 350 USP WS6 � 2 4) 2 19. _......, . ... _ �.. 440 .__ 660 � 940 525 790 525 33 /e" 24" 635 475 475 425 2 19.2 "; 795 595 TrussIoktr 595 530 16" 955 715 715 �.....__ 635 5 2 4" 500 500 445 480 445 Trusslok < 2 19.2" 625 625 555 600 555 16" 750 750 665 _..- 125 665.....-. - 63 / 2 24° " 445 620 2 19. 445 555 770 555 Trassiokr 16" 665 925 665 (1) Nailed connection values may be doubled for 6" on- center or tripled for 4" on- center nail spacing. (2) Washers required. Bolt holes to be V16" maximum. (3) 24" on- center bolted and screwed connection values may be doubled for 12" on- center spacing. (4) 6° SDS or WS screws can be used with Parailame PSL and Microllam§' LVL, but are not recommended for TimberStrand® LSL. Uniform Load Design Example 300 PLF 415 PLF General Notes • Connections are based on NOS® 2005 or manufacturer's code report. • Use specific gravity of 0.5 when designing lateral connections. * ' • Values listed are for 100% stress level. Increase 15% for snow - loaded roof conditions or 25% for non -snow roof conditions, where code allows. 0 " ' • Bold Italic cells indicate Connector Pattern must be installed on both sides. ° 4 ''" Stagger fasteners on opposite side of beam by 1/2 the required Connector Spacing. • Verify adequacy of beam in allowable load tables on pages 16 33. First, check the allowable load tables on pages 16 -33 to verify that three pieces can carry the total load of 715 plf with proper live load deflection • 7" wide beams should be side - loaded only when loads are applied to both sides criteria. Maximum load applied to either outside member is 415 plf. For a of the members (to minimize rotation). 3 -ply, 1 assembly, two rows of l0d (0.128" x 3 ") nails at 12" on- center • Minimum end distance for bolts and screws is 6 ". is good for only 280 plf. Therefore, use three rows of 10d (0.128" x 3 ") nails at 12" on- center (good for 415 plf). • Beams wider than 7" require special consideration by the design professional. Alternatives: Two rows of 1/2" bolts or 1/4" x 31/2" SDS screws at 19.2" on- center. 38 iLevel Trus Joist` Beam, Header, and Column Specifier's Guide TJ -9000 July 2008 \ p co 93 to � OM zE co 4 S q V ' E' a E U k�. 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SI L' � 25 e {, iu S \.\\ 26 .:.� �' i , Y Y - -- - .��_ � - yr 3x4 = � o 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 5x6 = 5x6 = • 1 - - --- -- 33 -6 -0 -..- 33-6.0 - ---1 Plate Offsets (X,Y): (8:0- 3- 0,0 -3 -0), (14:0- 2- 0,Edge(, (20:0- 3- 0,0 -3 -0(, L:0- 3- 0,0 -3 -01, 142:0 3 -0,0-3 - LOADING (psf) - - SPACING 2 -0 -0 CSI DEFL n (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.03 27 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.04 27 n/r 90 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 26 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 204 1b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 33 -6 -0. Installation guide. J (Ib) - Max Horz 2= 169(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 41, 42, 43, 44, 45, 46, 47, 49, 36, 35, 34, 33, 32, 31, 30, 28 except 2=- 307(LC 6), 40=- 101(LC 6), 48=- 132(LC 4), 37=- 105(LC 5), 29=- 132(LC 5), 26=- 331(LC 7) Max Gray All reactions 250 Ib or less at joint(s) 2, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 10- 11=- 16/256, 11 -12 =- 16/294, 12 -13 =- 16/337, 13 -14 =- 15/330, 14- 15=- 15/330, 15 -16 =- 16/337, 16 -17 =- 16/294, 17 -18 =- 16/256 NOTES (12 -15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MT20 unless otherwise indicated. \\00 , 1 ((1 f /' / 5) Gable requires continuous bottom chord bearing. ) / 6) Gable studs spaced at 1 -4 -0 oc. \ \ - ` S J. ic y� // 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `\ V 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will s" • \CENS / � � � �- fit between the bottom chord and any other members. 9) All bearings are assumed to be SYP No.2 . ` ,* ; ' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 41, 42, 43, 44, 4 NO 79 9 46, 47, 49, 36, 35, 34, 33, 32, 31, 30, 28 except (jt =1b) 2 =307, 40 =101, 48 =132, 37 =105, 29 =132, 26 =331. _ 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - _ 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any - rAi •• • (( f _ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Q .; � to 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) % T •, STATE OF 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 % F F (OR(O � LOAD CASE(S) Standard • • • ... 111111 November 8,2010 A, WARNING - ire design I ,{ grz j arn.eYe and READ NOTES ON TWO AND INCLUDED NITER REFERENCE PAGE MIT 7493 IYSPOR2 USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job . — . - - - -- • Truss Truss Type Qy \ pjy - ...____--.----- - - - 352540 - - - - - -. T 09 HIP 2 1 145322 Builders FirstSOUrce, Jacksonville, PI32244 — L ob Reference (optional] 00 7.140 s Oct 1 29 MiTek Industries, Inc. Mon Nov 08 15:43:56 2010 Page 1 =2)nQ 1 Z-1Q1�— 2 H - - 15 - Q -0 _______I . _. 18 -6 -Q I 7 10 - 14 7 -1 -2 — -- .2512_- -. -- 33 - - I 3.6.0 7 -i_2 7 -10 -14 2 - -- - - -I S p Scale = 1:63.0 I 4.00 5x8 = 5x6 = 5 6 —T3_._ _ 3x4 1; En —..- _ 3x4 \\, 3x4 4 \ \ 7 3x4 A n 4x5 = 16 15 12 - - _ 9 10 h i 14 13 11 3x5 = 4x5 = 2x4 I1 3x4 = 3x8 =._ 3x5 = 2x4 II I— 7 -10 -14 15 -0 -0 18-6-0 ___ 1 - 33 -6 -0 -.. _ —. .. 7-1 . - - -. 3-6-0 _ _ 7-1-2 I Offsets (Xy): (2:0- 3- 2,0-0- 2],]5:0- 5- 4,0 -2- 8],]9:0- 3- 2,0 -0 -2] Plate O 7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.40 14-16 > 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.42 14 -16 >938 180 BCLL 0,0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.13 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 160 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -4 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -2 -6 oc bracing, Except: WEBS 2 X 4 SYP No.3 5-4 -7 oc bracing: 13 -14. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib /size) 2= 1181/0 -3 -8, 9= 1181/0 -3 -8 Installation guide. Max Horz 2= 131(LC 6) Max Uplift2=- 705(LC 4), 9=- 705(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2645/2543, 3 -4 =- 1883/1896, 4 -5 =- 1814/1913, 5 -6 =- 1731/1896, 6 -7 =- 1815/1913, 7- 8=- 1884/1896, 8 -9 =- 2645/2543 BOT CHORD 2- 16=- 2209/2442,15 -16 =- 2209/2442,14 -15 =- 2209/2442,13 -14 =- 1412/1730, 12 -13 =- 2209/2442, 11 -12 =- 2209/2442, 9 -11 =- 2209/2442 WEBS 3 -16= 0/252, 3 -14 =- 777/857, 5 -14 =- 271/331, 6 -13 =- 272/332, 8 -13 =- 776/857, 8 -11 =0/251 NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces 8. MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads, 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will \ \ \ \ I I I I ] ! ! !, fit between the bottom chord and any other members. � \ \` \v5 S, k / / / / 6) All bearings are assumed to be SYP No.2 . .• �� (� / 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =705, . ' s \ CENS� • c . `,(■ 9 =705. ` \� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -* ... * - 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particatar NO 341' building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. A • 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) � • / ' X 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Z . : W = LOAD CASE(S) Standard : � �/ T •. STATE OF / / ON Pa- \` \�` !/ / /11111 \ \\ November 8,2010 8 .,. r WARNING - Verify design parameters aAd READ NOTES ON THIS AND INCLUDED NITER REFERENCE. PAGE S2377473 BEFORE. USF_- Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safely Information available from Truss Plate Institute. 583 D'Onofrio Dive, Madison, WI 53719. Job -- Truss Truss Type - - _— I TOty AT -- 1352540 T07 HP 2 I 1 14532288 Builders FirstSOUrce, Jacksonville, Fl 32244 - - - - -- —._-,— _L.. Job Reference (optional) _— 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:55 2010 Page 1 r 5 -10 -12 I -11 _169 4_ — 2 - - 5 5 - - _... _ 7 ? s — 77 - 7 - 2 5 -9 -0 5-9-0 5 - 33-6-0 i 3 5 5-1-2 2 i - - - - 10- - 0-0 -10 -14 2_p_0 Scale = 1:63 -0 5x6 =-_ 2x4 I I 5x6 = 4.00 12 4 5 -- 6 2x4 _____---__:_in .— .— -- 3 /' VA�� 2x4 M 2 _ " � 7 N Tilt %; 31 a —. \ 11.11111.11r° \�� M 8 3x8 —_— —. -- 9 I� 13 12 14 11 10 3x8 = 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = - - 8-9-6 F 8-9 6 � — 7 16 ' 9, O 24-8-10 33-6-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.44 12 >901 240 MT20 244 /190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.47 12 -14 >852 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(TL) 0.13 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 155 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -8 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -1 -10 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1181/0 -3-8, 8= 1181/0 -3 -8 Max Horz 2= 106(LC 6) \\\\\\\ C 1 1 1 1 { / / / M Uplift2= 727(LC 4), 8=- 727(LC 5) \\ � \ S. .ii • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ J . • • • • .. TOP CHORD 2 -3 =- 2707/2578, 3 -4 =- 2404/2297, 4 -5 =- 2404/2414, 5 -6 =- 2404/2414, 6 -7 =- 2404/2297, - 7 -8 =- 2707/2578 * - BOT CHORD 2 -14 =- 2259/2510, 13- 14=- 1748/2078, 12 -13 =- 1748/2078, 11- 12=- 1748/2078, ` * ' No 3' 10 -11 =- 1748/2078, 8 -10 =- 2259/2510 • WEBS 3 -14 =- 330/472, 4 -14 =- 221/367, 4 -12 =- 343/522, 5 -12 =- 348/408, 6 -12 =- 343/522, _ "0 • 6 - = - 221/367, 7 -10 =- 330/472 — w __ NOTES (9 -12) -• . - -• 0.‘"\ STATE OF t � : 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C F �ORIDP •' Q " Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ' 3) Provide adequate drainage to prevent water ponding. i, / / /� /O N A ` �\\\\\ • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //7 / / f 1 I 1 1 1 `\ \\ 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =727, 8 =727. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 8,2010 t WARNING' - Verify s'os / jy gn param xters and REAP NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1HI.7 BEFORE USE.. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee or is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. • [Job -- - - -- Truss Truss Type - -- 352540 IQty Ply ----- _ —,_ __ I 05 HIP �. —_._— —.. — __ -1 -- _ 2 ^ 14532266 ' , Builders' rstSource, Jacksonville, Fl 32244 L - -� ---. Job Reference (optional) 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:54 2010 Page 2 NOTES (13 -16) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 238 Ib up at 7 -0 -0, 103 Ib down and 100 Ib up at 9 -1 -1, 103 Ib down and 100 Ib up at 11 -1 -1, 103 Ib down and 100 Ib up at 13 -1 -1, 103 Ib down and 100 Ib up at 15 -1 -1, 103 Ib down and 100 Ib up at 16 -7 -1, 103 Ib down and 100 Ib up at 17 -5 -4, 103 Ib down and 100 Ib up at 19 -5 -4, 103 Ib down and 100 Ib up at 21 -5 -4, 103 Ib down and 100 Ib up at 23 -5 -4, and 103 Ib down and 100 Ib up at 25 -5 -4, and 39 Ib down and 13 Ib up at 27 -5 -4 on top chord, and 266 Ib down and 130 Ib up at 7 -0 -0, 65 Ib down at 9 -1 -1, 65 Ib down at 11 -1 -1, 65 Ib down at 13 -1 -1, 65 Ib down at 15 -1 -1, 65 Ib down at 16 -7 -1, 65 lb down at 17 -5 -4, 65 Ib down at 19 -5 -4, 65 Ib down at 21 -5 -4, 65 lb down at 23 -5 -4, 65 Ib down at 25 -5 -4, 166 Ib down and 116 Ib up at 27 -5 -4, and 185 Ib down and 92 Ib up at 29 -5 -4, and 185 Ib down and 92 Ib up at 31 -5 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 13) This manufactured product is designed as an individual building component. The suitability and use of this component for an building designer per ANSI TPI 1 as referenced by the building code. any particular building is the responsibility of the 14) For special connections with reactions or uplifts less than 3001bs. Use typical toe -nail connection (refer to BFS detail package) 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -54, 3- 8 = -54, 8- 9 = -54, 2 -9 = -10 Concentrated Loads (Ib) Vert: 3=-188(F) 14=- 222(F) 12= -31(F) 11= -31(F) 5=- 103(F) 7=- 103(F) 15=- 103(F) 16=- 103(F) 17=- 103(F) 18=- 103(F) 19=- 103(F) 20 103(F) 21=- 103(F) 22=- 103(F) 23 =13(F) 24= -31(F) 25= -31(F) 26= -31(F) 27= -31(F) 28= -31(F) 29= -31(F) 30= -31(F) 31= -31(F) 32=- 166(F) 33=- 185(F) 34=- 185(F) • \ \\ \\\11 111 / / /y/ \ \ \,J� EN k. .�� * No 34 1 .1J :.= %� STATE OF �. 'i� •' . lam / ��sS�ONA� I � ` \. r111I1 November 8,2010 t WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE , and is fo an individual MIT oal uil BEFORE cam o n Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job - Truss Truss Type - - - - -- -- — — — Qty Ply 352540 T04 COMMON 4 1 8532285 - Builders FirstSource, Jacksonville, Fl 32244 — — -- ------ -.. —_— _ Job Reference (Optional) 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:4353 2010 Page 1 2 -0 -0 2 -0 -0 5-0 -0 -- -- .._H 2 -0 -0 Scale = 1:17.3 4x5 = 3 3x4 4.00 12 / • • \ \, \ 4 / T2 Wt Ln m ,_----- ERL. r _ hil , 6 3x4 = 5 2x4 I I I —_ —.. .—._ 5-0-0 5-0 -0 _ _ I__ —.—.. 7 -0 - 0 2-0-0 —I - ... -- __ _ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.01 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2 -6 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.07 Horz(TL) -0.00 5 n/a n/a i BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. W3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS (Ib /size) 2= 352/0 -3 -8, 5= 195 /Mechanical — Max Horz 2= 117(LC 6) Max Uplift2=- 293(LC 4), 5= -92(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. . NOTES (9 - 12) 1) Unbalanced roof live loads have been considered for this design. • 2) Wnd: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3,Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt =1b) 2 =293. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ i \ ())) 1 / / 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular \\ \ \ � � \ //, // building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \ S 0 � 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) i 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 \ 'J. - • • \ \CENSF • � �� LOAD CASE(S) Standard * .- No 34 9 � � �� •. STATE OF •• � -- ' , , s • ••.'cLORIDP.•• •O November 8,2010 �`� W ARNING - Vert design .8l Verify jrnrarncfers anti READ NOTES ON THIS AND INCLUDED hIITGH RTFEP.F.NC:F. PAGE RXdl- 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Duality Cdteda, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job -- I Truss Truss Type -- _ — — Qty Ply — -- 1352540 T02 ( MONO TRUSS ` 8 1 14532283 Builders FirstSource, Jacksonville, Fl 32244 — _ I,Job Reference_(Opt1onal) 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:53 2010 Page 1 r--- -2 -0 -0 1 2 -fi J2 2-0-0 — 2 -10-4 2 -6 -12 0-3-8 — - .1 Scale = 1:10.0 3 4 2x4 11 i 4.00 r12 _- / i ----- / 2 ----------- _ j 11 6 i B1 1 / \ 2x4 == 6 5 2x4 / �i N. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.01 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.01 2 -6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) — — Weight: 13 1b LUMBER BRACING . — TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10 -4 oc purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib /size) 2= 252/0 -3 -8, 5 =39 /Mechanical Installation guide. Max Horz 2 =99(LC 4) \ \ 1 ` ‘) 1 1 1) / / Max Uplift2=- 316(LC 4), 5= -85(LC 5) \�\ ` +S Sic / / // Max Grav2= 252(LC 1), 5 =46(LC 2) V \ , J� • • \LENS • C � � � FORCES ( lb ) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. F NOTES (8 -11) * ' NO r9 9 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =226; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C- -- Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip — 0 • • LL DOL =1.60 • LU 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ 3 O •• .� 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will ,.C\ .: ••• STATE OF •• _ I fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . % / � �1� . Fl ORIDP. �`�� 5) Refer to girder(s) for truss to truss connections. G 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 Ib uplift at joint 2 and 85 Ib uplift at joint / / O N A1- V �0 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// / / / I 1 I I 1 k, `\ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular budding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 8,2010 WARNING - Verify design parameters met READ NOTES ON MS AND INCLUDES) NITER REFERENCE 5,70E Mi7-5473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job (Truss Truss Type — Qty PI - -.. y Y 352540 I14J07 MONO TRUSS _ 2 1 14532281 Builders FirstSource, Jacksonville, Fl 32244 Job ReferenceLptional) 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:52 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 = -54, 2 -5 = -10 Concentrated Loads (lb) Vert: 8= 78(F =39, B =39) 9= 50(F =25, B =25) 10=- 97(F = -48, B =-48) 11 =10(F =5, 6=5) 12=- 8(F = -4, B = -4) 13=- 28(F = -14, B = -14) • \\ \\ s' S.K - 1 �1GENSF ck No 34869 -� ilk • CC _ -� STATE OF .• ��� i <\1 '•.'(ORIDP' •• 0 // /' �S / ONA� /1 irflli0\` — November 8,2010 A WARNING - Ver Jy design parameters end RER.rl VOTES ON TJMJc AR73 INCLUDED NITER REFERENCE PAGE 791I -1473 BEFORE USE Design valid for use only with Mifek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee • is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 m fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job , Truss --- --. —_ Truss Type _ -- - - -. - -- - -- Qt PI - - - - r i y Y 352540 I __ _ — EJ07 MONO TRUSS 122 1 14532280 ' Builders FirstSource, Jacksonville, F132244 -- - 'Job Reference (ophonal)_ _ 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:52 2010 Page 1 2 - 0 - 0 - - - 7 - 0 - 0 Scale = 1.17.3 3 ii 4.0012 // rt j T1 ____...------- 2 i / 0- j ri 1 �� / 3x5 u- ----- l 4 I � I Plate Offsets (X,Y): [2:0- 2- 4,0 -1 -81 LOADING (psf) SPACING 2_0_0 CSI DEFL __ - -� -- — — TCLL 20.0 Plates Increase 1.25 -0.09 (l oc) -4 I/92 4 0 PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.17 2-4 >482 180 MT20 244/1 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) - - -- - -_ Weight: 25 lb LUMBER — — - -- TOP CHORD 2 X 4 SYP No.2 BRACING — T OT 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib /size) 3= 157 /Mechanical, 2= 355/0 -3 -8, 4 =41 /Mechanical Installation _guide. Max Horz 2= 169(LC 4) Max Uplift3=- 128(LC 4), 2=- 283(LC 4) Max Gray 3= 157(LC 1), 2= 355(LC 1), 4 =95(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10,0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 128 Ib uplift at joint 3 and 283 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ 1I \ `, I I I / // 8) This manufactured product is designed as an individual building component. The suitability and use of this component for an building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. p Y Particular \\ c //� 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) � \�� S• ' 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 - ' \\C ENSF ' t� i i LOAD CASE(S) Standard * i *' No 34 • • • : W- %O STATE OF `. . • ,. \/' ONAt- �\ • / / /IIIIIt \\ — — —_ - -- November 8,2010 • _ WARNING - Vsrify design parent:Rees and R.F.90 NOTES ON THIS AND INCLUDED RIDER REFERENCE PAGE 55717473 BEFORE, USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay BIVd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fobrication, quality control, storage, delivery, erection and bracing. consult ANSI/W11 Quality Criteria, DSB -89 and BCSI1 Building Component _— Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. _ Truss �Tru Type yp oQty Ply 352540 — Job - -- -- CJO5 (JACK 14532278 L 4 1 Builders FirstSource, Jacksonville, Fl 32244 _ - -. 1_..-- . — - -Job Reference o tionalL 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15:43:51 2010 Page 1 2-0-0 Scale = 1:13.7 li _ _ - - 4 . 00 1 12 _ • i 1 / i / B1 0 1 / - -- - /'� 2x4 - ,, > 4 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL ____ in _____ — - - TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.03 (1 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.05 2 -4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007 /TPI2002 (Matrix) —� Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb /size) 3= 102 /Mechanical, 2= 299/0 -3 -8, 4 =24 /Mechanical Installation guide. -- Max Horz 2= 187(LC 4) \ \ \ Wttlii i t, / Max Uplift3=- 123(LC 4), 2=- 371(LC 4) Max Gray 3= 102(LC 1), 2= 299(LC 1), 4 =72(LC 2) cs \ �� J� ' ��GENS C` ,....., FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. • NOTES (8 -11) — * ' No 3 9 • 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable eat — zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will O fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . % T STATE OF ,N , 5) Refer to girder(s) for truss to truss connections. i (1 F L ORlO •' � p • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 371 lb uplift at ..•:, V S ! \ ` ■ joint 2. /// /O NAL \ \\\ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7 y / / / / 1 1 1 1 1 \ \ \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 8,2010 L WARNING - Verify design paearaaters and READ NOTES 00 TP11> AND INCLUDED MITER REFERENCE PAGE MIS 7473 REPORE VISE. 1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity of the Bay erector. Additional permanent bracing of the overall structure n the responsibility of the building designer. For general guidance regarding Boyynto FL 33435 Blvd. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. ..lob Truss a IP Tru Type r, 352540 - - - - - -- Qty -- Ply — — - - - - - -- CJO1 — IJACK _ -- _-- 4 1 14532276 Builders Firs1Source, Jacksonville, Fl 32244 - — - - --_ — —, - -_— Job Reference (optional) ( 7.140 s Oct 1 2009 MiTek Industries, Inc. Mon Nov 08 15. 2010 Page 1 2 -0 -0 - - -. - -- I - - - - i oo I iii Scale = 1:6.9 3 4.00 12 2 j , ` j B' T1 ___ j ----- 4 1 / / 0,44 2x4 = i 'LOADING (psf) SPACING 2 -0 -0 CSI DEFL in TCLL 20.0 Plates Increase 1.25 TC 0.41 Ver1(LL) -0.00 (l0 2 >/99g 240 PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 MT20 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) -- -_ --- — Weight:6lb LUMBER TOP CHORD 2 X 4 SYP No.2 BRACING BOT CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2= 264/0 -3 -8, 4 =5 /Mechanical, 3 = -96 /Mechanical Installation guide. Max Horz 2 =92(LC 4) \ \` \ 0,11 1 f i// 7 7 Max Uplift2=- 445(LC 4), 3= -96(LC 1) ` ` c O Max Gray 2= 264(LC 1), 4 =14(LC 2), 3= 195(LC 4) \ \ \ J S. k 7 /i� \ �\GENSF • < - F / % FORCES (lb) -Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8 -11) \ * •• No 34869 • 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable ennt — zone and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — — 0 - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. —)3 ' 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will o . ' j ` fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . . STATE OF � � � 5) Refer to girder(s) for truss to truss connections. i � 1 6 • • F� QRIp P • , -• �\ ■ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 2 and 96 lb uplift at joint /// A../ \ \ \ 3. 1 NA \ \\ 8) This uactured p oduct including s desig designed a an ind v dual building component. The The su n t bit ty and design of use of this s onent for any s. 7I7 lffiilil \ \ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. p Y particular 9) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 8,2010 0 A WARNING - Var.' design t f y 9n }rarnrneYerc and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 497I- 7•473 AfiF'ORF, USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral bracin g p onsibillit y Julius Lee support of individual web members only. Additional temporary to insure stability during construction is the res of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive. Madison, WI 53719. Rhvac - Residential 8 Light Commercial HVAC Loads F Home Energy Services Elite Software Develop ment, Inc. diri3 ' Jacksonville FL 32218 , Habitat For Humanity, Beaches 1242 Sf Page 10 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 23,000 t_ 22,000 r 21,000} / F ffi i `r. r r I 20,000 ,t °a �� t� oi i al SAP r 19,0007 �` . '' ..,-""-e'd/ \ ""'"/"../ Z 18,0001 1 17,000 - , 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day — • -- Front door faces South r Front door faces Southwest • ' .a. Front door faces West < Front door faces Northwest • Front door faces North 'A - Front door faces Northeast Front door faces East — — Front door faces Southeast r Rhvac - Residential & Light Co H __ VAC Loads Elite Software Inc. - Home Energy Services Jacksonville FL 32218 Habitat For r Humanity, Beaches 1242 Sf Page 8 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces South Individual Rooms - - -- - - - - -- 315° High ° 90° 135° 180° 225° = = 270° - Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM — — CFM Size System 1: Zone 1: 1 Kitchen 121 *131 131 124 117 124 129 127 1-7 2 Dining Room *90 79 68 74 86 76 3 Powder *11 11 68 11 1-6 11 11 11 11 11 11 1-4 4 Living Room *237 236 222 229 226 230 221 230 2 -6 5 Br 2 82 95 *104 93 78 93 102 93 1 -6 6 Br3 55 69 *78 69 53 69 77 7 Laundry *15 1 14 14 14 14 14 1 5 1 -5 8 Bath *41 38 30 36 39 14 1-4 33 29 34 1 9 Master Bedroom WIC *24 24 23 23 23 23 23 23 1-4 10 Master Bedroom 68 91 * 81 65 81 11 Stairway *g 9 9 98 89 1-6 9 9 9 9 9 - * Indicates highest CFM of all rotations. 1Whole Building _ Front door — Supply Latent Net Recommended ! Sensible -- - - - - - Tons Degrees Faces CFM Gain Gain Tons 0 South ----- - - - - - _ -- - -- 753 16,544 3,192 4 5 ° Southwest *795 *17,479 1.64 1.89 90° West 3,191 *1.72 *2.00 775 17,035 3,191 1.69 1.94 135° Northwest 759 16,672 3,190 180° North 716 15,745 3,192 1.66 1.90 1.58 1.80 225° Northeast 758 16,670 270° East 3,190 1.66 1 769 16,907 3,192 1.67 1.93 315° Southeast 772 16,964 *3,192 1.68 1.94 * Indicates highest value of all rotations. - - - - - - -- -- - - - - -- Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf 1 Jacksonville, FL 32218 lifil — — P - -- -- - _ - a g e Building Pie Chart Infiltration 15% Floor 21% Building Roof 5 % _ Loss Ductwork 22% 17,431 , Btuh Wall 22% _.` Door 4% Glass 12% Floor 0% Roof 6% AED Excursion 4% I 1 Wall 14% 1 -I Infiltration 16% Buildin g Gain �� *- ` t ° 19,736 Glass 16 %___ i ",� r Btuh 4 Ductwork 18% Door 2% People 9% Equipment 15% 1 Rhvac - Residential & Light Commercial H Loads - Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf 1 Jacksonville, FL 32218 Page 4 Load review Report Has Net ft. Sen Lat Net Sen S Sys' Sys Duct Scope AED Ton /Ton Area Gain Gain Gain Loss Htg Clg Act S ize CFM CFM CFM Building 1.64 755 1242 16,544 3,192 19,736 17,431 352 753 753 System 1 No 1.64 755 1,242 16,544 3,192 19,736 17,431 352 753 753 16 Duct Latent 500 500 Zone 1 1242 16,544 2,692 19,236 17,431 352 753 753 16 1- Kitchen 108 2,669 319 2,988 1,361 28 121 121 1 -7 2- Dining Room 105 1,986 272 2,258 3,347 68 90 90 1-6 3- Powder 49 159 53 212 528 11 7 11 1-4 4- Living Room 375 5,220 1,025 6245 5,128 104 237 237 2-6 5-Br2 130 1,805 332 2,137 2,129 43 82 82 1 -5 6-Br 3 143 1 133 1,353 1,159 23 55 55 1-4 7- Laundry 42 334 80 414 444 9 15 15 1-4 8 -Bath 68 911 139 1,050 885 18 41 41 1-4 9-Master Bedroom WIC 33 531 153 684 775 16 24 24 1-4 10- Master Bedroom 154 1,504 186 1,690 1,527 31 68 68 1 -5 11- Stairway 35 206 0 206 149 3 9 9 0 -0' Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. I' i Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. 1 Home Energy Services t Jacksonville, FL 32218 111:t) Habitat For Humanity, Beaches 1242 ge 2f ro ec Report General Project Information - - , Project Title: Habitat For Humanity, Beaches 1242 Sf Designed By: Jim Williams Project Date: Tuesday, June 23, 2009 Project Comment: This equipment can be replaced in name or by equal or greater SEER or HSFP as stated on the FL. Energy Code Client Name: Habitat For Humanity,Jacksonville Beach Client Address: 1671 Frances Ave Client City: Atlantic Beach, FI. 32233 Client Phone: 241 -1222 Client Fax: 241 -4310 Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd. Company City: Jacksonville, FI. 32218 Company Phone: 904 757 -3569 i Company Fax: 904 757 -7104 Company E -Mail Address: jimwilliams @homebuildingstore.com Company Website: homebuildingstore.com ' Company Comment: ' Design Data Reference City: Jacksonville, Florida - -- Building Orientation: Front door faces South Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 72 n/a Summer: 94 77 47% 50% 75 48 Check Figures — Total Building Supply CFM: 753 CFM Per Square ft.: 0.606 ' Square ft. of Room Area: 1,242 Square ft. Per Ton: 658 Volume (ft of Cond. Space: 9,932 Building Loads —_ Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH Total Sensible Gain: 16,544 Btuh 84 % Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons (Based On 73% Sensible Capacity) `Notes - - - - -- -- - - -__ - -_ - - -_ -- -- _ - - ... Calculations are based on 8th 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.