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Permit SFAT 424 W Dutton Island 2011 64 Ai-e, ,), CITY OF ATLANTIC BEACH ;, a s 800 SEMINOLE ROAD J ;" ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Ew 4.4 0.2 !) Application Number . . . . . 11- 00002038 Date 5/13/11 Property Address 424 W DUTTON ISLAND RD Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning TO BE UPDATED Application valuation . . 75000 Application desc single family attached 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 SINGLE FAMILY ATTACHED Additional desc . Permit Fee . . . 380.00 Plan Check Fee . . 190.00 Issue Date . . . Valuation . . . . 75000 Expiration Date . 11/09/11 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 Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Siltffe must be installed prior to any earth PERMIT IS NiM f (m+Y, RMI`C VtitItF111 ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. t'i P"' te,>.\ CITY OF ATLANTIC BEACH r_ j 800 SEMINOLE ROAD M X ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 ' 1S Page 2 Application Number . . . . . 11- 00002038 Date 5/13/11 Other Fees STATE DCA SURCHARGE 5.70 DEV REVIEW - SINGLE & 2 -FAM 50.00 ENG REV PRE APP > 3 HRS 100.00 STATE DBPR SURCHARGE 5.70 SEWER SDC- SYSTEM DEV CHG 4050.00 UTIL REV PRE APP >3 HRS 50.00 WATER CONNECT /METER ONLY 185.00 WATER CROSS CONNECTION 50.00 WATER SDC- SYSTEM DEV CHG 1140.00 Fee summary Charged Paid Credited Due Permit Fee Total 380.00 380.00 .00 .00 Plan Check Total 190.00 190.00 .00 .00 Other Fee Total 5636.40 5636.40 .00 .00 Grand Total 6206.40 6206.40 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. NOTICE OF COMMENCEMENT Permit No. /1 3 cC f /l - 0203 y Tax Folio No. State of Florida County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 2, Stewart Sub - division, 2 " re -plat as recorded in Plat Book 46, Page 11, of the current Public Records of Duval County, FI. Address of property being improved: 424 & 426 Dutton Island Rd., Atlantic Beach, FL 32233 "era✓ Zti .,,..;.- _k � wwgn:.'a, General description of improvements: Construct residential attached single famiI •••6"' :61 £ ` I . LE CO ,, f1 p y , I, Owner: Habitat for Humanity of the Jacksonville Beaches Address: 1671 Francis Ave. Atlantic Beach FL 32 t . -..;:„ ..4,:. Owner's interest in site of the improvement: WE" m • i Fee Simple Titleholder (if other than owner): M P 41A1 n- elal Name: Address: Contractor: Habitat for Humanit of the Jacksonville Bea hes ON A l 1eL Elk �� U� Address: Francis Avenue, Atlantic Beach, ' age S�� T� . . .. T Phone No.: 904 1671 241 1222 Surety (if any): Address: Am n o and $: Phone No.: Fax No.: y , FILE COPY ` Name and address of any person making a loan for the construction of the i j.., . ,• �;� „, , 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 different date is specified): 12/31/12 THIS SPACE FOR RECORDER'S USE ONLY �/�/� OWNER 1 • Signed: ( DATE: �/ ` Before me this 7_ da f a, in the County of Duval, State of Florida, has pers nally appeared herein by l himself /herself and affirms that all statements and declarations �/ uoc # 20 " "tU t∎ Zi, UR8K : =5, rage '2 138, . he ' erue and accura - Number Pages: 1 Recorded 05'02 2011 at 11:34 AM, / , JIM FULLER CLERK CIRCUIT COURT DUVAL COUNTY Not is at La .e S. _ . i • '. - , County of Duval RECORDING $1000 M i , _ Pr M. 1 r o!e i _•1 �, Eatli)aRIRES: February 14, 2014 � '�Pf�'' � '�� Bonded Thru `o ary 'u Ic o • • r Habitat for Humanity May 4, 2011 Mr. Mike Jones Building Inspector City of Atlantic Beach 800 Seminole Rd. Atlantic Beach, FL 32233 Mike, Attached are the following materials in support of Beaches Habitat application for building permits for 424 & 426 Dutton Island Road (attached single family homes): 1) One (1) copy of the Building Permit Application for each address 2) One (1) copy of the Tree Permit 3) Two (2) copies of floor truss plans 4) Two (2) copies of roof truss plans 5) Two (2) copies of HVAC Energy Sheets for each address 6) Two (2) copies of the Florida Product Approval form for each address 7) One (1) copy of recorded Notice of Commencement 8) One (1) copy of letter to Ms Kaluzniak regarding fire sprinkler & irrigation systems. 9) Two (2) copies of the Construction Management Plan 10) Five (5) copies of architectural plans 11) Five (5) copies of structural engineering plans 12) Five (5) copies of civil engineering plans Please let me know if any additional information is required. Thank yoii;', Sinc rely, Paul Finley Construction Manager 904.334.2278 attachments 1671 Francis Avenue, Atlantic Beach, FL 32233 • Office: (904) 241 -1222 • Fax: (904) 241 -4310 www.beacheshabitat.org •••, r Habitat for Humanity® y O May 4, 2011 Ms Donna Kaluzniak Public Utilities Director City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Dear Ms Kaluzniak, I have submitted a building permit application for a duplex at 424/426 Dutton Island Road. Beaches Habitat will not be installing a fire sprinkler in this structure. In addition, we will not be installing an irrigation system. Please give me a call (904- 241 -1222) if you require any additional information. Sincerely, ie,--? 4:2--- Paul Finley Construction Manager 1671 Francis Avenue, Atlantic Beach, FL 32233 • Office: (904) 241 -1222 • Fax: (904) 241 -4310 www.beacheshabitat.org ,} ' s CITY OF ATLANTIC BEACH � 800 SEMINOLE ROAD 1.) .; ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5826 Application Number . . . . . 11- 00100038 Date 4/15/11 Property Address 420 W DUTTON ISLAND RD Application type description DEV REV TREES /VEGETATION Property Zoning TO BE UPDATED Application valuation . . . 0 Application desc BEACHES HABITAT /LOTS 2, 3 DUPLEXES Owner Contractor BEACHES HABITAT OWNER 1671 FRANCIS AVE. ATLANTIC BEACH FL 32233 (904) 241 -1222 Permit DRTV FEE PROCESSING Additional desc . Permit Fee . . . .00 Plan Check Fee . . .00 Issue Date . . . 4/01/11 Valuation . . . . 0 Expiration Date . 3/31/12 Special Notes and Comments Removing 67 "(including 26" hardwoods, 33" softwoods, one (1) 8" cherry /dead) for the development of two (2) duplexes on subject property; mitigation due is 29.5" (13" hardwoods, 16.5" softwoods); mitigation completely satisified by preservation of 163" on site trees, particularly one (1) 44" oak and one (1) - 31" oak, both located in the required rear yard setbacks. Fee summary Charged Paid Credited Due Permit Fee Total .00 .00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total .00 .00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. — - -+ — C 00 �1 ■ C C11 A c.a N ••• -∎ G 94, c.n w N .-+ rii A • o „ C ,- .. L . • 4�� aqi t oa��� . 1 a ` ° co 0 0 O C� 0 o ' o P, o o°- y °. - . It o CD o 0 a Q CD 0 0 w O C o cn o Cr 1 , 1 �. 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'. o 0 CD N tSJ N 0 0 o y t a' c 0 n O a Z Po 5 p O n El pa C I N �� '� n Q w v cn ~t CZ ril w C n a - g C � t ,n , c O it t. . ~ ; C 0 0 O c C O D �' • Q. • CD RECEIVED �rYS�L1,� � g De City of Atlantic B ach MAY 5 201 - } A FL q.g N NU MBER Building signe � p artm nt (To be asssigned 6 y t he B , ilding Depaitment ) 800 Semi Road + f f Atlantic Beach, Florida c+ 7;4,- a T Phone (904) 247 -5826 • Fax (904) 247 -5845 _.. ( ) ( ) t D at e r bUted - d-s�, ,.. - Ustl�r E -mail: building- dept @coab.us �� fi�.Dat �ed ° �,,,,�,�� "4 - 1V -� City web -site: http: //www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: � l it, utf -, - d Department review required Yes No p rty 1 �� / ) De q Applicant: ! CSC`hfy� /&,z7r' i Tree • istrator Project: /y -- s _ PCbiic Utilitig� x'7`77 �y he‘ A Public Safety Fire Services .: ye ee$ ;' M : xF 4 p. "'tg Ir.` Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Cginments lc � S j��, C(/ S/C%�C Z l BUILDING PLANNING & ZONING / Reviewed by: 7/ Date: /�L� // TREE ADMIN. Second Review: QApproved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: DApproved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14109 CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET �JF3 J'' Dates -S - // Address:. q2c/ (,J ,0 JTYCSi/J / Si 01/10 ( Permit Application No / / — 2 Notes: / / L/(7. (� WATER SDC $ SDC = System Development Charge SEWER SDC S q U 'CC) C.)0 r WATER METER ONLY $ 1 5 S.1 U v WATER METER/TAP $ SEWER TAP $ CROSS CONNECTION $ 50 d CD OTHER $ GRAND TOTAL $ 5, L Z , uo RECEIVED , a sLivar of Atlantic Bea. h r 1 City r LIGAOON NUMBER Building Departmen MAY 0 5 2011 _ (To be assi I3uild�ng Deit ien patj 800 Seminole Road hh , j } T ' Atlantic Beach Florida 32 - 5 U Phone (904) 247 -5826. s _ r a -n'` -tka. i s a' r { s E building dept @coab.us 7 Date puted y /lair � rt City web -site: http: //www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 7Z IL 7 kt{ / d Degartment review required Yes No Applicant: 7f ��� 4 /r g Tree Administrator Project: , 7 r� j /f /fir» , // tztic uuerKs P 1�bjic Ujilities -> e Public Safety Fire Services • yr Y;' �.5�.?,�s�°..�°_'i Fra'! arm sa h e , SG . , h } S ? w Y Revtewrfee $.zs� ; _ Mrrq �:; ®e. -Sj r r e M Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: )41Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: c / TREE ADMIN. Second Review: ( ]Approved as revised. ❑Denied. WOR S Comments: `UBLICTLITIES PUBLIC SAF TY Reviewed by: Date: FIRE SERVICES Third Review: approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 r,syL`r � City of Atlantic Beach r f ,� A Pi` I Cf TION NUIUIBER , 6 t , Building Department 1 (ro be assf ed 6 t Build Depa } 800 Seminole Road \'.7 / 11 ; t" % `4 ' c ��, 2 s , Atlantic Beach, Florida 32233 -5445 � r � , " a Phone (904) 247 -5826 • Fax (904) 247 -5845 f�. ,i .� .4 k ;,_ '---0.11 .0 � '. E -mail: building- dept @coab.us r r, Dat$, ro _ It:� " " 7r City web -site: http: / /www.coab.us " APPLICATION REVIEW AND TRACKING FORM Property Address: f ZU/ GL 4)&17 el Al - -,d 21 Department review required Yes No Applicant: R? et Ohl /77.% � 'ng Tree Administrator Project: t / ,eublic tveria . Palic L1 iliti� • "7777 e het A Public Safety Fire Services w'-.>GaY -;:mss ^35 , f : fy,F" g . 3 � f: f" , a {�t .y "� �5, r ' e ,e0,?4 ` }�.+.+r.�r Revlew��ee�$n ;,. � . " : � }� ; D' °;�; Sig ��i. "� e _ i ,�, , ,� � .. •�.� r' Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLIC ON STATUS Reviewing Department First Review: pproved. ['Denied. (Circle one.) Comments: BUILDING 1 t PLANNING & ZONING Reviewed by: • •19■ .- Date:S —/ 3 - 11 TREE ADMIN. Second Review: A roved as revised. ❑ pp ['Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 % -L�1 r� City of Atlantic Beach A 'Al NUBER M Building Department 1 o be assigned b t e B 'T a wl9 p dm De artment } yi"7 800 Seminole Road � ,, i • , s? ;+ Atlantic Beach, Florida 32233 A [�� { '7k Phone (904) 247 -5826 • Fax (904) 247 -5845 rjF3 or E -mail: building- dept @coab.us T Date routed - City web - site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Z'I W d , Department review required Ye No Applicant: A 67T s V CC Tree ' istrator Project: J.7?7 ;17 v / �� _ Pali . ltiliti� Public Safety Fire Services -. ^w4, .tom sue'• .Yh�.'rJr r c '�8 Ma t' .. r 7 ,,.,. Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: [Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &__ZOONING Reviewed by: Date: ,��" /� TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: (Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 ,.. 60\/ :Ay L.___ AL 01):\ 0 3- tq -10 -0 • 19 -10 -0 I k F-KW1 F -KW1 01 ►1 F03 A F03 I y �, 'F03 F03 F03 F03 —% F03 F03 I s Kt F03 F03 ra 0 F06 —. F-KW2 F -KW2 �s o _ F06 0 _ O I . ; o N F06 F06 4- O M M O O M F05 ,z m ,_ F05 M o - m F05 LL LL F05 '^ _�% F07 FO/ 6 I' F04 F04 F03 „ v F03 �, F03 N N �0 IP F 100 1 Iiii 0 0 I'$ 0 4-t-0 4 -0 -0 _ 8 -,9 -0 4 8 -0 0 4 -0 -0 • -0 -0 0 O O O O �L 0 0 0 0 -% 5 , 2 l.2 LL LL,L LL O O O O _ Q Q i - m . ‹ < Q - d - • l O • 0 0 0 O O O O O O 'PO p O O Cy : —__ LL LL .L LL 1L LL LL o LL LL LL ! tL LL LL _ I II 3-6-0 3-6-0 c l' All 10 -0 -0 q -10 -0 f q -10 -0 1 0 -0 -0 GEARING HEIGHT SCHEDULE 8' 1 -1/8" / / �% 17' 711 to R-ZAS ,E: - c.- ,. s.- ( -q. C' r� 4 C„ C n C`, c el 20 -0 -0 20 -0 -0 p 1 15 -11 -4 15 -11 -4 ru101 ru10c1 0 1 -4 24 "oc . 24 "oc _ 3 -11 -4 _ t�'.' 1 . - re' NI W .D r cO - a .1a.... " t . _ O Cs cO S. .O th d ( e) O ,I, !".t.!' S. ",. I r-... `� O 0 O O O O O � O O O O O O ■ � O ,: s. 4 > I F H 1 - H 1— ' \ 1- � H 1- — v V" ° CJ01 r k _O teu "s i NI 4: p r l! it 1 pµ 0 a j ■ FER JO HIP 91 (REGOMMENDATIOry t1 ,I I '��" e' � T II '' 6 0 ANDLING )NSTALLATION AND TEMP9RA BRACINJ I � 4,, EFER` O ENGINEERED DRAWINGS F6R11 MANENT ■ .i RACI REQUIRED. 4a.1 ro i — I .I � j2.) ILL T 5E5 (INCLUDING TRUSSES UNDER a Fli i O 1 ;t ALL FRAMING) MUST BE LO 105 , DEL L OE ER i0 ON D FE L E L V105• Q -- % 5.) AL AL IEIIAA)"€ 0041146 REQUIREMENT ra , '0' 1 r 0 / 3 .) ALL VA LLEYS ARE 10 BE LONVENF111 A LY G � FRAM BX BUILDER. OO y I � a 0 � O 4.) ALL i�U ARE DESIGNED FOR 2`9.6. II p UNLESS MAXIMUM RALIN6, 55 0THER�'1' NOTED. J % tSR�ii 0 M PLAN RE`LONSIDERER"1lfBE L0 LO o I 1 BEARING, UNLESS OTHERWISE NOTED. I$ i 6.) 5Y42 TRU5505 61U51 BE INSTALLED . WITH THE 10P BEING UP. ' l i 0 7.) BEAM /HEADER /LINTEL (FUR) TO BE FURNISHED BY BUILDER. Bu i � . Fi rstSou rce I I , � ' s ' s;I % � ack5onville ?� PHONE: 904 772 - 6100 FAX: 904- 772 -1973 i 1: .....,....,...,,,, : rist Tampa _ ,;_ PHONE 813 - 621 -9831 FAX: 813- 628 -8956 11 _ Lake City c ) O • PHONE 386- 755 -6894 FAX: 386- 755 -7973 Sanford r. - '° "D' " ' 9'"ONE: 407 -322 -0059 FAX: 407-322 -5553 10 -0 -0 20 -0 -0 10- 0 -0 ,,, rf Freeport a' ?IONE: 850. 835 -4541 FAX: 850 -035 -6835 ® ' L ER: �p�a + : 26 EAGHES HABITAT ' l b.t..ri 1' `T' ! :,4 ADO V55. 2 - +F22'l�utton Wand Rd� �` :I L: parision: �� j 1242 1/2 CANT —HIP a6 " I umel P". MOH: Orl�inal pderencet: {' ® ;- 4/20/11 M5K 370072 pillsrel Jolt,: inJLeral WI 1: a Coal doll: ; � _ 370303 370072 t 6 LL Z w - PARKING WILL BE AT P-4 o z DONNER PARK g- 1 Z 550 E-1 ° c o ORT -O -LET - - n m Q� W <, z Z N88'36'17" 4. I E _ _ v 7 ■88'40'00 "E 75.00' N �_ __ 0' Z ti m Z 88'40'00 "E 133.0 CONCRETE O C 0 • \ HEADWALL I Qw CI L) . w • to 12 w , I oD = N W E. DUMPSTER (8)(16') a CI) I I z I � �1._ - j-- I • I I o O D D iZ7 / / j I. I I -<M / % I m —I / 2 STORY / I I I N m 3 BEDROOM • I I j0 I m ...- I c m • - / / I I j I `° Z / / I • -' • / • j I :I ' � I • � • - r• TWtN LAUREL OAS • , ". .. - p • - ..— v 0.. -• .,•••••• -4, / 4 4 4 4' .,_. I 4, •' W 4 .Y W V. �. r , 4 v 4 4 4, W WO I Y W W W W W W 4 W 4, 4 4 4 4' LO 4 3 W '1 �d r C p - •• y m N 1. • , 4 •1. J, J. J. J. 4 r m it N m .i, 4, 4 w 4. 4, u. sae .I.I C v Z W j I -- O i u i W w i W 1 m I- 4 W a 4 4 .L I O W y W W .l• .l• O < Cl U N i SHEET . si, l m v w 20 0 10 20 ■ W .1, a4... !�I ma y. S88'40'00"W 75.00' 1 OF 1 ' S88'40'00 "W 75.10' CALCULATED) SCALE IN FEET IC1T 11 DUTTON ISLAND ROAD WEST (FORMERLY CHURCH ROAD ) 60' RIGHT OF WAY PAVED w w ---- -- I EDGE OF PAVEMEN o, I 5 NI a N88'43'03 "E 75.08' FIELD) I A . _ _ — _ 88 "40'00_EL 75.00' — _ tt 11 • 4(IERRY 12" CHERRY *I D / • 4 15 °TWIN CHERRY k' I EZ, 8" PIS - _. • 1 1 I I CONSTRUCTION POD ////" I . /// //////7 ' // % : I I' 1 • 1 I I owl ,l • 1 • i . 1 of I z 1 : I • 1 2 STDRY / ' 1 : I ° oi ki NI I I : I 3 BEDROOM //' 1 I LOT 1 0• I I 1 111 I : IM I IL .-.O • Si CE (TYP.) 1 1 • :, c • I Z . I I o I 4 1 -P: 1 i t Ui • TREE BARRICADE /. 1 1 1 I .C: * 1 : ma / 1 � P I I • O LAU REL O AK I `• O � .a m . 1 _ _ ...• _ .. 1 i :, C y . r- / / • O \ r r TWIN LAUREL OAK (v �• 3 " OAKI `. / , vim n s� _ • o 1 1 4 e Y o E A W •Y .Y .Y •1 * W •Y v .' • W W W 'le W W W W W W W *' w w .c. .v * w LOT 2 v. * w E we 1.4 A • 7" WATER OAK w w w w w w w .i. * W * * L y 4- W W W Ij W W .Y W W 1 W * 1 * 4, * 4 y * sle sle • W 4, W W '' W W W ' 4, * + W W W W W * W * W W * W • x W W W W W W W W W W • •Y * * •Y •L ' •V W * W •Y N• 1 L E �J --- _ _ _ _ S88'40 00 W _ 75.00' ,, I ( S88'40'00 "W 74.91' CALCULATED ) h ' .a�:. -r' .Ww:ru , wn 3,iu.GS•�u+rH +++F' 'w'A' . Julius Lee RE: 370303 - t a v v u� (L E' > 1109 Coastal _Ivd. I Boynton Beams F t ' 33415 1 Site Information: c' 9 0 < Project Customer: Beaches Habitat Project Name: 370303 Model: 1242 1/2 cant -rip 13 f, L.' E p Lot/Block: eld y 9. 6 Subdivision: $ a:• u - cq Address: 429 422 Dutton Island Rd i m , a v o ti © City: Duval State: Florida ,'' a r m Vi ; . �.: ' U • Q Name Address and License # of Structural Engineer of Record, If there is one, fitteth 1 1$iiag4 Name: Paine, Lawrence A., PE License #: 21475 r'' n v c a u: v- O Address: 319 Oglethorpe Blvd. �,,, ; U it, � , Z N City: St. Augustine State: Florida E � _ 9 = G) a r w. K; r a, L p General Truss Engineering Criteria & Design Loads (Individual Truss Design Dr,S viri S SIio p� 1 z Loading Conditions): g F p y g r a Design Code: FBC2007/TPI2002 Design Program: MiTek 20/207 b k E . u Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: 55.0 psf d , u, E ` o a w P r . 4 r as , 0- d Roof Load: 55.0 psf ; 2 o a This package includes 13 individual, dated Truss Design Drawings and 0 Additional awings. o o 0 With my seal affixed to this sheet, I hereby certify that I am the Truss Design Enginelr ans • thisSn 0 shEe conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules:`' ro g us d This document processed per section 16G15- 23.003 of the Florida Board of Professionals tgulep = a c In the event of changes from Builder or E.O.R. additional coversheets and draw nta ; decopl any E CV i this coversheet. The latest approval dates supersede and replace the previous dravingC No Seal# Truss Name Date r a F- U I.0 Y L Mt at .1. 1' 1 14707640 F01 4/21 /011: i» L2 1 14707641 FO 1 A 14/21/011 1 �� _ 13 1 14707642 FO 1 B 14/21/011 4 1 14707643 1 4/21/0119 15 114707644 ; F03 14/21/011 ; [ 1 14707645 ..... . 04 14/21/011 ' L7 114707646 1E05 _ 14/21/011 _i 18 114707647 14/21/011_ 114707648 LF07 J4/21/011_!, 110 14707649 F-KW1 4/21/011 111 114707650 1 F -KW2 14/21/011 L12 _ I F -KW3 4/21/011 13114707652 1T100 _14/21/011 The truss drawing(s) referenced above have been prepared by MiTek ��N c , ii Industries, Inc. under my direct supervision based on the parameters N. • J� • ��/ provided by Builders FirstSource (Jax). . F \LENS . % P Y ( ) � F Truss Design Engineer's Name: Julius Lee * • . No 34869 ' My license renewal date for the state of Florida is February 28, 2013. _ * — -7p: ;W� NOTE: The seal on these drawings indicate acceptance of p it :.. professional engineering responsibility solely for the truss ...4\ '. STATE QF . components shown. The suitability and use of this component % s designeraper /TPI gChapter responsibility onsibility of the building /. ∎ - �- , � 2 1 , 2011 1 of 1 Julius Lee . �. Job Truss Truss Type Qty Ply .. 4707640 . 370303 F01 FLOOR 2 1 290595001 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:34:58 2011 Page 1 ID: VzIF5v6KBreAeFKkJg3HQ_ zOmoh- mxwS3LbCsgOOXh8Xrgx2UMPmfC97o7yki000N 1 zOm' I 1 1 - 7 - 4 I I I Scale = 1:15.2 1.5x3 = 3x6 11 2x6 It 3x6 I I 6x8 = 4x6 11 1 2 14 3 15 16 4 17 5 i1 ire $ 1 11 MIEN S'..` 111111 1.5x3 = i ME III I11 ,W w 13 r -� r�.r� , ! � � � � � �! �! �! � � ��: illw�:!:!:: ll: � :llll:!�5 - 4x4 = 12 11 10 9 8 7 6 1.5x3 II 1.5x3 II 3x3 = 1.5x3 11 4x4 = 4x4 II I 5 -10-4 8-0 -0 I 5-10 -4 2 -1 -12 Plate Offsets (X,Y): 15:0- 3- 0,Edge1, 15:0- 1- 8,0 -0-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) -0.01 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 56 Ib FT = 11%F, 11 % E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 "Except" TOP CHORD Structural wood sheathing directly applied or 8 -0-0 oc purlins, except T1: 4 X 2 SYP No.1 D end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 4 X 2„4YP No.3 REACTIONS All bearings 6 -0 -0, ��\ \\ i ,1 11 i { 1 � 1 / / less at int( (Ib) Max Gpav All rea 250 or less atjoint(s) 9 exce 12 =280(LC 2), 8= 2472(LC 1), 10= 616(LC 2), 11= 703(LC �\ \\\ \ ` • / • ..... 1) �J� ' . OCENSE• .. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. * •• No 3 • TOP CHORD 1 -12 =- 275/101, 1 -2= 0/293, 2 -14= 0/293, 3 -14= 0/293, 3 -15= 0/969, 15-16=0/969, 4 -16= 0/969, 4- 17= 0/1151, 5- 17= 0/1146 BOT CHORD 10 -11 =- 293/0, 9 -10 =- 293/0, 8 -9 =- 1635/0, 7 -8 =- 1666/0 = — • Et _ • WEBS 4-8=-2396/0, 5-7 =- 1482/0, 4 -7= 0/1039, 4 -9= 0/922, 3 -9 =- 915/0, 3 -10 =- 597/181, 7- W = • 1 -11 =- 381/0, 2 -11= -454/0 0 NOTES (11 -14) � - • � •. STATE OF • • ,_ 1) Unbalanced floor live loads have been considered for this design. i • • . FC ORIO P • • • ( 2) All bearings are assumed to be SYP No.2 . /// \\ 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 9 except (jt =1b) 1 / v I N AL \ 10 =158. / / / /111111 \ \ \ \\ 4) Non Standard bearing condition. Review required. 5) Load case(s) 1, 2, 3, 4 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 Ib down at 7 -10 -8 on top chord. The design /selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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. 12) For special connections with reaction$or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lae, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Continued on page 2 April 21,2011 1 B A WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE F.40E MB 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 C Bay Blvd. u for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity of the y 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 CrHeria, 058.819 end BCSI1 Building Component Solely information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Job Truss Truss Type Qty Ply 14707640 370303 F01 FLOOR 2 1 290595001 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:34:57 2011 Page 2 ID: VzlF5v6KBreAeFKkJg3HQ_ zOmoh- F8TgHhcgdzWE9rpONSHOaxxPcVMXaCuwg9ZvTzOmE LOAD CASE(S) 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12 = -10, 1 -5= -213 Concentrated Loads (Ib) Vert: 1 =- 272 5 =- 677 14 =- 272 15 =- 272 16 =- 254 17= -264 2) 1st unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12 = -10, 1-4 =- 213, 4 -5= -133 Concentrated Loads (Ib) Vert: 1=-272 5=-355(F=-113) 14=-272 15= -272 16= -254 17 = -72 3) 2nd unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12 = -10, 1-4=- 133, 4-5=-213 Concentrated Loads (Ib) Vert: 1 = -74 5 = -677 14 = -74 15 = -74 16 = -69 17= -264 4) User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12=- 10(F), 1- 5=- 100(F) \ ,011 11111 �` �J • \ ,\CENSF No3 9 * � '� • STATE OF .4".�1 F�ORIDP, (j• April 21,2011 • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown, and B for an individuol building component. Julius Lee Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Blvd. k for lateral support of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 1 109 109 Coastal FL 33435 l Bay Bay erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI1 Building Component Solely Inlormaton available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. ii Job Truss Truss Type Qty Ply fr 14707841 370303 F01A FLOOR 10 1 290595002 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. VVed Apr20 10:34:58 2011 Page 1 ID: VzIF5v6KBreAeFKkJg3HQ_zOmoh -jK1 DU 1 cS0He5m7Iwy5_WZnU8E0h6Gvx 19Kv6RvzOmF 1 1-3-0 1 1 1-7-4 1 0 I 0 -9-14 11 0 -9-14 1 0,1 Scale = 1:152 1.5x3 = 4x6 II 2x6 11 4x6 II 8x10 = 2x6 I 4x6 11 1 2 3 4 5 6 rig iiiii wig I Eli so ' 11111 I Ell 1.5x3 = Y Hil6I N.M■IIIII MIN 11 gi 14 .9'1..111.111101.111111M=M11 1.01111111111.1111111111111=1 13 12 11 10 :/ 8 7 4x4 = 2x4 11 5x6 = 5x8 = 1.5x3 11 3x4 11 5x7 = 1 5 -10-4 8 - 5-10 -4 2 -1 -12 Plate Offsets (X,Y): (2:0- 3- 0,Edge], f3:0- 3 -0,Edge], 14:0- 3- 0,Edge], [6:0- 1- 8,0 -0-8], 16:0-3-0,Edgel, (11:0 -1 -8,0 -0-01, 112:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.09 10-11 >728 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) 0.16 10-11 >418 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 61 Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP M 31 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (Ib /size) 13=- 463/Mechanical, 9= 3188/0 -5-8 Max Uplift l3=- 688(LC 3) \0 1‘11 1 ] (/ / / Max Gray 13= 263(LC 4), 9= 3188(LC 1) \ \ \\ ` ` s S - ' FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. ■‘ \)V . • ' k � . �ICENs ' •. TOP CHORD 1 -13 =- 265/867, 1 -2 =- 292/1432, 2 -3 =- 292/1432, 3 -4 =- 151/2857, 4 -5= 0/1741, 5-6= 0/1734 i BOT CHORD 11- 12=- 1432/292, 10- 11=- 1432/292, 9-10 =- 3904/0, 8 -9 =- 3471/9 WEBS 4 -9 =- 2928/0,1 -12 =- 1864/380,2 -12 =- 183/747, 10 -15= 0/1562,4 -15= 0/1498, * ' No 3 ..9 3- 10=- 2037/0, 3 -11 =- 48/564, 4- 8=- 49/2743, 5-8=-326/75, 6-8 =- 2537/0 ■ , NOTES (10 -14) 7.-- _ 1) Unbalanced floor live loads have been considered for this design. — 2) All bearings are assumed to be SYP No.2 . 41.1 3) Refer to girder(s) for truss to truss connections. T STATE OF ` _ \ 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 13 =688. i \ ' • . Ft ORI G ,N. 5) Load case(s) 1, 2, 3,4,5,6 has/have been modified. Building designer must review loads to verify that they are correct for the intended "i, is \ use of this truss. / / \\ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. // / 11 N A1. I11 \ \ \ 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 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 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 13) Use Simpson HHUS48 to attach Truss to Carrying member LOAD CASE(S) 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 = -10, 1-6= -100 Concentrated Loads (Ib) Vert: 6=-1866 Continued on page 2 April 21,2011 ■ f ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MII -7 473 WORE 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 tens designer. Bracing shown J5 Id Lee is for laterol 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 8 the responsibility of the buiTdng designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/IPI1 Qualify Criteria, DSB -89 and SCSI1 Building Component Safety Informatlon available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. } Job Truss Truss Type Qty Ply 14707841 370303 F01A FLOOR 10 1 290595002 Job Reference (optional) Builders FirstSource, Jacksonville, R 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:34:58 2011 Page 2 ID: VzIF5v6KBreAeFKkJg3HQ_zOmoh -jK1 DU1cSOHe5m ?Iwy5_WZnU8E0h6Gvx19Kv6RvzOmF LOAD CASE(S) 2) 1st unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 = -10, 1-4= -100, 4 -6 = -20 Concentrated Loads (Ib) Vert: 6 =671 3) 2nd unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 =10, 1-4=-20, 4- 6 = -100 Concentrated Loads (Ib) Vert:6= -1866 4) User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13=- 10(F), 1- 6=- 100(F) 5) 1st chase User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13=- 10(F), 1- 3=- 100(F), 3- 4=- 20(F), 4- 6=- 100(F = -20) 6) 2nd chase User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13=- 10(F), 1- 2=- 20(F), 2- 4=- 100(F), 4- 6= -20(F) ` \ 0 11111 ..\13S S •K , '' %, • o GENg F • * No Air .4.9 STATE OF � � <s •• F LORIDP ••• O N E S / 1 111111111\ `\ April '1,2011 4 t A. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 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 paromenters 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 Blvd. 1 109 109 Coastal FL 33435 l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabricotion. 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 14707842 370303 F01B FLOOR 2 1 290595003 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:34:58 2011 Page 1 ID:z9JeIFlyy8m1 GPvwsOaWzCzOmog -IK1 DU1 cSOHe5m ?Iwy5_WZnU6pOiuG1 R19Kv6RvzOrnR 1-3-0 1 1 1-7-4 0- 12 1 0-6-4 1 O 1H8 Scale = 1:15.2 1.5x3 11 7x10 = 3x4 = 1 3x3 = 2 3 3x3 = 4 16 5 IN\ IL — fies TI • 14 15x = _ 1.5x = , U o1II4 ' : ' 3 12 it 10 9 3x4 = t*1 7 4x4 = 6 3x3 = 1.5x3 11 1.5x3 11 1.5x3 11 5x7 = 1 5-10-4 8-0-0 5-10-4 1 2 -1 -12 1 Plate Offsets (X,Y): (4:0- 3- 12,Edgel, f5:0- 1- 8,Edgel, f8:0- 1- 12,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) 0.06 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) 0.10 9-10 >671 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 48 Ib FT = 11%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.1D TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (Ib /size) 12=- 31/Mechanical, 8= 1950/0 -5 -8 Max Uplift 12=-171(LC 3) 0\ 011110i / /// Max Gray 12= 266(LC 4), 8= 1950(LC 1) \ \ \ \\ \ ` ` c S+ i / // FORCES (Ib - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. N. - ` \l •7 / TOP CHORD 1 -12 =- 272/255, 1 -2 =- 280/391, 2 -3 =- 280 /391, 3-4 =- 152/1009, 4-16= 0/897, 5 -16 =0/897 .' i BOT CHORD 10 -11 =- 391/280, 9 -10 =- 391/280, 8 -9 =- 1512/0, 7 -8 =- 1330/0 WEBS 4-8 =- 1726/0, 5-7 =- 1219/0, 4- 7= 0/905, 9-15= 0/695, 4- 15= 0/627, 3 -9 =- 958/0, * • NOr 9 • 3 -10 =- 75/290, 1- 11=- 520/373 — NOTES (10 -14) , 73, W 1) Unbalanced floor live loads have been considered for this design. 2) Bearings are assumed to be: Joint 12 SYP No.2 . - �/ 3) Refer to girder(s) for truss to truss connections. T� STATE OF 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 12 =171. j \' •... ORIO \ V\,', / 5) Load cas 1, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the intended use / ./7 / • • • \ \ of this truss. / //, / N A \ \ \ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /� / 1 I ► f I I 1 \ \ \ 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 13) Use Simpson HHUS48 to attach Truss to Carrying member LOAD CASE(S) Standard Except: 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12 = -10, 1-4= -100, 4- 5 = -210 Concentrated Loads (Ib) Vert: 5 = -539 4 = -57 16 = -254 Continued on page 2 April 21,2011 t I ® WARNING - Verify design parameters and READ NOTES ON 71118 AND INCLUDED MITER REFERENCE PAGE M11 -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design 5 based only upon parameters shown, and is for an individual building component. Applicability of design poromenters 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 /TPll Quality Criteria, DS11-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 14707642 370303 FO1B FLOOR 2 1 290595003 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:34:59 2011 Page 2 ID:z9JeIF7yy8m1 GPvwsOaWzCzOmog- BWbbiNd49bmy08t6WoV15 ?1 HYQ17 ?UhBO_eg_LzOmC LOAD CASE(S) 4) User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12=- 10(F), 1- 5=- 100(F) 5) 1st chase User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 6- 12=- 10(F), 1- 3=- 100(F), 3- 4=- 20(F), 4- 5=- 100(F = -20) 6) 2nd chase User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plt) Vert: 6- 12=- 10(F), 1- 2=- 20(F), 2- 4=- 100(F), 4- 5= -20(F) 1P111f vS • ` �J�' ENSF .F� • * No 9 • 73 • W= 0 11./ STATE OF // if ' ON I A- 1 � \\ \ April 21,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE IJSE. Design valid for use only with Mgek connectors. This design 5 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 Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u 1 109 Coastal Bay the responsibillity of the Boynton, Coastal l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualtly 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 14707843 370303 F02 FLOOR 8 1 290595004 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:34:59 2011 Page 1 ID: z9JeIFlyy8m1GPvwsOaWzCzOmog- BWbbiNd49bmy08t6WoVl5 ?1PZ ? eg_LzOmQ I 1 I 1 - 7 - 0 I l Scale = 1:11,5 3x3 = 1 3x3 = 21.5x3 11 3 3x3 = 4 - I7 I 40% : 10 1 �' 1.5x3 = Q Y a 1.5x3 11 3x3 = II 9 8 7 6 5„ 3x3 = , 1.5x3 11 3x3 = 5 -11 -8 5 -11 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) - 0.05 6-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 33 Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -11 -8 oc purtins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 9= 317 /Mechanical, 5= 311/0 -3-0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \ \ \ I I I I I / / / // TOP CHORD 1 -9 =- 346/0, 5 -10 =- 314/0, 4-10 =- 314/0, 1 -2 =- 360/0, 2- 3= -360/0 \ \ `` ++S S` / / BOT CHORD 7 -8= 0/360, 6 -7 =0/360 �� \ \v / // WEBS 4 -6= 0/286, 1 -8 =0/479 • , v\CENS6 ' • ., ./ NOTES (7 -11) 1) Unbalanced floor live loads have been considered for this design. * . 2) All bearings are assumed to be SYP No.2 . - — 3) Refer to girder(s) for truss to truss connections. _ U • ; CK 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -r1 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to- /" be attached to walls at their outer ends or restrained by other means. � -' STATE OF ,. • 6) CAUTION, Do not erect truss backwards. � . • ,....\ ■ 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular • • F � j ORID • • V building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ..."/ / v� G \ \ ‘\ 8) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) /// �O \\ 9) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 /// / / , V I ��\ \ \ \\ 10) Use Simpson HHUS48 to attach Truss to Carrying member LOAD CASE(S) Standard April 21,2011 I `' ■ Y WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI17473 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown. and o 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 budding designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI) Quality Criteria, DSB -89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply 14707844 370303 F03 FLOOR 14 1 290595005 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:00 2011 Page 1 ID:z9JeIFlyy8m1 GPvwsOaWzCzOmog- 59zvjeiwuupOISI4W0_eCZXspKI kvdKdeODWozOmF 0-1 -8 H 1 -3-0 1 1 1-6-0 1 Sr`.dle = 1:34.2 4x5 = 4x5 = 1.5x3 = 4x4 = 1.5x3 11 1.5x3 11 4x4 = 1.5x3 = 1 2 3 4 5 Ti 6 7 8 9 10 ii /� i. w /.\ ea Ii 'I 2 . - --_ i1 22 0 r r /1 20 19 18 17 16 15 14 13 12 11 4x6 = 4x4 = 4x4 = 4x6 = 1 -6-0 4-0-0 6 - 6 - 13-3-0 I 15 - I 18 - l 19 -9 -0 l 1-6-0 2 -6-0 2 6 2-6-0 2 -6-0 1-6-0 Plate Offsets (X,Y): [1:Edge,0 -1-8), [10:0- 1- 8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.31 15-16 >744 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.49 15-16 >477 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 102 Ib FT = 11%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (Ib /size) 20= 1066/0 -3 -0, 11= 1066/0 -3 -0 \``,V /j , (([ I (/+ /,/ FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \� . 1 S S { - 7 7/ TOP CHORD 20 -21 =- 1061/0, 1- 21=- 1060/0, 11 -22 =- 1061/0, 10 -22 =- 1060/0, 1 -2 =- 1093/0, S � 2-3 =- 2734/0, 3-4 =- 3772/0, 4 -5 =- 4296/0, 5 -6 =- 4296/0, 6-7 =- 4296/0, 7 -8 =- 3772/0, ` .,3\> .• • • •*GENSB �i 8 -9 =- 2734/0, 9-10 =- 1093/0 "S BOT CHORD 18- 19= 0/2061, 17- 18= 0/3381, 16- 17= 0/4135, 15 -16= 0/4296, 14 -15= 0/4135, 13- 14= 0/3381, 12- 13= 0/2061 * • No 9 • WEBS 10- 12= 0/1411, 1 -19= 0/1411, 9 -12 =- 1346/0, 2 -19 =- 1346/0, 9 -13= 0/936, 2 -18= 0/936, - "' 8 -13 =- 900/0, 3 -18 =- 900/0, 8 -14= 0/543, 3-17= 0/543, 7 -14 =- 506/0, 4 -17 =- 506/0, _ '� • 7 -15 =- 167/563, 4 -16 =- 167/563, 5 -16 =- 269/41, 6 -15= 269/41 - 2 W • NOTES (6-9) - • STATE OF �� • 1) Unbalanced floor live loads have been considered for this design. i ' -- 2) All plates are 3x3 MT20 unless otherwise indicated. - F CORtO" �� 3) All bearings are assumed to be SYP No.2 . /// �� 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /, ' O N A� � \ \ 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to f / / r / ([ l i ), \\ be attached to walls at their outer ends or restrained by other means. 6) 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. 7) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 8) 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 April 21,2011 t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111H-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. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. Bay al is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, 1109 Coastal l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y 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 PIy 14707645 , 370303 F04 FLOOR 2 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.250 5 Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:01 2011 Page 1 I D:z9JetFlyy8m t GPvwsOa WzCzOmog- 7vjL63fLhCOgdS 1 VdDXDBQ6cUDhoTKjTrI7m2EzOmC 0-1 -8 H I 1-3-0 I I 1 -9-12 I I 1 -8-4 I 0- Seale = 1:34.2 1.5x3 = 1.5x3 = 3x6 11 3x6 11 2x6 11 6x10 = 4x6 11 3x6 II 2x6 11 4x6 11 3x6 11 4x6 11 1 2 3 4 5 23 6 7 8 9 10 T1 q.1.1 /O �0tlS ,�1 1 1 W � M IU 4 - Bi:� '''►.. A \ ' �;' v y1 4 22 21 20 19 18 17 16 15 14 13 12 11 3x3 = 3x3 = 1.5x3 U 3x5 = 3x3 11 5x7 = 3x5 = 1.5x3 11 3x4 = 3x4 = 4x5 = 3x3 = 1-6 -0 I 62 -4 7 -6 -12 I I 10-0-12 I 15 -9-0 I 18-3-0 I 19 -9-0 1-6-0 4 -8-4 1 -4 -8 2-6-0 5-8-4 2-6-0 1 -6 -0 Plate Offsets (X,Y): 11:0- 1- 8,0 -0- 81,13:0- 3- 0,Edgel, 17:0-3-0,0-0-01,110:0-1-8,0-0-81, 110:0-3-0,Edgel, 114:0- 1- 8,Edge1, 119:0- 1- 8,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.10 15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.16 15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 130 Ib FT =11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.1D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (Ib /size) 22= 193/0 -3-0, 11= 855/0 -3-0, 18= 1657/0 -3-8 Max Uplift22= -81(LC 3) , l 1 l 1 I I I /// Max Gray 22= 327(LC 2), 11= 860(LC 4), 18= 1665(LC 5) \\\- \\ \ \ `` ` c S L // / // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ J�•' ••\CENS 4 TOP CHORD 1 -22 =- 328/72, 10 -11 =- 857/0, 2 -3= 397/425, 3 -4 =- 397/425, 4 -5 =- 633/0, 5 -23 =- 2416/0, 6 -23 =- 2416/0, 6 -7 =- 2941/0, 7 -8 =- 2941/0, 8 -9 =- 2144/0, 9 -10= -911/0 BOT CHORD 20-21=-425/397, 19 -20 =- 425/397, 18-19=-941/0, 17 -18 =- 941/0, 16-17=0/1824, , * ' NO 3 9 15- 16= 0/2941, 14- 15= 0/2941, 13 -14= 0/2601, 12- 13= 0/1691 WEBS 4 -18 =- 1719/0, 1- 21=- 203/312, 4- 19= 0/935, 2 -21 =- 206/356, 3-19 =- 396/0, 10- 12= 0/1176, _ 'D : : Et - 4 -17= 0/1755, 9-12 =- 1058 /0, 5 -17 =- 1639/0, 9 -13= 0/615, 5 -16= 0/845, 8 -13 =- 621/0, 7 3 : : w ' 6- 16=- 750/0, 8- 14=- 13/711, 7- 14= -299/0 NOTES (9-12) STATE OF iv -- �tS) F P •••'�■. N. 1) Unbalanced floor live loads have been considered for this design. ■ i L OR IO 2) All bearings are assumed to be SYP No.2 . // `' • 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22. / 1/ /1 /O N A 1 _ - \ \ 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /0/11110° ` 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 561 Ib down at 10 -5 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 11- 22 = -10, 1 -10= -100 Concentrated Loads (Ib) Vert: 23=- 561(F) April 21,2011 1 9 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NB -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based onty upon parameters shown, and 4 for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown Julius Lee B 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 /TPIS QuaMy 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 . 14707648 370303 F05 FLOOR 4 1 290595007 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:02 2011 Page 1 ID:z9JeIFlyy8m 1 GPvwsOaWzCzOmog- b5HjKPfzS W8XFcchBx2SjdfwKdAuCvQd4ytKagzOmt\ 0-1 -8 H 1 1-3-0 I I 1 -9 -12 I 1 1 -0-4 1 1.ab S I = 1:17.7 1.5x3 = 1.5x3 11 3x6 = 1.5x3 11 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 T1 - /111 El 1 o 01 e o ,' MI 14 13 12 Pril 10 9 8 1.5x3 11 I 1 - I 6-2 -4 I 10 -4-0 1 -6 -0 4 -8 -4 4 -1 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.03 13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.04 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 58 Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 15= 367/0 -3-0, 8= 275 /Mechanical, 11= 455/0 -3-8 Max Gray 15= 373(LC 7), 8= 288(LC 4), 11= 496(LC 5) \ \ \\1f1 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. \ \\ \` `G S • /- 1 / , / TOP CHORD 15 -16 =- 372/0, 1 -16 =- 371/0, 8 -17 =- 296/0, 7 -17 =- 296/0, 1 -2 =- 299/0, 2 -3 =- 530/0, 3 -4 =- 530/0, 4 -5 =- 303/0, � �\ V r ` 5-6 =- 303/0, 6- 7= -303/0 \\ • \)\, ' \CENS L � BOT CHORD 13- 14= 0/530, 12- 13= 0/530, 11- 12= 0/251, 10- 11= 0/251, 9 -10 =0/303 .. F • • WEBS 4 -11 =- 483/0, 1 -14= 0/380, 4 -12= 0/402, 2 -14 =- 314/0, 7 -9 =0/384 * No 9 • NOTES (8 -12) 1) Unbalanced floor live loads have been considered for this design. _ - 0 2) All plates are 3x3 MT20 unless otherwise indicated. W 3) All bearings are assumed to be SYP No.2 . 4) Refer to girder(s) for truss to truss connections. STATE OF � �� 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0s • • • • • F t -h • 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Sr i Strongbacks to be attached to walls at their outer ends or restrained by other means. // S . ‘..\, ` \\ 7) CAUTION, Do not erect truss backwards. / N n V \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular / // / O V 1 — - \\\\ 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 11) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard April 21,2011 • f A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1611.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and 'n for an individual building component Julius Lee Applicability of design paromenters 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 4 the responsibillity of the Boynton, ) 109 Coo Blvd. Coastal l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qua*By Cdteda, DSB -89 and BCSI1 Building Component Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 14707847 _ 370303 F06 FLOOR 4 1 290595008 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr20 10:35:02 2011 Page 1 ID:z9Jel Flyy8m1 GPvwsOa WzCzOmog- b5HjKPfzS WBXFcchBx2Sjdfwhd7oCtkd4ytKagzOmtl 0-1 -8 H I 1 -3 -0 I i 1-4-0 1 -0-0 1 o,,fi _ SCate = 1:18.2 3x4 = 1.5x3 = 3x3 = 1.5x3 11 3x3 = 1.5x3 = 1 3x4 = 2 3 4 3x3 = 5 6 4 H . 1 ________ _ _ l 11 15 we, .. Y•IIIY Y■jlli lir 1 = 12 _ 11 10 9 8 =' 3x4 — 3x3 = 1.5x3 II 3x3 = 3x4 — 3x3 = 3x3 = I 1 I 6-7 -0 I 9-1 -0 I 10 -7 -0 1 -6 -0 5-1 -0 2-6-0 1-6 -0 Plate Offsets (X,Y): 16:0- 1- 8,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.05 9 -10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.07 9 -10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 57 Ib FT = 11%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 13= 562/0 -3 -0, 7= 562/0 -3 -0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. �\\ \`\ ` ((I j ` ! ! / //� TOP CHORD 13 -14 =- 553/0, 1 -14 =- 552/0, 7 -15 =- 556/0, 6 -15 =- 556/0, 1 -2 =- 512/0, 2- 3=- 1188/0, 3 -4 =- 1188/0, 4- 5=- 1118/0, \ \\ NV v ' �\ �/, 5-6=-523/0 \ J� CEN , \S BOT CHORD 11 -12= 0/966, 10 -11= 0/1188, 9 -10= 0/1188, 8-9=0/975 - .' L F WEBS 6-8= 0/672, 1- 12= 0/657, 5-8 =- 629/0, 2 -12 =- 632/0, 2 -11 =0/415 NOTES (6-9) - * No r9 9 1) Unbalanced floor live loads have been considered for this design. _ - 0 : • Ct 2) All bearings are assumed to be SYP No.2 . : w = 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. STATE OF • • . , • 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to i be attached to walls at their outer ends or restrained by other means. i �.n ' • F C ORIDP •'' 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular -/ / v s ! \ \\ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1/ I \ Q N AL ` \ \\ 7) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) / / !) f (l (i , \ \ \ \ 8) 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 April 21,2011 ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 -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 /TPI1 Quality Criteda, DSB -89 and ICSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 4707648 370303 F07 FLOOR 2 1 290595009 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:03 2011 Page 1 ID: R Ls0Wb7ajSuuuZU6Q551VPzOmof- 3Hr6XIgbDpGOtmBlleZhGrB5Y1 agxOlmJcct77zOm1 0-1 -8 H I 1-3-0 I I 2-0-0 I 0 01 8 Scale = 1:17.2 1.5x3 II 1 2 3 4 3x8 5 T1 - 12 Ir . .. M� • , 13 ��i - ii 1.5x3 = Y imipoinemeww. NM .. . . . . . „, 11 10 •��!,. i!►"��!i!�!.♦i!i!�!i!ie►♦!�•• I 9 -1 -8 9 -1 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.00 10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 9 -10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 501b FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS All bearings 5-2-0 except (jt= length) 11= Mechanical. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 11, 6, 7 except 9= 325(LC 1), 8= 313(LC 1) \\\ �il%IHI / y y' / FORCES (Ib) 2 o. 274 0, 4-8=-297/0 All forces 250 (Ib) or less except when shown. \\ \\ )i\c ` `C S ' /� 0 r \ / � NOTES (6 -10) J EN$F ' . �� 1) All plates are 3x3 MT20 unless otherwise indicated. 2) All bearings are assumed to be SYP No.2 . ; * ' No r9 9 3) Refer to girder(s) for truss to truss connections. — — 4) "Semi -rigid pitchbreaks including heels” Member end fixity model was used in the analysis and design of this truss. _ - : LL 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks tor; : w ` be attached to walls at their outer ends or restrained by other means. 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular — STATE OF • � building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i • 7) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) - �s •' • . ' c1 . ORVOP 0 ` 8) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 ' i / s / • \ 9) Use Simpson THA422 to attach Truss to Carrying member 1 0 C � \\ LOAD CASE(S) Standard , / //f ill 1 \ ��\ April 21,2011 AA t RARNLVG - Vertjy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 511.4473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based ony 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 al Ba o for loterol support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibillity of the Boynton, 1 109 Coastal l Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DS6 -89 and ICSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 4707649 . 370303 F - KW1 GABLE 2 1 290595011 Job Reference (optional) Bulitters FirstSource, Jacksonville, Fl 32244 7250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:03 2011 Page 1 ID:VzlF5v6KBreAeFKkJg3HQ_ zOmoh- 3Hr6XIgbDpGOtmBBeZhGrBAM1 aUxOmmJcct77zOmN aHa 0-18 Scale = 1:33.8 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 171 4 S S S Srt 1 Si S S Si ` 1 � Y � M11 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x3 = 3x3 = 3x3 = 1 6-8 1 -10-8 3-2 -8 4-6-8 5 -10-8 7 -2 -8 8-6-8 9 -10-8 11 -2-8 12-6 -8 13 -10 -8 15 -2 -8 16-6 -8 17 -10-8 19 -2 -8 9 -9 1 • 6-8 1 -4 -0 1-4 -0 1 -4-0 1 -4 -0 1 -4 -0 1-4-0 1-4-0 1 -4 -0 1 -4 -0 1 -4 -0 1-4 -0 1 -4 -0 1-4-0 1-4 -0 • 6-8 LOADING (pso SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) -0.00 18 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 91 lb FT = 11%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 10 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 19 -9-0. (Ib) Max Gray All reactions 250 or less at joint(s) 34, 18, 26, 27, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 21, \\ \\ \ \ \ I ( I `� C • / // ! / / " 20, 19 \ \\ `v5 • - ` /// FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ` �v, •' \CENS ' � � ■ NOTES (9-12) * • No 79 1) All plates are 1.5x3 MT20 unless otherwise indicated. — 2) Gable requires continuous bottom chord bearing. _ - 0 : W 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). W 4) Gable studs spaced at 1 -4 -0 oc. 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) 34, 18. -'n STATE OF . 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j \ • • •, F L OR(O (j `` \� 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to /// - - • - . • ` \\ be attached to walls at their outer ends or restrained by other means. 1/7 / 1 O N N A\- \ \\ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular / / / 1 1 1 l I 1 \ \ \ 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 April 21,2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Des valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown 1 109 Coastal Boy Blvd. k for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibillity of the Y 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 Critedo, 051.89 and BCSl1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 4707650 370303 F -KW2 GABLE 2 1 290595011 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:04 2011 Page 1 ID: VzIF5v6KBreAeFKkJg3HQ_ zOmoh- XUOUI4hD_ 70FUwm3JL4wo2kL6RwjgrOwXFMRtZzOm1 08 Scale = 1:17.1 1 2 3x3 = 3 4 5 6 7 8 9 T1 .. 19 20 1 . : - 'L II — ST IN Y I i�1 l:�!'- '." -i /i /" :lititit� '. i l i - !!i!i!�il !il fit S- - !T.T. / !�itilil 18 17 16 15 14 13 12 11 10 3x3 = 3x3 = 3x3 = 0-6 -8 I 1 -10 -8 3 -2 -8 4-6-8 5-10 -8 7 - - i 8 -6 -8 j 9-1 -0 0 1 - - 1 -4-0 1-4 -0 1 -4-0 1 - - 1 -4 -0 0-6-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 10 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 46Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 9 -1 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 9 -1 -0. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) 18, 10 \\ \ \ \ I 1 / / �/ Max Gray All reactions 250 Ib or less at joint(s) 18, 10, 14, 15, 16, 17, 13, 12, 11 \\ \ \3S Si( / //0 /� FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. „I. v .•' •• \CENSF `' �• /� NOTES (9-12) 1) All plates are 1.5x3 MT20 unless otherwise indicated. NO 3 — 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). _ — 0 : _ 4) Gable studs spaced at 1-4 -0 oc. W • 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) 18, 10. STATE OF 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �, F p, `s � 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to i v_ � ( ORID`.1 Q \ \ be attached to walls at their outer ends or restrained b other means. '/ G \ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular / // �Q A+ ^ v building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /� 11011110° , V ~� \\ \ 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 April 21,2011 e e A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERENCE PAGE 5011-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for on individual building component. Julius Lee Applicability of design paromenters and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown Blvd. Bay al 1 109 Coast 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity of the Boynton, Coastal l Boy erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Crtteda, DSB -89 and ICSI1 Building Component Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 14707851 370303 F -KW3 GABLE 2 1 290595011 ' Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:04 2011 Pape 1 I D: Vzl F5v6KBreAeF KkJg3HQ_zOmoh -X UOUI4hD _70FUwm3JL4wo2kL6RwjgrOwX FMRiZzOmL Scale = 1:13.2 1 2 3x3 = 3 4 5 6 7 - 11 ., .. e ., e .. W1 •T' ST1 ST1 ST1 W 6 tsi 14 13 12 11 10 9 8 3x3 = 0-9-8 I 2 -1 -8 I 35-8 I 4 -9 -8 I 6-1 -8 I 6-11-0 I 0-9-8 1-4 -0 1-4-0 1-4-0 1 -4 -0 0 - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 12 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 34 lb FT =11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -11 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 6 -11 -0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 14, 8, 11, 12, 13, 10, 9 \\ \``\'l` ‘ 1 1 1 1 1 / 1// FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ �v� J' . �� /� \' J� • .' \CENS /i NOTES (8 -11) \ F 1) All plates are 1.5x3 MT20 unless otherwise indicated. •-• � 2) Gable requires continuous bottom chord bearing. — * ' No 34869 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4-0 oc. _ - . +, ce 5) All bearings are assumed to be SYP No.2 . .� W = 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -- 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to - STATE OF be attached to walls at their outer ends or restrained by other means. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular \ • , L ORi 0 ` ■ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. � j� 6+ ! 5 \\ 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 1/ 1 Q N A 4 \\ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 � l ' 1 01111 1 " . \ � LOAD CASE(S) Standard April 21,2011 t 1 A WARNING - Verify design parameters and READ NOTES ON 77115 AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MTek connectors. This design k based only upon parameters shown, and o for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tans designer. Bracing shown Julius Lee n for lateral support of Individual web members onN. Additional temporary bracing to insure stability during construction 5 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, DS11-89 and ICSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply , q 14707652 370303 T100 SPECIAL 2 3 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:05 2011 Page 1 I D: RLsOWb7ajSuuuZU6Q551VPzOmof-0 gysyQirIRW663KGs3c9LGHNHg3tP5Z3mv5 _B7zOmk 1 34 - 11 1 6-7 -9 1 9 -10 -9 I 13 - - 1 16-4 -5 I 19 -9-n I 3-4-11 3-2 -15 3-2 -15 3-2 -15 3 -2 -15 3 -4-11 Scale = 1:33.8 4x5 = 2x4 11 3x5 = 4x5 = 10x12 = 10x12 = 1 2 3 4 5 6 7 8 T1 T B1 . B2 ■ MINIM ■ kJ 15 16 14 17 18 13 19 12 20 11 21 22 10 23 g el 10x12 = 10x12 = 5x6 = 8x9 - 5x6 = 1 3-4-11 6-7 -9 I 9-10 -8 I 13 -1 -7 1 16-4 -5 I 19 -9-0 1 3 3-2 -15 3-2 -15 3-2 -15 3-2-15 3-4-11 Plate Offsets (X,Y): I8:Edge,0 -2 -81, 112:0- 4 -0,0 -6-0], 115:Edge,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(TL) -0.38 12 >613 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.57 12 >408 240 BCLL 0.0 ' Rep Stress lncr NO WB 0.84 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 364 Ib FT = 20% 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 8 SYP No.1D end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 15= 2708/0 -3 -0, 9 = 2 6 3 0 / 0 - 3 - 0 \ \ \ , , C ' 9 = 2 6 3 0 / 0 - 3 - 0 0 1 1 I) f, // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ V S S • - // TOP CHORD 1 -15 =- 1884/0, 1 -2 =- 6690/0, 2 -3 =- 10911/0, 3 -4 =- 11644/0, 4 -5 =- 11605/0, 5 -6 =- 11605/0, \ 6 -7 =- 10870/0, 7 -8 =- 6691/0, 8 -9 =- 1938/0 \ ' J .•• �\CENSF • • •. ' . _ BOT CHORD 15- 16= 0/624, 14- 16= 0/624, 14 -17= 0/6690, 17 -18= 0/6690, 13 -18= 0/6690, 13 -19= 0/10911, • S - 12 -19= 0/10911, 12 -20= 0/10870, 11- 20= 0/10870, 11- 21= 0/6691, 21 -22= 0/6691, 10-22=0/6691, 10-23=0/624, 9 -23 =0/624 NO 34 WEBS 1 -14= 0/6289, 2 -14 =- 1418/0, 2 -13= 0/4375, 3-13 =- 535/0, 3 -12= 0/758, 4 -12 =- 281/0, 6 -12= 0/763, 6 -11 =- 546/0, 7 -11= 0/4333, 7 -10 =- 1410/0, 8 -10= 0/6289 = 'C) . : M._ NOTES (10 -13) W ` 1) 3 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: STATE OF .• .` � Top chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. i T •• - b. Bottom chords connected as follows: 2 X 8 - 2 rows at 0 -9 -0 oc. • ' \ . c� F L OR4.O ` • � Webs connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. i (1 \ \ \ 2) co have provided 10 d ribute a (F) or ( unless ess otherwise indicatedOAD CASE(S) section. Ply to ply � /7 /0 N I P∎ t- \ \ \ 3) Provide adequate drainage to prevent water ponding. 4) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live. 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 fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 . 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 298 Ib down at 2 -1 -4, 298 Ib down at 4 -1-4, 298 Ib down at 5 -9-12, 2981b down at 7 -9 -12, 299 Ib down at 9 -9 -12, 307 Ib down at 11 -7 -12, 307 Ib down at 13 -7 -12, and 307 Ib down at 15 -7 -12, and 307 Ib down at 17 -7 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 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 Continued on page 2 April 21,2011 / B A WARNING - Verify design parameters and READ NOM:: THIS AND INCLUDED MITER REFERENCE PAGE SIII.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. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. Bay a1 is for loterol support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility 109 Coastal ity of the Boynton, st l Boy erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and ICSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Modison, WI 53719. • Job Truss Truss Type Qty Ply 14707852 370303 T100 SPECIAL 2 3 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:35:05 2011 Page 2 ID: RLsOWb7ajSuuuZU6Q55IVPzOmof-0 gysyQirlRW663KGs3c9LGHNHg3tp5Z3mv5 B ?zOm i LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -8= -100, 9- 15 = -10 Concentrated Loads (lb) Vert: 15=-280 8 = -55 9 = -143 12=- 299(F) 16=- 298(F) 17=- 298(F) 18=- 298(F) 19=- 298(F) 20=- 307(F) 21=- 307(F) 22=- 307(F) 23=- 307(F) \\\ IIII1II117 77 // J \>%).. S • J 0 0 �, ' \\CENsF ' •C� No STATE OF • � i " i �1 F LORIDP �\ April 21,2011 1 n I L WARNING - Verf y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 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 5 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 5 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, D5B -89 and BCSI1 building Component Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. N w Z a 0 Rg•1 D : m C II* W .4∎ N N n 1 I O n 30� ° m a p .. �' o -z Q c7 0_,cc.(D0 Q D c 0 . D ' o aa�•m= 0 v -. D 0 -Ca 5 a Z o a 0 p 2222 C OQ Ou H I ( ^ �:0 o O , 3 Q n y T c o c a 5' c-< a .- 3 0 _ D- m m y m a o 3 -0 0 ci n O m a m 13,7 n O a a -•ao n fl m 03 _. o c Z S CO mA aa Z ojaEQ m g m °' -• D 3 =o 0 aR 0 oN c am ' CD Q (Q p CD��p 3CD DO aj ] CD CDa p :QO ", �5OQ"6 x , N 00 0 0- 0 0 0 � 0 Do 000 6 H a 0 y m C1yp O n 0 p nQ -� �'^ Z O� M . 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S> n c mz N o ° ao < „a O m m a 3 0x ' 3 ° ao '5CD 7° a m " ma 0° a 6 D�m •� B o a oo m (Do° D Q O L2 5 CD •,0 9, -, r, 0 0 Cv 0 m ( _ ° a no ' o 2. -• sm U,D (0 - o mn nova N C i ° � • — 3 3 m 8 a(o m — a N a a Q n �o 0° c 4 ° a, 1 - o S N _0 D m m� Qo zo o f- 5' a 07° � 'm � mL2 ^ N D 0 0 o U o o 11 c o a D D 0. N 0 -O 0 _ ,( y U — 0 a 0 a 0 0 o' . a 0 .0 " _ 1 0 a .. 0 D O a ° 0 a 0 S 0 m .-_-. 0 D 0 ( p •--T J 0 0 0 4 n 0 _ Cr 0 ,, - Q 0 6 „7,- N a W N - a 3g ° D o a "'pp 0 0 ° 0 0 a 7 0 p 0 m 3 C rn � C . LT 0) _ O ° 0a ' O D FO-0 7 O -'a . 0 3 0- - 0 m 0(° a3 U ,Y N v 0 i •lnc• n. o S < 8 G � N 3 0 0 n O • 0 0 3 0 o (D (D g. 6 ° a • 9 o ° 0 3 1 (D Z F m ...D. N • eve BM -1 oy Weyer .m.(1f 2 Pcs of 1 3/4" x 16" TimberStrand® LSL Beam (1.55E) TJ -Beam® 6.35 Serial Number. User 1 4/16/20092:25:21 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED a 5 Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 143 53 1' - F07 Point(lbs) Floor(1.00) 200 75 2' - F05 Point(lbs) Floor(1.00) 200 75 4' - F05 SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Timberstrand LSL Beam 3.00" Hanger 381 / 179 / 0 / 561 Custom Detail Custom Accessory 2 Stud wall 3.50" 1.50" 362 / 171 / 0 / 533 Custom Detail Custom Accessory -User specified custom detail for support: 1, 2. DESIGN CONTROLS: Maximum Design Control Result Location Shear (lbs) 543 365 11573 Passed (3 %) Lt. end Span 1 under Floor loading Moment (Ft -Lbs) 648 648 28178 Passed (2 %) MID Span 1 under Floor loading Live Load Defl (in) 0.002 0.115 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.003 0.229 Passed (U999 +) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code SBCC analyzing the iLevel® Distribution product listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: BEACHES HABITAT MICHAEL INGRAM DUPLEX BUILDERS FIRST SOURCE 6550 ROOSEVELT BLVD. JACKSONVILLE, FL 32244 Phone : (904)772 -6100 ext 2299 Fax : (904) 772-1973 michael.ingram @bldr.com Copyright © 2009 by iLevel ®, Federal Way, WA. TimberStrand® and TimberStrand® are registered trademarks of iLevel®. T: \ENG71 \jobs \302 \302514 \302816 \BM -1.sms • eve e BM -1 by WeVerha.•.,A1, 2 Pcs of 1 3/4" x 16" TimberStrand® LSL Beam (1.55E) TJ -Beam® 6.35 Serial Number. User..1 4/16/20092:25:22PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Operator Notes: HANGER THA -422 PROJECT INFORMATION: OPERATOR INFORMATION: BEACHES HABITAT MICHAEL INGRAM DUPLEX BUILDERS FIRST SOURCE 6550 ROOSEVELT BLVD. JACKSONVILLE, FL 32244 Phone : (904)772 -6100 ext 2299 Fax :(904)772 -1973 michael.ingram @bldr.com Copyright © 2009 by iLevel®, Federal Way, WA. Timberstrand® and TimberStrand® are registered trademarks of iLevel ®. T:\ENG71\jobs\302\302514\302816\BM-1.sms . G1 + O U ` ` 3 ' ' u) " 41 fai 2 c E-+ E-+ C�2 W ' b a M ri p �J L1. 4r . 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' Fd • oc m'' ,--a' 69 Wm x 0 0 0 O O 311 a�.� o x o x u a •�\ + x ``, 0��t 1"1 //b C"-) W V IX 4., H 8 �� • .............. � �iw �+ ,-,'64 W �' 0 x 3yi iQI O+ a CI Q W Q' p ■ W C . ma x d o °A� .] s,: z - <v s to z x i 0" . . ) • w H �(/ r ■ ..._ ...... _. _......_._. cn wa ; anvil cn m g Z Ill / a. rn cv b 0 on r_. bd� U) Cl i pi d 1:4 El a a 41 E-1 -,: 7 7 8 � WE' , z -c) ale Z ° 0 I z b of E-1 z o '' 1-4 z a. Cn E Pg �W 0 Cn H lizo U� U) x I z CV p ° A o ' ra Ca w 0 F. ' n N H ` �11111 111111 1//� j�� V . � ? j I h __Z./. O 0 i d i ? .. J . • z IQ � • Z Q I ■ i :1$t CC CO 41inni11110 MULTIPLE - MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Uniform Load — Maximum Uniform Load Applied to Either Outside Member (PLF) Gen »ectorPattern • Assembly A Assembly 6 Assembly C 4ssembly,D ` Assembly E Assembly F g, L .L, 2 ? ". 2" TT' T T Numbe Connector ., Connector T ew On- Center 'S Spacing L 1 2" 144 iw 134" 31/2" 134" 31/2" 13(1" 31" 13" 3 5 5 7" 7" 7" 2 -pty 3 -ply 2 -ply 3 -ply 2 -ply 4 -ply 10d(0.128 "x3 1 2 12" 370 280 280 245 Nafl 3 12" 555 415 415 370 24" 505 380 520 465 860 340 1 /4 "A307:'. .2 19.2 ' ' 635 475 655 580 1,075 425 Through Oolts11x31 _ _ .- _.___ -- , —_ —_ _--- �_— __._.____._._..._..__�_ 16" 760 510 185 695 1,290 505 24" 680 510 510 455 SOS 1 /4" x 3 1 2 . 19.2" 850 640 640 565 16" 1,020 765 765 680 24" 455 465 455 SOS 1 /4" x 6 "( 2 19.2" 565 5811 r 565 ■ 680 695 680 24" 480 360 360 320 USPWS35{ . 2_ 19.2" 600 450 450 400 16" 715 540 ._ _ . _ 540 -- 480 24" 350 525 350 USPWSBnx 7 19.2" . __�.._ 440 _ ___ _ 660 _. _. — 440 ____ —_ 16" ' 525 790 525 33/i " 24" ' 635 475 475 425 TrussLoktxl 2 19.2 " 795 595 595 530 16 "` 955 715 715 635 5" 24" i 500 500 445 480 445 Trusstokte 2 19.2" 625 625 555 600 555 16" 750 750 665 725 665 3 " 24" 445 620 445 6 s 2 15 "' 555 770 555 Trusstokt?1 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 )4s" 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 Parallam® 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 NDS® 2005 or manufacturer's code report. ', � • Use specific gravity of 0.5 when designing lateral connections. ' 1: ' s • Values listed are for 100% stress level. Increase 15% for snow - loaded roof $,:y conditions or 25% for non -snow roof conditions, where code allows. ice" • Bold Italic cells indicate Connector Pattern must be installed on both sides. Ia Stagger fasteners on opposite side of beam by 1 the required Connector Spacing. First, check the allowable load tables on pages 16-33 to verify that three • Verify adequacy of beam in allowable load tables on pages 16 -33. 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 10d (0.128" x 3 ") nails at 12" on- center is good for only 280 plf. Therefore, use three rows of 10d (0.128" x 3 ") • Minimum end distance for bolts and screws is 6 ". 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 34" x 31/2" SDS screws at 19.2" on- center. 38 'Level Trus Joist" Beam, Header, and Column Specifier's Guide TJ -9000 July 2008 . MULTIPLE- MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Point Load - Maximum Point Load Applied to Either Outside Member (Ibs) Connector Pattern Assembly A;.. Assembly Assembly C Assembly 0 Assembly Assembly . .. L 2 2 2 Number Connectors 2 i Connector Type 2" 1: 13 1W 1W" 31/2" 1W 3/ "1W 31" 114" 3 SW 5a / "" 1 " 7 ' 7 " 2-ply 3-ply 2 -ply 3-ply 2-ply 4 -ply 6 1,110 835 835 740 10d (0.128" x 3 ") 12 • 2,2 1,670 1,670 1,485 Nall 18 ` 3,335 2,505 2,505 2,225 24 4,450 3,335 3,335 2,965 SOS Screws 4 1,915 1,435 1,435 7,275 1,860" 1,405 !As x 3 1 /t "orWS35: 6 2,870 2,150( 2150 1,915 2785 2,110( __...._ " 8 '' 3,825 2,870 2,870 2,550 3,715( 1,81110 3 "or S" 4 2,545 _ 1,910( . 1,910 1,895 1925+) 1,775+) Trusstok"" 6 3,815 2,860( 2,86_0 1,545 2,890 2,665 +) 8 5,090 .. 3,815( 3,815 3,390 3,85524 3,550( (1) 6" SDS or WS screws can be used with Parallam® PSL and Microllam® LVL, but are not recommended for TimberStrand® LSL. See General Notes on page 38 (2)31/2" and 3 long screws must be installed on both sides. (3) 6" long screws required. (4) 5" long screws required. g _. „._,. ., .... .. .. ... Point Load Connections Point Load Design Example 3,000 Ibs 4 - or 6 -Screw 8 -Screw i Nail Connection Connection Connection 10d (0.128" x 3 ") nails, SDS or TrussLok'" SDS or TrussLok'" typical. Stagger to prevent - screw, typical screw, typical splitting. " „, t> �� 2" spacing, typical 1 14" , 2 ", typical top and E bottom ) 2" � � First, verify that a 3 -ply, 1 x 14" beam can .. ; r �' g s � . z - ., 2 .. �,�; ' at �1( �� , - ,�� � �, �* r support the 3,000 Ib point load as well as all ?)r l Equal � „ if other loads applied. The 3,000 Ib point load JJspacing l min imum is being transferred to the beam with a face k beam depth 2„ 8 " -10" ', J spacing, , mount hanger. For a 3 -ply, 1 assembly, 2" typical eight 3 TrussLok'" screws are good for There must be an equal number of 3,815 Ibs with a face mount hanger. nails on each side of the connection MULTIPLE - MEMBER CONNECTIONS FOR TOP- LOADED BEAMS 1 3/4"-Wide Pieces on both sides. Stagger fasteners on opposite side • Minimum of two rows oft" bolts at 24" on- center • Minimum of three rows of lOd (0.128" x 3 ") nails of beam by 12 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, 3 "-Wide Pieces the number of nailing rows may be reduced by one. • Minimum of two rows of SDS, WS, or TrussLok'"' • 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 l g 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 1/2 of the required 3- or 4 -ply members, connectors must be installed connector spacing. Multiple pieces can be nailed or bolted together " to forma header or beam of the required size, up to a maximum width of 7" iLevel Trus Joist" Beam, Header, and Column Specifier's Guide TJ -9000 July 2008 39 a ' 6 O : 19 -10 -0 0 11 -10 -0 6 F -KW1 F -KW1 all • F03 / � A F03 GJ01'g F03 F03 ' l F03 F03 ,, F03 I F03 �_; F05 F03 I y o F06 F -KW2 F -KW2 F06 0 �' 0 o F06 - F06 - o -' N O M M O O /S M F05 m F05 M o ■ �5 F05 11 " F05 -s F07 F07 F04 - - F04 I.1 _ F03 I' v o v F0 3 �$ c� 1 , 3 [ 71 0 gip o I '$ c. 0 4 -0 -0 4 -0-0 8 -0 -0 8 -0 -0 , 4 -0 -0 4 -0 -0 > o -s. O O O 2,L '� N N N N Faj i I �' r - - �‹Q - Q - d - m m ¢ d -4...x. d i O N O O i O O O O O O O O O O O O O I ��� Li_ 3 -6 -0 4- 3 -6 -0 1 o 10 -0 -0 9 -10 -0 ° 9 -10 -0 10 -0 -0 • BEARING HEIGHT SCHEDULE 8 1 1 -118i' . iii .. Al .; ;"a 0 IX A --- A 5 .. a n 11 d Cif i C r ,... Q) ` 1"'"- r. i r a c 0 E 0 7,, - a C w°' U Z C: G O a ❑ CI ( 20-0-0 2000 rc 2 - m r 15-11-4 15 11 4 a t wA t v ' t E w "' _ .. r` ` C V� C N 0 f\ l l' L , i r c a y 0 NI- '1-4 24 "oc 24 "oc 3-11-4 - ti y 2 N E A Z G 2 C () re d n lfn Cr � Cr e— o d N- e0 ' O c 5 t- r� 1 R' L 0) u_ Q Z • O O O O O O O F-- O O O O O O di O , u', a$ n F- 3 1- 1-- F-- 1- ' F- H F— k 1— 1— 1— W -, V I ___ er iiim .., Q.C. ? v ; r „ C a to w p 1 li i 6 � GJ01 1 � a. it E i I � a c . :ID; s c Q N ma ^ . c ❑ r 3 NO I 1:5 : r m w 4 1.) REFE IFRAMED BN IY IB 9BUILD1 LL ��AN N E F. R Q I i � H INSiALLi'Q10fCAND AND T T R RY BRAG w ) REFEP, TO ENGIN�RFI? 6�AWING R ERMANEi�j j1 �1�6 BRAG.ING�REQUIRtD.- C 1 %_ F- c a r 2.) ALL � 7� 1 RU5E5 (f a R W 3 � � V EY"FRAMIfJbr) N1,Q E CO r, 1% Y � DECKED PR REF�t 77ff22 DNfA1L V1n- 0 _ I. ALi�RNVATE BRi�LIf�,`R�Q UIREM �� 3.)ALL VALYEYS ASE ER. tU D�LONVa LLY a ill - i �� 4.) ALL TRUSSES AVE DESIGNED FOR 2' o. c. 1. � M MAXIMUM SPADING. UNLESS 07HERWISE N OTED 0 11:111 ' ' - 5.) ALL WALES SHOWN ON PLACEMENT �� 1 ELAN N ARE CONSIDERED TO BE LOAD BEARING. UNLESS OTHERWISE NOTED. o• 'r - 6.) 5742 TRUSSES M151 8E INSTALLED _ i WITH THE 70? BEING UP. 3 �� 7.) BEAM/HEADER/LINTEL (HD?) TO BE FURNISHED BY BUILDER. 10 0 _ ® Bu i lders _ _ , � FirstSource � Jacksonville J , PHONE: 9 772 -6100 FAX 904- 772 -1473 o 1'1. 1111 i. k s Tampa �� "�' , � % PHONE: 813- 621 -9831 FAX: 813 - 628 -8956 -iihvb_. »,.,.,�....M..r..,.. Lake City _ Pore qi '- \ �, • '■■' �I O PHONE: 386- 755 -6894 FAX 386- 755 -7973 Sanford PHONE: 407 -322 -0059 FAX 407 -322 -5553 10-0-0 20-0-0 ,1, 10 -0 -0 Freeport PHONE: 850 -835 -4541 FAX 050 -835 -6835 BUILDER: BEACHES HABITAT 410- 122'l5utton Wand Rd ��/ 7 z p NODE. Pension: 1242 1/2 CANT -HIP fer.ly DATE OPANNOY: Jrilioal Pefereau 4/20/11 M5K 370072 toe Lerel IMMI:: Ind Larel Jail:: foil hit 370303 370072 Julius Lee RE: 370072 - 1109 Coastal Bay Blvd. Boynton Bea yL 34 , Site Information: L C C -- co Project Customer: Beaches Habitat Project Name: 370072 Model: 1242 1/2 cant -hip 1,,, Lq & t , Lot/Block: I Y-7‘ Subdivision: a u " ` e Add 424- 442"Dutton Island Rd t ' " c� a G -6,1a a t' Q _ I- City: Duval State: Florida 1 a. a Name Address and License # of Structural Engineer of Record, If there is one, f hattu-0 tir &:' Name: Paine, Lawrence A., PE License #: 21475 z e, c, 0 a j e a . 0, is Address: 319 Oglethorpe Blvd. �. "' City: St. Augustine State: Florida 5/ 4;; < General Truss Engineering Criteria & Design Loads (Individual Truss Design Dr ° rtin0: § h r pea Loading Conditions) : -- '• L t 1. Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 n w T , �, , Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf 4 uc; C 1 Cz Roof Load: 32.0 psf a (17 CZ a c . , J This package includes 15 individual, dated Truss Design Drawings and 0 Additional 1 '- wiragi. u With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engine ,• ncttlgs *fel she t 4 , conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers -, Ies'. ,, t <- v This document processed per section 16G15- 23.003 of the Florida Board of Professi Isles ;` c ❑ c In the event of changes from Builder or E.O.R. additional coversheets and dra in accompany this this coversheet. The latest approval dates supersede and replace the previous drawing U E ci CF ? G No. Seal# Truss Name Date T u; p o i ^ r 1,_ 1 14707625 CJO1 4/21/011 a s q a °7 2 14707626 CJ03 4/21/011 " E ! c. 3 114707627 1EJ02 14/21/011 ! r E a t < - EJ04 _1._, 1-- u ` r. ,' 4 14707628 4/21 /01 _..._ (._..__ 5 ......._ 1 14707629 .__ 1 HJO2 14/21/011 . 6 114707630 1HJO4 ._._ 1.4/21/01.1 7 114707631 1T03 14/21/011 8 ___ I T04 14/21/011 L9 114707633 1T05 4/21/011 10 1 14707634 T06 14/21/011 11 14707635 T07 4/21/011 12 114707636 1T08 ._ 14/21/011 _ L13 _._ 114707637 1709 14/21/011 14 114707638 1T10 14/21/011 15 114707639 1T11 4/21/011 . The truss drawing(s) referenced above have been prepared by MiTek \\�\\ S Si K 1 / � Industries, Inc. under my direct supervision based on the parameters \ � \ .. • • • • ,�,, provided by Builders FirstSource (Jax). ] J, ��CENSF ' • � � * Truss Design Engineer's Name: Julius Lee No 3486 • My license renewal date for the state of Florida is February 28, 2013. — 'T) * i - -73 : W ; T NOTE: The seal on these drawings indicate acceptance of % O � LU professional engineering responsibility solely for the truss , •. STATE OF components shown. The suitability and use of this component %• s • •..PC °RIOP \ .••' Cj ,� for any particular building is the responsibility of the building if °NA1- designer, per ANSI/TPl -1 Chapter 2. i i I I oAWi121,2011 1 of 1 Julius Lee Job Truss Truss Type Qty Ply 370072 CJ01 JACK 12 1 289985001 14707625 ° Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:32 2011 Page 1 ID: DH6TiyT5090 WCOZ EnriRdaWespISnjOw1 RL4fwXhL WA7EfN Nx3ZOuzOror I -2 -0-0 2 -0-0 I 1 -0-0 i 1 -0-0 Scale =lss 3 4.00 FIT 2 I 4 :i w Mx. IIA 2x4 = k 1 ■1 a LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress tncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Wind(LL) 0.00 2 •••• 240 Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -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 Install •tion guide. REACTIONS (lb /size) 2= 264/0 -3 -8, 4 =5 /Mechanical, 3 = -95 /Mechanical \\ \`1 `1 11 1110, /// Max Horz 2 =93(LC 5) Max Uplift2=-450(LC 5), 3= -95(LC 1) ‘3S /� e M� Grav • 2= 264(LC 1), 4 =14(LC 2), 3= 197(LC 5) \ \ \\ �� V S \ , / �� / i • FORCES (Ib) - Ma Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. � J. ' • �1G ` ' �� � NOTES (8 -11) * No ,9 • 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable eriS - 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 — 13 • _ • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — )3 : (L 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 - O ' fit between the bottom chord and any other members. ..(\ '•• STATE OF 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. i% "�1 . •' G \� • 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 450 lb uplift at joint 2 and 95 Ib uplift at joint . S • •' ' E� \\ 3. / /1/ 1 °NA` 1i ■0 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / 01 1 I I I % \ \ \ • 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 April 21, 2011 • ■ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE P.40E 5T1I.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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal BO is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the resporuibillity of the y 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/1P11 Qualfy 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 Pl y 14707828 370072 CJO3 JACK e 1 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:32 2011 Page 1 Builders FirslSource, Jacksonville, Fl 32244 ID: hTfrwHUj9TWNpY7JwSCixQzOmuf- EnriRdaWesplSnjOwlRL4fwXBLWP7EfNNx3ZQuzOron I 20-0 I 3-0- 2-0-0 Scale = 1:10.3 3 4.00 Fii 4 ,) 2 A 131 d . 1112 4 2x4 = 1 ■2 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2-4 >999 240 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) Wind(LL) 0.00 2 "" 240 Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc puriins. 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 guide. REACTIONS (lb /size) 3 =29 /Mechanical, 2= 254/0 -3 -8, 4= 14/Mechanical ,011 1 1 1 1/ Max Horz 2= 140(LC 5) \\ \\` ` c c / / // Max Uplift3= -38(LC 8), 2=- 361(LC 5) �\ V � � K / Max Grav 3 =29(LC 1), 2= 254(LC 1), 4 =42(LC 2) N. _ \ \`• • • • • • ' •' / \\CENSc .�� !, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. - ■ * ' • No 9 NOTES (8 -11) — 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable en 'ff — 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 -- 13 • ' LL _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — : w 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 - Q Llj fit between the bottom chord and any other members. .c% STATE OF 2 4) All bearings are assumed to be SYP No.2 . j \`� Al •' • F / ORIOn •• �js'∎ 5) Refer to girder(s) for truss to truss connections. i • • • .... N. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 3 and 361 Ib uplift at joint // tS/ \ .' / 2. /,, -NAL. 1 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 1 1 (1 I 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 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 April 21,2011 ® WARNING - Verify design parameters and READ NOTES ON TIIIS AND INCLUDED 1.17TEIT REFERENCE PAGE EIIt-7473 BEFORE DEE. 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 poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 1 Boynton, 10 10 9 C C oasstal l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and !racing, consult ANA /TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safely Information available from Truss Hate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply ' • 370072 EJ02 JACK 2 1 289985003 14707827 • Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:32 2011 Page 1 I D: hTfrwHUj EnriRdaWespISnjOw1 RL4fwdBL Ww7EfNNx3ZQuzoron 1 1 -9-12 1 -9-12 Scale = 1:7.5 4.00 1�2 2 1 T1 B1 2x4 = 3 • LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -9-12 oc puriins. 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 guide. REACTIONS (Ib /size) 1= 57/0 -3 -8, 3 =9 /Mechanical, 2 =48 /Mechanical \\,, `) I I)) f / /// Max Horz 1 =46(LC 5) Max Uplift1= -44(LC 5), 2= -65(LC 5) \ WS o /, / Max Gray 1 =57(LC 1), 3 =27(LC 2), 2 =48(LC 1) �\ \\ v •z\ /� / ■‘ J :' ‘.C. CE N ( � '' FORCES (Ib) - M Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. •' ` i NOTES (8 -11) No 3 % 1) Wind: ASCE 7 -05; 120mph (3 second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable ell -"- 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 — 13 ; Ce = 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — • W 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 : • 41 ` fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . T STATE OF ,�. \ 5) Refer to girder(s) for truss to truss connections. i •. G s 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint 1 an 65 Ib uplift at joint � S • "' � ` \ \\ 2. /// i oNM- ` \ \. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �101111110 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 Ibs. 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 April 21,2011 • I A WARNING. - Verify design parameters and READ NOTES ON TINTS AND INCLUDED MITER REFERENCE PAGE Ma 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design k 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 responsibity of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Qualtiy Criteria, DS8.89 and ICS11 Building Component Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Oty Ply 14707828 370072 EJ04 JACK 28 1 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:33 2011 Page 1 Builders Firslsource, Jacksonville, Fl 32244 I D:hTfrwH Uj9TW NpY7JwSC ixOzOmuf- izP4ezb8PAx94xlaTkyacsTiwlryshv Wcbp6y C :1 -11-4 I - I 2-0-0 3 -11-4 Scale = 1:11.9 3 4.00 11 r1. 2 131 - � 2x4 4 = 1 U. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 2-4 >999 240 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) Wtnd(LL) 0.00 2 "" 240 Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -11 -4 oc purtins. 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 guide. REACTIONS (lb /size) 3 =66 /Mechanical, 2= 272/0 -3-8, 4= 19/Mechanical \\` `,1 1 1 1 1 1 11 y// Max Horz 2= 163(LC 5) /� Max Uplift3= -71(LC 5), 2=- 363(LC 5) \\ \\ `v5 o `? r \ , / . /// i Max Grav 3 =66(LC 1), 2= 272(LC 1), 4 =56(LC 2) • AN ,J.! ��CENS -' • .."."1/4 < — FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) *'• No3 79 .. -- 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable en'if 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 ; 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 73 ; W _ 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 - 0 %. .: t(/ fit between the bottom chord and any other members. .- -(\ STATE OF . .. 4) • All bearings are assumed to be SYP No.2 . � � •• •, F COR►OP •'• �` 5) Refer to girder(s) for truss to truss connections. ./ � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 3 and 363 Ib uplift at joint / /� / S�O A' ^ \ \\ 2. 7) Sem -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. y y /1, f j l 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 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 April '1,2011 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NH -74 73 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Bay O OOS 9 10 C fI Blvd. is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction 5 the responsibillity of the 1 1 10 Boynton, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and b rocing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component Safely information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 1 , 370072 HJ02 JACK 2 1 14707829 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:33 2011 Page 1 ID:hTfrwHUj9TWNpY7JwSCixClzO - izP4ezb8PAx94xlaTkyacsTcrlslshvWcbp6y1 <zOrom I -2 -9-15 2 -9-15 { 2 2 -6-12 Scale = 1:10.7 3 2.83 12 5 li 2 1 „ x6 8 4 ,/ LOADING (pst) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC20077TPI2002 (Matrix) Wind(LL) 0.00 2 •••• 240 Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -6-12 oc puffins. 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 guide. REACTIONS (Ib /size) 3 = -96 /Mechanical, 2= 315/0 -5 -11, 4= 6/Mechanical Max Uplift3= -96(LC 1), 2=- 581(LC 3) 111(LC 3) \\\ \ w`� \\��``�,,1 L I I f f t / Max Grav3= 103(LC 3), 2= 315(LC 1), 4 =17(LC 2) �\ \ , / / // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ ��CEN$F . `,(� • i • * NOTES (10 -13) * ' NO 79 9 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psF h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable erg -- zone; Lumber DOL =1.60 plate grip DOL =1.60 — -1.1 • Ce 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . XI • 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 - ... - - . • \ fit between the bottom chord and any other members. .n STATE OF .` 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. �i V ' •• F _ 1. ORIO?' • • j � s 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 3 and 581 Ib uplift at joint � // S \\ \ 2. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / //I hi /1111W \ N • 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib up at 1 -5-12, and 39 Ib up at 1 -5-12 on top chord, and 16 Ib up at 1 -5 -12, and 16 Ib up at 1 -5 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 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 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 3001bs. 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 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pip Vert: 1- 3 = -54, 2 -4 = -10 Concentrated Loads (Ib) Vert: 5= 78(F =39, B =39) 6= 10(F =5, B =5) April 21,2011 t t A WARNING - der()y design parameters and READ NOTES ON MI6 AND INCLUDED MITER REFERENCE PAGE AI11-7473 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 poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julies 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 /TPU Qualify 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 Pl y 14707630 370072 �HJ04 JACK 4 1 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:34 2011 Page 1 Builders FirsiSOUrce, Jacksonville, Fl 32244 I D:hTfrwHUj9TWNpY7JW SCixQz0muf- AAySsJbmAT30h4tm1 STp94 ?og99Wb8UgrFYgUnzOrol - 2 - 9 - 15 I 3 I 2 2 -9-15 Scale = 1:16.3 - 8 4 >, 2.83 12 2x4 = 3 'ill iZ 2 7 71 ' ' 9 10 6 5 hill 1 3x4 = 2x6 = LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.04 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 2 -6 >988 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.04 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) -0.00 2 -6 >999 240 Weight: 25 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -6-13 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 (lb /size) 4 =61 /Mechanical, 2= 308/0 -5 -11, 5= 5/Mechanical , \ 11 1 1 1 I / f / Max Horz 2= 162(LC 3) \\ \ C / / Max Uplift4= -82(LC 3), 2=- 547(LC 3), 5= -22(LC 8) \\ w5 S. k / i � ( � Max Gray 4 =61(LC 1), 2= 308(LC 1), 5 =65 LC 2) , �ICENSF' . • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ � . • NOTES (10 -13) *' No •9 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23f1; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable ear 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. — : W 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 - Q '. . • fit between the bottom chord and any other members. • T STATE OF .• '' • 4) All bearings are assumed to be SYP No.2 . �j � ' • OR '�Q\ \ � � at joint 5. 5) Refer to girder(s) for truss to truss connections. \ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 4, 547 Ib uplift at joint 2 ��// t) / \\ 7) "Semi-rigid p chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// / 01-2.1 10 \�� 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 1 -5-12, and 27 Ib down and 25 Ib up at 4 -3 -11, and 27 Ib down and 25 Ib up at 4 -3 -11 on top chord, and 16 Ib up at 1 -5 -12, 16 Ib up at 1 -5 -12, and 12 Ib down at 4 -3-11, and 12 Ib down at 4 -3 -11 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 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 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 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 = -54, 2 -5 = -10 Concentrated Loads (Ib) Vert: 7 =78(F =39, B =39) 8= 50(F =25, B =25) 9= 10(F =5, B =5) 10=- 8(F = -4, 6 = -4) April '1,2011 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ?VIER REFERENCE PAGE 15111 -7473 BEFORE USE. Design valid for use only with MiTek connecters. This design is based only upon parameters shown, and B for an individual building component. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Blvd. Bay a oas C tl 109 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 1 109 C o, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /1P11 Quality Criteria, 8511-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job 'Truss Truss Type Qty I Ply ' 370072 103 HIP 2 14707031 • Buiklers FirstSource, Jacksonville, Fl 32244 I Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Nkd Apr 20 10:33:35 2011 Page 1 ID: 9gDD7dVLwneERiiVU9jxUezOmue- eMWr3fcOxnBtJESzb9 _2iFIY2RYQIKTfp4vID1 DzOro{. 1 -2-0-0 ( 3 -11-4 { 9-3-0 14-5-0 1 1s -711 2a s D 2-0-0 3-11-4 5-3-12 5 -0 { 1 30 -0 -12 34-n -0 36 -0-(1 5.2 -0 5-2-0 5 -3-12 1 3 -11-4 1 2 -0-0 1 Scale: 3/16 " =1' 4.00 171. 2 5x7 = 4x5 = 4x5 = 3x4 = 2x4 11 4x5 = 5x7 = 3 20 21 4 T 72 23 5 h 24 25 6 26 7 27 28 8 X 29 X 300 9 13 3x5 = 19 _ d 31 32 18 33 17 34 16 35 36 37 15 38 14 39 13 40 41 12 3x5 = 2x4 1 I 4x5 = 4x6 = 4x5 = x 5x8 = 4x6 = 4x5 = 2x4 11 1 3 -11-4 1 9-3-0 1 14 -5 -0 { 19 -7 -0 I 24 -9 -0 I 30 -0 -12 1 34-0-0 1 3 -11-4 5 -3-12 5-2 -0 5-2 -0 5-2 -0 5-3 -12 3 -11-4 Plate Offsets (X,Y): 12:0 -3- 6,0.0- 61,13:0- 5- 4,0 -2- 81,19:0 -5- 4,0-2- 8),110:0 -3-6,0 -0-61 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.61 15-16 >662 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) - 1.23 15-16 >329 240 BCLL 0.0 * Rep Stress Incr NO WB 0.50 Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.93 15-16 >436 240 Weight: 364 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins. BOT CHORD 2 X 6 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 7 -11 -9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1333/0 -3-8, 10= 1333/0 -3 -8 Max Horz 2 =66(LC 5) 1 1 1 1 1 1 1 Max Uplift2=- 991(LC 3), 10=- 990(LC 4) \ \ \ \ \ ` `c c / / / // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ .• \\, • N • • % TOP CHORD 2 -3 =- 3452/2328, 3-20 =- 6233/4173, 20 -21 =- 6233/4173, 4- 21=- 6233/4173, N. ') \-\GE-•� 4-22=-7805/5196, 22-23=-7805/5196, 5-23=-7805/5196, 5-24=-7671/5114, 24 -25 =- 7671/5114, 6 -25 =- 7671/5114, 6- 26=- 7671/5114, 7- 26=- 7671/5114, -- * • ' NO 3 7 -27 =- 7671/5114, 27- 28=- 7671/5114, 8 -28 =- 7671/5114, 8- 29=- 6257/4216, — 29-30=-6257/4216, 9-30=-6257/4216, 9-10=-3447/2357 1- - ; Q.' BOT CHORD 2 -19 =- 2131/3242, 19- 31=- 2132/3255, 31 -32 =- 2132/3255, 18- 32=- 2132/3255, 7- ,3 • • w = 18- 33= 4104/6233, 17- 33= 4104/6233, 17- 34= 4104/6233, 16.34= 4104/6233, 16- 35=- 5128/7805, 35- 36=- 5128/7805, 36- 37=- 5128/7805, 15 -37 =- 5128/7805, � STATE OF .� 15- 38= 4148/6257, 14-38= 4148/6257, 14- 39= 4148/6257, 13- 39= 4148/6257, 13 -40 =- 2191 /3249, 40 -41 =- 2191 /3249, 12-41=-2191/3249, 10 -12 =- 2188/3237 WEBS •, F I ORIDP. ` •'�Cj� \ 7 -15 =292 280, 8-15=-937/1461, 8 8- 13= 682/539, - 13 = -20 0/3 98, 9 -12 =29 263 4 / / // /s�/Q N A ` C� " \ �\ f` NOTES (12 -15) //1 /11111) \\\ 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 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-4 -0 oc, Except member 18 -3 2 X 4 - 1 row at 0 -9-0 oc, member 16-4 2 X 4 - 1 row at 0 -9 -0 oc, member 5-16 2 X 4 - 1 row at 0 -9 -0 oc, member 15 -5 2 X 4 - 1 row at 0-9 -0 oc, member 7 -15 2 X 4 - 1 row at 0-9 -0 oc, member 15 -8 2 X 4 - 1 row at 0 -9-0 oc, member 13 -9 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 (B), 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 =23ft; Cat. 11; 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 capable of withstanding 991 Ib uplift at joint 2 and 990 Ib uplift at 10 April 21,2011 Colinue° on p -ge 2 I I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FACIE 111I1.7473 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. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of buildng 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 m 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 14707631 370072 T03 HIP 2 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:35 2011 Page 2 ID: 9gDD7dVLwneERiiVU9jxUezOmue- eMWr3fc0xnBtJESzb9 21HY2RYQIKTfp4vID1DzOro NOTES (12 -15) 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 Ib down and 59 Ib up at 3 -11-4, 12 Ib down and 47 Ib up at 5-1 -1, 12 Ib down and 47 Ib up at 7 -1 -1, 12 lb down and 47 Ib up at 9-1 -1, 12 Ib down and 47 Ib up at 11-1-1,12 Ib down and 47 Ib up at 13 -1 -1, 12 Ib down and 47 Ib up at 15 -1 -1, 12 Ib down and 47 Ib up at 16- 10 -15, 12 Ib down and 47 Ib up at 18- 10-15, 12 Ib down and 47 Ib up at 20- 10-15, 12 Ib down and 47 Ib up at 22- 10 -15, 12 Ib down and 47 Ib up at 24- 10-15, 12 Ib down and 47 Ib up at 26- 10 -15, and 12 Ib down and 47 Ib up at 28- 10 -15, and 47 Ib down and 59 Ib up at 30 -0 -12 on top chord, and 35 Ib down and 28 Ib up at 3 -11-4, 26 lb down at 5-1 -1, 26 lb down at 7 -1 -1, 26 lb down at 9 -1 -1, 26 lb down at 11 -1 -1, 26 lb down at 13 -1 -1, 26 lb down at 15 -1 -1, 26 lb down at 16- 10 -15, 26 lb down at 18- 10-15, 26 Ib down at 20- 10-15, 26 Ib down at 22- 10-15, 26 Ib down at 24- 10 -15, 26 Ib down at 26- 10 -15, and 26 Ib down at 28- 10 -15, and 35 Ib down and 28 Ib up at 30-0-12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 12) 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. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 14) 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- 9 = -54, 9- 11 = -54, 2- 10 = -10 Concentrated Loads (Ib) Vert: 3=-7(F) 9 = -7(F) 19 =5(F) 18=- 9(F) 4= -12(F) 8= -12(F) 13 = -9(F) 12 =5(F) 20= -12(F) 21= -12(F) 22= -12(F) 23= -12(F) 24= -12(F) 25=- 12(F) 26= -12(F) 27= -12(F) 28= -12(F) 29= -12(F) 30 =12(F) 31 = -9(F) 32 = -9(F) 33 = -9(F) 34 = -9(F) 35 = -9(F) 36 = -9(F) 37 = -9(F) 38 = -9(F) 39 = -9(F) 40 = -9(F) 41 = -9(F) \\\ �`t11111rjF��� ,\ . �J . 'ocEN4. . \ ,„ ■ * No3 9 .LL„„ � STATE OF � . i ��1''••FLORIDP.• �\ ,' "i`S /O �`\`\\ 11,111111 ' ,'\\ April 21,2011 / A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE RMII -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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown J u 09 Coastal Boy Blvd. 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 C o, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and tracing, consult ANSI /TPI1 QuoIBy Criteria, 056 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type • 370072 T04 SPECIAL lOty 2 1Ply 1 (289985008 14707832 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:38 2011 Page 1 _2 0 I 5114 ID: 9gDD7dVLwneERiiVU9 6 Y 4 DH? d 112 I 19-4-4 � 76 -0-12 � 28 -n -12 � 30 -0-12 � 34 -0-0 36-0-0 2 -0-0 5-11 -4 6-8-8 6-8-8 2 -0 -0 2 -0-0 3 -11-4 2-0-0 6-8-8 Scale = 1:64.9 4.00 12 5x6 = _ 3x5 =5 3x4 = 5x6 = 3 4 5 6 7 5x14 = 4,16 = i 3x8 = 18 •, 11 _ 17 16 15 14 13 12 3x8 = 3x5 = 3x8 = 2x4 1 1 3x5 = 5x7 WB = 3x4 = 3x10 MT2OH = 1 5 -11-4 I 16 -0 -0 I 26 -0-12 28 -0 -12 1 30 -0 -12 I 34 -0-0 5 -11-4 10 -0 -12 10 -0 -12 2 -0-0 2 -0-0 3 -11-4 Plate Offsets (X,Y): 15:0- 3- 0,Edgej LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.55 14 -16 >742 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -1.07 14-16 >379 240 MT2OH 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.19 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wnd(LL) 1.01 14 -16 >400 240 Weight: 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -8 -3 oc puriins. BOT CHORD 2 X 4 SYP No.1D BOT CHORD Rigid ceiling directly applied or 3 -1 -0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS T- Brace: 2 X 4 SYP No.3 - 4 -18, 6 -14 OTHERS 2 X 4 SYP No.3 Fasten (2X) T and 1 braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS Installation guide (Ib /size) 2= 1197/0 -3-8, 10= 1197/0 -3-8 Max Horz 2= -75(LC 8) Max Uplift2=- 757(LC 5), 10=- 764(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2776/2565, 3-4 =- 2613/2524, 4- 5=- 4390/4120, 5 -6 =- 4390/4120, 6-7 =- 3251/3113, 7- 8=- 3363/3181, 8 -9 =- 2647/2551, 9- 10=- 2765/2589 BOT CHORD 2 -18 =- 2247/2571, 17 -18 =- 3857/4201, 16 -17 =- 3857/4201, 15- 16=- 4078/4417, 14- 15=- 4078 - 14 =- 3378/3658,12 -13 =- 3377/3651,10 -12 =- 2325/2565 WEBS 3-18 =- 437/597, 4 -18 =- 1739/1675, 4 -16 =- 62/386, 6-14 =- 1335/1257, 7 -14 =- 661/776, 8-14=-546/614, 8-12=-1240/1263, 9-12=-670/763 NOTES (11-14) 1) Unbalanced roof live loads have been considered for this design. \ \ \ 1 I I i I f / / / 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. 11; 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 �\\ V ` // S S. /t //, 3) Provide adequate drainage to prevent water ponding. ■\ -- `` ` • • • • • • 4,(, /, 4) All plates are MT20 plates unless otherwise indicated. ` •�v • ‘...\ CE • •. `,(\ 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 wilt Pk fit between the bottom chord and any other members. _ No 34_,* • J • 7) All bearings are assumed to be SYP No.2 . I / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757 Ib uplift at joint 2 and 764 Ib uplift at • / . 7.. joint 10. W ` % T 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -- O : ' _ 10 ` 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. STATE OF 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any '...' �' n ' F (ORIDP. •' •• ■ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i is • . � 1 ■ 2) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) / /// v n ‘.4. \. N. 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / // O V I A L \ \ \\\ LOAD CASE(S) Standard April 21,2011 1 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon porameters shown. and is for an individual bulding 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 Qualify Cdteda, DSI.89 and SCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pl y 4707833 2 370072 Tos SPECIAL 2 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:37 2011 Page 1 Builders FirstSource, Jacksonville, Fl 32244 ID: 9gDD7dVLwneERiiVU9jxUezOmue- blebULeeTORbYYcLia1 WnidOvM3goPx6XDnK56zOr• i -2 -0-0 I 4 -4 -8 1 7 - 11 - 4 1 13 - 3 - 12 I 15 I 24 - - 12 I 30 -2-4 132 -2-4 134 -0-0 1 36 -0-0 2 -0-0 4-4 -8 3 -6-12 5 -4 -8 5-4-8 5-4 -8 6-1 -8 2 -0-0 1 -9-12 2 -0-0 Scale = 1:64.9 4x5 = 3x4 = 4x5 = 4.00 12 3x4 = 3x4 = isiiiiii.....1111111944444.. 4x5 4 5 8 7 2x4 T2 _ T3 • a = 7x10 2 ti .1......,- 77 tii, 1.1 tv7 12 d 15 1 4 13 3x4 = 3x4 = 19 18 17 16 3x8 = 5x8 = 4x5 = 3x4 = 3x4 = 3x4 — 7 -11-4 I 16 -0 -0 I 24 -0 -12 I 30 -2-4 i 32 -2-4 1 34 -0 -0 I 7 -11-4 8-0-12 8 -0-12 6 -1 -8 2 -0-0 1 -9-12 Plate Offsets (X,Y): 110:0- 5- 0,0 -2 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.23 14 -15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.43 14-15 >933 240 BCLL 0.0 • Rep Stress Ina NO WB 0.38 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.27 14 -15 >999 240 Weight: 323 Ib FT = 20% 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, Except: WEBS 2 X 4 SYP No.3 8 -5 -11 oc bracing: 14 -15. REACTIONS (Ib /size) 2= 1193/0 -3-8, 11= 1119/0 -3 -8 \`\ t (1 1 j 1//// Max Horz 2 =88(LC 5) Max Uplift2=- 753(LC 3), 11=- 767(LC 4) � \\ `` wS S.{( � ,[� / , • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ •• V� • ' \C EN$�c • • • ` .. f� � TOP CHORD 2 -3 =- 2755/1471, 3- 4=- 2535/1359, 4 -5 =- 2415/1334, 5 -6 =- 3279/1813, 6-7 =- 3279/1813, 7- 8=- 2810/1596, 8 -9 =- 2962/1617, 9- 10=- 4497/2472, 10 -11 =- 2413/1325 . *.:' BOT CHORD 2- 19=- 1349/2555, 18 -19 =- 1670/3187, 17 -18 =- 1670/3187, 16 -17 =- 171713307, — NO 9 15-16=-1717/3307, 14-15=-2520/4709, 13-14=-1208/2241, 11-13=-1193/2213 WEBS 4 -19 =- 250/543, 5 -19 =- 946/565, 7 -15 =- 709/389, 8 -15 =- 264/586, 9 -15 =- 1941/1131, — J: W 9-14=-949/590, 10-14=-1342/2386 - : • (1./ NOTES (13-16) �•∎ STATE OF �� 1) Special connection required to distribute web loads equally between all plies. .- `` C GR `� -z 2) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: j' 61 . P • �Q \` • Top chords connected as follows: 2 X 4 - 2 rows at 0 -2 -0 oc. S Bottom chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. / / /// / 0 N AL \ \ \\ Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc, Except member 13 -10 2 X 4 - 2 rows at 0 -2 -0 oc. /' 1 / / 1 1 1 1 \ \ \ \ 3) 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 (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low- rise); Lumber DOL =1.60 plate grip DOL =1.60 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 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 753 Ib uplift at joint 2 and 767 Ib uplift at joint 11. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ib up at 32 -2-4 on top chord, and 17 Ib up at 32 -1 -8 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 any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14) For special connections with reactions or uplifts less than 300 lbs. 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 April '1,2011 Continued on oage 1 f ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Miiek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design poromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Bay a oas C 109 tl Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 1109 C o, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, 056 -89 and BCSI1 Building Component Safety Information available from Truss Plaie Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply • 370072 T05 SPECIAL 2 14707833 2 Builders FirstSource, Jacksonville, Fl 32244 I Jo b Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:37 2011 Page 2 ID: 9gDD7dVLwneERiiVU9jxUezOmue- blebULeeTORbYYcLia1 WnidovM3goPx6XDPK56zOra LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 =-54, 4- 8 = -54, 8- 9 = -54, 9- 10 = -54, 10- 12 = -54, 2- 11 = -10 Concentrated Loads (lb) Vert: 10= 77(B)13 =6(B) \\N \\11I � �CENS . �, - * NO 34 • • 3 -A•\ STATE OF � � 1 i � • � LORID P • • � / N April 21,2011 • I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE. Design valid for use only with MiTek connectors. This design n based only upon parameters shown, and 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 B the responsibiHiy 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 tracing, consult ANSI /TPI1 Quality Cdteda, 051 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Jab Truss Truss Type Qty Pl y 14707834 370072 TOB HIP 2 I 1 Job Reference (optional) 7250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:38 2011 Page 1 Builders FirstSource, Jacksonville, P132244 I D:9g DD7 dVLwneE Ri i V U9jxUezOmue- 3xCzigeGEIZSAiBYGHYLIwAUAm PhXsTGmtWtdYzOroh I 22 -0-12 I 26-7 -8 � 32-0-0 I -2-0-0 I 5-4 -8 I 4-1- 0 2 I 16-0-n 6 -0-12 4-6-12 5-4-8 2-0-0 5-4-8 4-6-12 6-0-12 Scale = 1:58.3 5x8 = 2x4 II 5x8 = 4.00 12 4 T 6 7 I / -� 2x4 3 2x4 7 n d .e t 1 10 9 4x5 = 4x5 = 3x4 = 5x8 = 3x4 = 9 -11-4 16 -0 -0 22 -0 -12 32-0-0 1 I I 6 -0 -12 6 -0 -12 I 9-11 -4 9 -11-4 Plate Offsets (X,Y): [2:0- 3- 2,0-0- 2],[4:0- 5- 4,0 -2- 8],[6:0- 5- 4,0 -2- 8],[8: 3- 2 , 0 -0- 2 -4 -0,0 -3-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.29 8 -9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.57 8 -9 >662 240 BCLL 0.0 • Rep Stress Ina' YES WB 0.36 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Wnd(LL) 0.45 10 >852 240 Weight: 148 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0-3 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= 1011/0 -3-8, 2= 1137/0 -3 -8 Max Horz 2= 114(LC 7) Max Uplift8=- 551(LC 6), 2=- 715(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2572/2583, 3 -4 =- 2213/2171, 4 -5 =- 2437/2514, 5- 6=- 2437/2514, 6-7 =- 2231/2193, 7-8 =- 2617/2655 BOT CHORD 2 -11 =- 2357/2384, 10- 11=- 1853/2069, 9 -10 =- 1872/2085, 8 -9 =- 2436/2444 WEBS 3 -11 =- 351/541, 4 -11 =- 122/324, 4 -10 =- 461/546, 5 -10 =- 370/443, 6 -10 =- 426/535, 6- 9=- 147/330, 7- 9=- 397/605 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 =23ft; 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 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.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will \\ t 1 1 I 1 1 I f / / // fit between the bottom chord and any other members. \�\ ' `S C /�� 6) All bearings are assumed to be SYP No.2 . \\\ ( . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 Ib uplift at joint 8 and 715 Ib uplift at \ J� •. `� � � � .[\ joint 2. `` 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 particulgr * ▪ No 34 j %= building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. "•. _ dr 1 0) 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 / • — UJ LOAD CASE(S) Standard � .. � • STATE OF ..,. i .0 '•.FLORIOP.••' 0 -, �> '' � ;., / r•N V" / ///11111\ \ ' April 21,2011 1 1 A WARNING - Verify design par./Wars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR - 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a 1 the responsibillity of the 1109 C o, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qual ty Criteria, DSB -89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pry 370072 T07 HIP 14707635 2 1 289985011 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:39 2011 Page 1 -2-0-0 ID:9gDD7dVLwneERiiVU95 mue- X7mLvON? OhJosmkq ?3_s7jgeAnpGJpP_XGRA_zOros 2 - 0 - 0 6 - 4 - 8 1 11 - - 1 16 -0-0 1 2n -x-12 1 95 -7-8 -7-8 I 32 -0-n 34 -0-0 5 4 4 - 0 - 12 5 6 - 8 1 2 - 0 - 0 Scale c 1:60.4 4x6 = 3x4 = 4x6 4.00 12 4 6 3x4 % 3x4 3 7 W W 2 4 1 B 4x5 = 14 19 12 11 10 � o 2x4 3x8 = 3x5 = 4x5 = 3x8 = 2x4 11 6-4 -8 I 11 -11 -4 I 20 -0 -12 1 25-7-8 I 32 -0-0 6-4-8 5-6 -12 8-1 -8 5 -6-12 6 -4 -8 Plate Offsets (X,Y): 12:0 -3- 2,0-0- 21,18:0- 3- 2,0 -0 -2] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.19 11 -13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.42 11 -13 >913 240 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.37 11 -13 >999 240 Weight: 153 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -8 -12 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -2 -8 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= 1133/0 -3-8, 8= 1133/0 -3 -8 Max Horz 2=- 113(LC 8) Max Uplift2=- 704(LC 5), 8=- 704(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2556/2506, 3-4 =- 2012/2017, 4 -5 =- 1872/1984, 5- 6=- 1872/1985, 6-7 =- 2012/2017, 7 -8 =- 2556/2505 BOT CHORD 2-14=-2192/2364, 13-14=-2192/2364, 12-13=-1740/1978, 11-12=-1740/1978, 10 -11 =- 2229/2364, 8 -10 =- 2229/2364 WEBS 3 -13 =- 549/668, 4 -13 =- 326/376, 5 -13 =- 286/188, 5 -11 =- 286/188, 6 -11 =- 325/376, 7 -11 =- 549/668 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 =23ft; 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 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. `\ \ 11 1110 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 \ \�,\ \ \ `s c• / y y, /// fit between the bottom chord and any other members. J �7 6) All bearings are assumed to be SYP No.2 . 7) Pr ot i e mechanical connection (by others) of truss to bearing plate capable of withstanding 704 Ib uplift at joint 2 and 704 Ib uplift at \ ` N �\C C �0 ' � 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 partic)7tar No 34;• 4 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) -rt •/ _ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435' N • • LLJ LOAD CASE(S) Standard % STATE OF ii�s•'•.'�CORIOP.•' �\ ss • /'/� /ON \ \\ April 21,2011 I B ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design 5 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 5 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 Crterla, DSI -89 and ICS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Pl y 14707638 370072 T08 HIP 2 1 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:40 2011 Page 1 Builders FirsiSource, Jacksonville, Fl 32244 I D:dsnbLzVzh4m53sH h2sFA0rzOmud-? JKj6MgXmJpAP ?LwOiaDPLFgEZ75 ?ipYDB ?_iQzOro -2 -0-0 i 7 - I 13 - 11 - I 18 -0 -12 1 24 -7 -14 I 3 2-0-0 134 -0-0 i 2 -0-0 7 -4 -2 6 -7 -2 4-1-6 6 -7 -2 7-4-2 2 -0-0 Scale = 1:60.4 4.00 12 5x8 = 5x6 = 4 5 - 5x8 3 5x8 3 5x6 6 2 � _ a, 8 )� C. M 13 12 11 10 9 4x5 = 4x5 = 2x4 11 3x4 = 3x4 = 3x8 = 2x4 II 7 -4 -2 13 - 11 - 4 18 - - 12 1 24 -7 -14 32-0-0 { 7-4-2 6-7 -2 I 4 -1 -8 6-7 -2 7-4-2 Plate Offsets (X,Y): 12:0 -3- 2,0-0- 2),13:0- 4- 0,0 -3- 0),14:0- 5- 4,0 -2- 81,[ 0 , 0 -3- 0 3- 2,0 -0 -21 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.19 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.38 12 -13 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.63 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wlnd(LL) 0.37 12 -13 >999 240 Weight: 152 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -4 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -1 -15 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= 1133/0 -3 -8, 7= 1133/0 -3-8 Max Horz 2= 125(LC 7) Max Uplift2=- 692(LC 5), 7=- 692(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2518/2492, 3 -4 =- 1829/1885, 4- 5=- 1684/1863, 5 -6 =- 1829/1885, 6-7 =- 2518/2492 BOT CHORD 2 -13 =- 2168/2324, 12 -13 =- 2170/2321, 11 -12 =- 1440/1684, 10- 11=- 1440/1684, 9 -10 =- 2207/2321, 7 -9 =- 2206/2324 WEBS 3 -12 =- 699/828, 4 -12 =- 264/320, 5 -10 =- 262/320, 6 -10 =- 698/827 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 =23ft; 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.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit 6) All are assumed chord and any be SYP No.2 other members. \\ % \ I I I 1 /1 \\ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 Ib uplift at joint 2 and 692 Ib uplift at \\\\ `"3 S• FC / /,� joint 7. J� ' �GENS i 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, , • F 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particulei building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. * • ' NO 3 * 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 33436 -u • LOAD CASE(S) Standard :-..-. 7) • W STATE OF — \-s ••.FLORIOP.•� ,:s S /' / / 'Li NA\ - \\\ \`• April 21,2011 1 1 ® WARNING - Verify design parametars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. Design valid for use only with MTek connectors. This design k based only upon parameters shown, and is tor 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 Blvd. Bay a oo5 9 10 C ll is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibillity of the 1 110 C o, s l Bay erector. Addtional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidonce regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DM-89 and BCSI1 Building Component Safety Inlormatlon available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply , 370072 109 COMMON 14707837 2 1 289985014 Builders FirstSource, Jacksonville, PI 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:41 2011 Page 1 -2 -fL0 &1f1 - ID: dsnbLzVzh4m53sHh2sFA0r TWu ?pzUYkCYiSAYEtzOro 1 2 -0-0 I 5-10 -8 I 15 -0.12 I 15 -11 -4 16-902 71 -0-12 � 76-1-8 32 s0 - 0 - 8 5 I I o-0 I s-a1z 5-10-8 z -ao Scale = 1:60.4 4.00 FIT 4x5 = - 6 L^ 3x4 % 3x4 % 3x4 5 3x4 7 �4 8 3 • 2x4 � a� 2x4 �i g "i1 2 d ,, r/. 1n to � _ it 17., 4x5 = 13 12 • -• d 3x4 = 5x8 = 3x4 = 4x5 = 8 -4-14 16 -0-0 I 23 -7 -2 32 -0 -0 8-4 -14 7 -7 -2 7 -7 -2 I 8-4 -14 I Plate Offsets (X,Y): 12:0- 3- 2,0-0-21, 110:0- 3- 2,0 -0 -21, 113:0- 4 -0,0 -3 -01 LOADING (ps() SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.38 12 -13 >994 240 BCLL 0.0 • Rep Stress Ina YES WB 0.41 Horz(TL) 0.12 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.38 13-14 >996 240 Weight: 151 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0 -14 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) 2= 1133/0 -3-8, 10= 1133/0 -3-8 Max Horz 2=- 138(LC 8) Max Uplift2=- 678(LC 5), 10=- 678(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2557/2616, 3-4=-2289/2357, 4-5 =- 2209/2364, 5 -6 =- 1624/1766, 6-7 =- 1624/1766, 7 -8 =- 2209/2364, 8 -9 =- 2289/2357, 9 -10 =- 2557/2615 BOT CHORD 2-14=-2300/2368, 13-14=-1809/1957, 12-13=-1822/1957, 10-12=-2338/2368 WEBS 6 -13 =- 783/147, 7 -13 =- 582/701, 7 -12 =- 256/364, 9 -12 =- 301/457, 5 -13 =- 582/702, 5- 14=- 256/364, 3- 14=- 301/457 NOTES (8 -11) 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 =23ft; 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 . \ \\ 1 (1 1 1 / //� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 Ib uplift at joint 2 and 678 Ib uplift at \ \\ ) 0.k �0, joint 10. \‘\ J \` " ''' •' (.A• /i 7) Semi -ri pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � SF i 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. * . NO 3 9 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 33436 -0 -- LOAD CASE(S) Standard - 73 W �� STATE OF . i / / / / / O ......• �� \ \ \\ ,�� // iV1gL` \ \ \ \ April 21,2011 1 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MD-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 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 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 /TP11 Quality Criteria, 008.89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job T Truss Type Qty Pl y 14707638 370072 �T10 COMMON 2 1 Job Reference (optional) Builders FirsiSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:41 2011 Page 1 ID: dsnbLzVzh4m53sHh2sFA0rzOmud TWu6Ki h9Xdx119v7xQ5SxYo?pzUYkCYiSrIYEtzOroa i s -0-0 1 5-10-8 1 10-11-0- 1 16 -0-0 1 21 -0-12 1 26-1-8 32 -0-0 1 34 -0-0 1 2-0-0 5-10-8 5-0-12 5 -0-12 5-0-12 6-0-12 1 5-10 -8 2-0-0 Scale = 1:59.5 4.00 12 4x5 = 6 3x4 3x4 3 \ 3x4 8 4 et \ t� 2x4 '..1% � 2x4 i N ' Sk ' A ''' - 741 L 2 .8.1.111 .3.111111-.4111111111111111 O 11 I 1 0- 12 13 4x5 4x5 = 3x4 = 3x4 = 5x8 = 8-4 -14 16 -0 -0 1 23 -7 -2 1 32 -0 -0 1 8-4-14 1 7 -7 -2 7 -7 -2 8-4 -14 Plate Offsets (X,Y): [2:0-3-2,0-0-21,110:0-3-2,0-0 113:0- 4- 0,0 -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 0.65 Vert(LL) -0.19 12 -13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.38 12 -13 >994 240 BCLL 0.0 • Rep Stress Incr YES WB 0.41 Horz(TL) 0.12 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.38 13-14 >996 240 Weight: 151 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0-14 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= 1133/0 -3 -8, 10= 1133/0 -3-8 Max Horz 2=- 138(LC 8) Max Uplift 2=- 678(LC 5), 10=- 678(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2557/2616, 3-4 =- 2289/2357, 4 -5 =- 2209/2364, 5 -6 =- 1624/1766, 6-7 =- 1624/1766, 7 -8 =- 2209 /2364,8 -9 =- 2289/2357,9 -10 =- 2557/26 BOT CHORD 2-14=-2300/2368, 13-14=-1809/1957, 12-13=-1822/1957, 10-12=-2338/2368 WEBS 6-13 =- 783/747, 7 -13 =- 582/701, 7- 12=- 256/364, 9 -12 =- 301/457, 5 -13 =- 582/702, 5 -14 =- 256/364, 3 -14 =- 301/457 NOTES (8 -11) 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 =23ft; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) * 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 s other members. \ \ ‘ \ t ( I [ [ [ / // / 5) All bearings are assumed 10 be SYP No.2 \ /// 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 Ib uplift at joint 2 and 678 Ib uplift at �� \ 13 ! 1 \, / / / ..*_ • joint l0. ``� • • • ,( 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' \G . ` ,(� 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any parliculei ` ` building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. * . 7 \\..J.- 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 Beath, FL 33436 _� : : _ _ LOAD CASE(S) Standard - 23 • W STATE OF - ,,:: //‘ A\ F L ORIO P •' • � ` ■ [11 April 21,2011 • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 74 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. Julius Lee Applicability of design paramenters and proper incorporotion of component is responsibility of building designer - not truss designer. Bracing shown l Bay Blvd. O for lateral support of individual web members ony. 1 109 Coastal Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, st l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 051•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type , IOty Ply 370072 T11 GABLE 2 1 289985015 14707839 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:43 2011 Page 1 - ID: dsnbLzVzh4m53sHh2sFA0rzOmud- Pu? SIOiP2EBkGT3V3r7wOztPDFIFOCCP ?v9EeJlzOroc 2-0-0 I 16-0-0 1 37 -0-0 34 16-0-0 16-0-0 2-0-0 Scale = 1:59.5 4.00 12 4x5 = 11 12 13 5 10 P � 14 x6 9 15 5x6 \ 8 16 7 ' 17 1. ,:"t in 5 6 -oi - oi 18 4 - ST9 ST70 ST , 19 3 21-3 .c-T'/ S73 cT3 ST' 20 A ST5 513 21 ST1 S72 ST3 ST3 n 2 ST2 - - d 1 r _ r - - sr 22 N ` 3 is d 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 = 5x6 = I 32 -0-0 32 -0-0 I Plate Offsets (X,Y): [7:0- 3- 0,0 -3 -01, (17:0- 3- 0,0 -3-01 f33:0- 3- 0,0 -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 0.40 Vert(LL) -0.03 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.04 23 n/r 90 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 22 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 189 Ib FT = 20% 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 32 -0 -0. Installation guide. (Ib) - Max Horz 2=- 138(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 except 2=- 234(LC 5), 22=- 250(LC 6) Max Gray All reactions 250 Ib or less at joint(s) 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 except 2= 254(LC 1), 22= 254(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9 -10 =- 14/271, 10-11=-14/311, 11-12=-15/344, 12-13=-15/344, 13-14=-14/311, 14-15= - 14/271 WEBS 3-42 =- 167/255, 21 -24 =- 167/255 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= 3.0psf; h =23ft; 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) 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. \� \ \ \ \ I i [ I i / f / / / 5) Gable requires continuous bottom chord bearing. \\\\ `. \ S S k o, ■ 6) Gable studs spaced at 1-4-0 oc. ` V (.,e... 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ... J�!' • \GEN$ ' (.,e... . `,(� 8) • 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. - * ; • 9) All bearings are assumed to be SYP No.2 . NO 3 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 34, 35, 36, 37, 387 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 except (jt =1b) 2 =234, 22 =250. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 .1.I 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any -3. Q ((/ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. T STATE OF .- 2 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) i ,�� P \ 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 �i� SS, • . OR. ID �G `' LOAD CASE(S) Standard /// �Q N AL \�\ / / / /!11111\ \ � \ April 21, 2011 t t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED /MITER REFERENCE PAGE MI1 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon porameters 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 u the responsibiflity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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N o' 0 o El t . ` 4011 1 u.Ui .J =N. �� Q= . •Z— i u s * *!;. ......... ` ���` cc co //untlitit0 MULTIPLE - MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Uniform Load — Maximum Uniform Load Applied to Either Outside Member (PLF) Connecter Pattern Assembly A Assembly B Assembly' C Assembly D: Assembly E Assembly F 2 », -{ Numnber of Connector connector Type On- Center !lows Spacing 2 2" 2» 2" _..4 1_=-1 -�l I--'- ? p_- - ` 1-- -I _ I-- t 1y, 13/4" IN 31/2. 13 31/2. 1N 31/2. 114' 3 5 5 7" 7" 7" 2 -ply 3 -ply 2 - ply 3-ply 2 - ply 4 -ply 10d (0.128" x 3 ") 2 12" 370 280 280 245 Naito 3 12" 555 415 415 370 i " A30t 24 '' 505 ` 380 520 465 860 340 Through Boltsr2x31 2 19.2" 635 475 655 _580 1,075 425 16" 760 I 570 785 695 1,290 505 __ .__ 24" 680 - 510 510 455 SDS/ /4 "x3 "f 2 . 19.2" 850_ 640 640 565 16" ; 1,020 765 765 680 24" , 455 465 455 S OS 1 h "x6 2 19.2" 565 580 565 16" 680 695 ' 680 24" 480 360 360 320 USPWS35t 2 19.2" �_ 600 450 450 400 16" 715 540 .._ 540 480 - --.- _._.__ _._._.,_ - - -._. USPWS6( 2 12.2" -- 350 525 350 440 660 440 16" 525 790 525 „ 24" 635 475 475 425 3 � 1 2 19.2"" 795 595 595 530 Trusslck 16" 955 715 715 635 5 » 24" 500 500 445 480 445 irussloklt 2 19.2" 625 625 555 600 555 16 750 750 665 725 665 s 24" 445 620 445 " � : Trussl4okts1 2 10./0 24 I 555 770 555 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 Ole" maximum. (3) 24" on- center bolted and screwed connection values may be doubled for 12" on- center spacing. (4) 6" SOS or WS screws can be used with Parallam® PSL and Microllam® LVL, but are not recommended for TmberStrand® LSL Uniform Load Design Example 300 PLF 415 PLF General Notes • Connections are based on NDS® 2005 or manufacturer's code report. \ v • Use specific gravity of 0.5 when designing lateral connections. • Values listed are for 100% stress level. Increase 15% for snow - loaded roof , 1 � �� ;` conditions or 25% for non -snow roof conditions, where code allows. fi • Bold Italic cells indicate Connector Pattern must be installed on both sides. •' Stagger fasteners on opposite side of beam by 1 the required Connector Spacing. First, check the allowable load tables on pages 16-33 to verify that three • Verify adequacy of beam in allowable load tables on pages 16 -33. 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, 1x/4" assembly, two rows of 10d (0.128" x 3 ") nails at 12" on- center is good for only 280 plf. Therefore, use three rows of 10d (0.128" x 3 ") • Minimum end distance for bolts and screws is 6 ". 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" SDS screws at 19.2" on- center. 38 iLevel Trus Joist" Beam, Header, and Column Specifier's Guide TJ -9000 July 2008 d MULTIPLE - MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Point Load - Maximum Point Load Applied to Either Outside Member (lbs) Connector Pattern Assembly A Assembly 8 AssembtyC Assembly 0 Assembly E Assembly f 2 ` W I T Connector Type Number of I , r 1 ' Connectors l 2" _ 2 � ir _."l f""" r^I - 1 1 t.." 11 .__I k i 11a 134" 1344" 31/2" 1W 3 134" 31/2' 13 / 4 " 31/2" 51/4" 53/4" 1" 7' 7" 2-ply 3 -ply 2-ply 3 -ply 2-ply 4- pty 6 1,110 835 835 740 lDd (0.128" x 3 ") 12 ` 2,225 1,670 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 s 1,915 1,435( 1,435 1,275 1,860 1,405( 1 /4" x 31/2" orWS35 i 6 2,870 2150(�) 2150 1,915 2,785( 2110( rA " x6 "orWS6ni 8 3,825 2,870( `____ 2,870 Z,550 3,115 2,810 or s" 4 2,545 1910124 .:...._.___. -1,910 1,695 1,925( 1,77 33/4" 5( Trusso S'' 6 3,815 2,860 2,860 __. 2,545 2,890( 2,665( 8 5 3,815 3,815 3,390 3,8550) 3,550( v (1) 6" SDS or WS screws can be used with Parallam® PSL and Microllam® LVL, but are not recommended for TimberStrand® LSL. See General Notes on page 38 (2) 31" and 3%" 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 N.. 3,000 Ibs 4- or 6 -Screw 8 -Screw i Nail Connection Connection Connection I 10d (0.128" x 3 ") nails, SDS or TrussLok'" SDS or TrussLok'" i typical. Stagger to prevent screw, typical screw, typical splitting. e spacing, typical t) 2 ", typical top and First, verify that a 3-ply, 1'/a" x 14" beam can la, botto 2„ '!.11I t II11I 1( L )t 2" support the 3,000 Ib point load as well as all � lt �' ))) Equal )t 11/2 n�imum other loads applied. The 3,000 Ib point load spacin is being transferred to the beam with a face Ntw %2 beam depth g 8 10" f spacing, mount hanger. For a 3 -ply, 1 assembly, 2" iii typical eight 3 TrussLok'" screws are good for There must be an equal number of 3,815 Ibs with a face mount hanger. : nails on each side of the connection MULTIPLE- MEMBER CONNECTIONS FOR TOP- LOADED BEAMS 1 -Wide Pieces on both sides. Stagger fasteners on opposite side • Minimum of two rows oft" bolts at 24" on- center • Minimum of three rows of lOd (0.128" x 3 ") nails of beam by 1 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, 3 1/2" -Wide Pieces the number of nailing rows may be reduced by one. • Minimum of two rows of SDS, WS, or TrussLok'" • 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 F 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 1/2 of the required Multiple pieces can be nailed or bolted together 3- or 4 -ply members, connectors must be installed connector spacing. 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 0 v- 19100 0 1q 100 k , ,, F -KW1 F -KW1 01 F03 A A F03 GJO11 � ' F03 F03 , F03 FO) li% F03 F03 iill F03 I F03 o F06 F-KW2 F -KW2 F06 0 12 — o o - F% F06 o lig _ o N o O M F05 3 m F05 o � 5 ea F05 � � " LL F05 F07 FO/ 3 F04 - - F04 �% F03 �' o L) F0 d I• 1-100 `" N 7100 �� t , 4 -0 -0 4 -0 -0 _ 8 -0 -0 8 -0 -0 4 -0 -0 4 -0 -0 . 0 0 El CN N u N N N N 4 0 o O O O O O o LL tL 1 4 .L U- LL_ / O d d Q d Q m m Q Q Q Q Q �i 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 , d 1�„ IL LL L LL LL 1L LL 3 -6 -0 4 , 3 -6 -0 ,1 o 10 -0 -0 q - 10 -0 0 q -10 -0 10 -0 -0 ,�(� BEARING HEIGHT SCHEDULE 8' 1 -118" % �./ � ' 7 ' T+ .T 6� A ✓ Pj C G- C 5 y Q.. -: W C CL D .,. 41 L' C Q d v ;c C R F, F" ya C Cs 0 2000 20-0-0 k ` c� I a•: 15-11-4 i U'-1 15-11-4 t E t E 0 > •• I cc--E Ltl u1 24bc 3 -11 -4 ` - - 0 11 -4 24 "oc ' Z 1 a LG Z N 23 le. O O O O O O O t- ' O O 0 O 0 0 O � , i e a` I O c ( j A-- 1- ,_ (- H 1— 1— T— 1— 1— 1— 1— ii -7 L) \ s � r i ' <L Z I I�I� « r c ti 1 i' C(101 C T `' 2 > J s a G U- M r ,.c7 r - I i r * 1 .) F v F'B 91 (R &oa, t% IONS FOR _ NOLMIG INStALLATl{ SID TEM BRAGIN - %� DREAM GIGINEERED DRcING5 F MANENT '' 'I 2) A TRFPiS�y (lNL v Illy U55E5 C •,,o i 14: . VLE_�X, FI aMIG ✓IA�( B MPL L :11ELgLICLAT E¢J7�RFNER 70 TT6L. O V105 / E K R�Ai�'BRALING OI�IKE R / i) A V!�LE ARE 0 (�BNVEN 0 Y lir ! ME�BB y i / O 4) A iRU55E5 ARE DESIGNED FOR 2' a.c. � MAXIMUM 5PALING. UNLESS OTHERWISE NOTED. 4 , % / d- 5.) ALL WALLS 5H0WN ON PLACEMENT - re PLAN AR E LONSIDERED 70 8E LOAD — , BEARING, UNLESS OTHERWISE NOTED. 1' I 6.) 5Y42 16055E5 MUST 6E INSTALLED S� � WITH THE TOP BEING UP. �, s -I� 7.) BEAM/HEADER/LINTEL KR) 70 BE FURNISHED BY BUILDER. � -� Builders - � . FirstSource - %� Jacksonville , / PHONE: 504- 772 -6100 FAX 504- 772-1973 1 o s i -e Tampa I... .�� •e• rill PHONE 813- 621 -9831 FAX 813 - 628 -8956 !. G Jr' ll- J01 ...... . Lake City mii..._= Skr_ \ 1- Ii O PHONE 386- 755 -6894 FAX 386- 755 -7973 7 ` — .5,e �� / � v � `. Sanford PHONE: 407- 322 -0059 FAX 407- 322 -5553 10 -0 -0 20 -0 -0 10 -0 -0 F PHONE: 550 835 - 4541 FAX: 650- 835 -6835 BUILDER: BEACHES HABITAT 06Al ADDRESS / / 424442-Dutton Island Rd — 400EL: P"islan: 1242 1/2 CANT -HIP tar. D DATE: 4IAN! 01: 0ridital Ps fereacc i 4/20/11 M5K 370072 Ist lull 00 :: IndLerel 1011:: Poet Jolt 370303 370072 o d " C. r.r ,.r q p oo ----I O\ LA -4- W N W N co co CC)) '. *.. a. 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CD IDD > o �� z 0 cn CD CD 0 0 y 0 z cA 0 0 ' ' rm '0 0 0 .' a' 0 rii n ►c 0 r z F to rzi n r� x -� (A� t" v, w 0 d z • — CA ' ..r 00 v P w N • n cn �1 O, v , A w N v) — CrJ Oc • • • c nn7d td-3 0� 0r i � C�C 4 e d> d o' ° a c off n ■ 0 o o O n 0 �D p' o. Q 5 Q. Crl CO b • C o ° ° Cr1 0-i o w * a, z P. ° CA N g CA n o � cr y o cn 0 1 1 " PV 0 c C AD ,... r. vD fi CA CZ0-3 v) a x CD b N o y • O.. C (�D 0 r+ `� rn ih C CD tll n K 0 r z n CCJ C n rN .4r u x p. — J -4. w v, w ■p N N ON ►rJ C) J N W �O `O " A In •■ 0 w CV • C') 4 n n> H o- f? E'..) ° p , n ..O (D . A N ■-• • b .a c ,� -t c a °° a o ° n � ' C D • A. p- o ril -• N pa a A� O (co O 0 / b Z co Z n cr cn co d � ' n CD CD co 0 0 n .4 ep n• ti O Qq i ° o' co � � 6' 0 c n CD O O C 0 N > i ro 0 CD y O N CD O0 O � y I b rif cn cD r+ C a, 1' o AD �`� � � w 0 O co a. U0 0 co C CD n '. N ' CA to w 0 Cr M 0. c' co p w : `C a k • CD 0 �' ° 2 0 z a. c � c . 0 74 r a. izs - ',E o�'0 CD 0 CD >4 c n CD w 0 `� a = n rn 0 Iw a to 0 N n n p til W A) ' 'y) CD n fa. g ° CD x 0 'L3 E. -~ e a O a a . C o o a y C d 1 CDCf 0 Ca. 0 0. o• ° o c V) , 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 n Builder Name: Habitat For Humanity,Jacksonvi Street: 1 k D ws 0., Z k kA_ RI---- Permit Office: A 1 2 it A ✓` ) L 436 City, State, Zip: r3T.e. , ;':cr 3EA -Gy F1. 3ZZ,73 Permit Number: Owner: Habitat For Humanity,Jacksonville Beach 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 b. N/A R= ft' 3. Number of units, if multiple family 1 c. N/A R= ft 4. Number of Bedrooms 3 d. N/A R= ft 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= ft 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 ft2 a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U-Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 24.0 kBtu /hr e. U- Factor: N/A ft2 HSPF:8 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft2 EF: 0.92 b. Floor over Garage R =19.0 20.00 ft2 b. Conservation features c. N/A R= ft None 15. Credits Pstat Total As -Built Modified Loads: 24.35 PASS Glass /Floor Area: 0.092 Total Baseline Loads: 31.78 I hereby certify that the plans and specifications covered by Review of the plans and : , 0O . G l14E sTg this calculation are in compliance with the Florida Energy specifications covered by this " 1+ . 0� Code. t- 1tJ °4L� _b calculation indicates compliance "'� u, ° '% ' ',� :- with the Florida Energy Code. ti s,,,„w-, . „ o PREPARED B _ - ' - Before construction is completed - - .........3e.."..: 0 DATE: _ _1 1 y f l� this building will be inspected for c :. ' : 0 ,,. a compliance with Section 553.908 , ° t I hereby certify that this building, desi is in compliance Florida Statutes. ` ",..f, . �'S ` with the Florida Energy Co e. C�.. - t Pt-41. o D H*E OWNER /AGENT: - -P,V 4 BUILDING OFFICIAL: DATE: - - S - _ DATE: 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 # 1. Owner Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: 5) 1,3 k 4r` # of Units: 1 Total Stories: 2 PlatBook: 44. Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street:f i. / p +Ch .1, i $ a" J!) 1 Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: 13 ry.4 ait et. r3EA-4j1- Family Type: Multi- family Whole House Fan: FL , 3 Z Z 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 Gallon 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 ft Y N 11/4/2009 10:57 AM EnergyGauge ® / USRRPB v2.8 Page 1 of 4 Building Input Summary Report CEILING # Ceiling Type R -Value Area Framing Fraction Truss Type 1 Under Attic (Vented) 30 660.75 ft 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. Adjacent Cavity Width Height Sheathing Framing Solar # Ornt To Wall Type R -Value Ft In Ft In Area R -Value Fraction Absor. 1 N Exterior Frame - Wood 11 40.5 0 8 0 324 ft 0 0.23 0.8 2 W Exterior Frame - Wood 11 60 0 8 0 480 ft 0 0.23 0.8 3 S Exterior Frame - Wood 11 40 0 8 0 320 ft 0 0.23 0.8 4 E Exterior Frame - Wood 11 2 0 8 0 16 ft 0 0.23 0.8 DOORS Width Height # Ornt Door Type Storms U -Value Ft In Ft In Area - - - --- ----- - - - - -- 1 Wood None 0.39 3 0 6.75 0 20.25 ft 2 S Wood None 0.39 3 0 6.7 0 20.1 ft WINDOWS Overhang # Ornt Frame Panes NFRC U- Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 Vinyl Low -E Double Yes 0.47 0.41 N 9 ft 1.5 ft 0 in 11 ft 0 in None None 2 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 11 ft 0 in None None 3 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 11 ft 0 in None None 4 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 2 ft 0 in 1 ft 0 in None None 5 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 1 ft 0 in None None 6 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 1 ft 0 in None None 7 Vinyl Low -E Double Yes 0.47 0.41 N 6 ft 1.5 ft 0 in 1 ft 0 in None None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft 1.5 ft 0 in 1 ft 0 in None None INFILTRATION & VENTING - -- Forced Ventilation - - -- Terrain/Wind Method SLA CFM 50 ELA EqLA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00050 1629 89.4 168.2 0.474 9.84 0 0 0 Suburban / Suburban GARAGE # Floor Area Roof Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft 361 ft 64 ft 8 ft (invalid) MASS Mass Type Area Thickness Furniture Fraction No Added Mass 0 ft 0 ft 0.3 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 2 of 4 Building Input Summary Report COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit 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 ON RLF 1 Attic 6 243.4 ft Interior 60.85 ft 1 Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling [[X]] Ja (X]] Feb [[X]] M [[X Apr [X] May [[X]] Jun [[X Jul X] Aug [[X]] S [X] O [[X]] Nov X Dec Heating [X] Jan f X] e Feb [X ar ] Mar [ Xi Ar [X] Ma [ Jun [ Jul t X ] Aug [X] Sep p [X ] Oct [ Nov Xi Dec Venting (X Jan [X Feb [X Mar [X Apr [X) May [[X]] Jun [[X Jul [X)) Aug [[X]] Sep [XJ Oct [[X]] Nov 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 Building Input Summary Report APPLIANCES & LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans (Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 % Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 % Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 145 kWh/Yr Peak Value: 44 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 % Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 1429 kWh/Yr Peak Value: 467 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 1252 kWh/Yr Peak Value: 230 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 % Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 4 of 4 PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 2.5 Lot # 2- Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: S 0. 4 - # of Units: 1 Total Stories: 2 PlatBook: 4111: /� Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: 9 '-H-Q -g t ) .'1h' k , Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: 1 /72-. 4 4 A.a i i L RlK.?J- Family Type: Multi- family Whole House Fan: i. , 3 2 -L3.q New /Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp 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 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft' Y N CEILING # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS # Ornt Adjacent To Wall Type Cavity R -Value Area R Value Sheathing Framing Solar Fraction Absor. 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 DOORS V # Ornt Door Type Storms U -Value Area 1 N Wood None 0.39 20.25 ft 2 S Wood None 0.39 20.1 ft WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. V Overhang # Ornt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N Vinyl Low -E Double Yes 0.47 0.41 N 9 ft 1.5 ft 0 in 11 ft 0 in HERS 2006 None 2 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 11 ft 0 in HERS 2006 None 3 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 11 ft 0 in HERS 2006 None 4 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 2 ft 0 in 1 ft 0 in HERS 2006 None 5 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 1 ft 0 in HERS 2006 None 6 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 1 ft 0 in HERS 2006 None 7 W Vinyl Low -E Double Yes 0.47 0.41 N 6 ft 1.5 ft 0 in 1 ft 0 in HERS 2006 None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft 1.5 ft 0 in 1 ft 0 in HERS 2006 None INFILTRATION & VENTING - - -- Forced Ventilation - - -- Run Time Fan V Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 1173 7.08 64.4 121.1 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft 361 ft 64 ft 8 ft (invalid) COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit None SEER: 14 24 kBtu /hr 720 cfm 0.75 False HEATING SYSTEM V # 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 Conservation 1 Electric 0.92 40 gal 60 gal 120 deg None FORM 1100A -08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: . q i4. -D v \i'h ) ^ 1"-- 24%-•4 ' ` o PERMIT #: Pr. i 1c. '.:s FL, 3ZZ3j , 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. I 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 the perimeter, 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 -4 seams. Recessed Lighting Fixtures 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. Multi -story Houses N1106.AB_1 2.5. Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts NI 106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space 1 heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION 1 REQUIREMENTS ; CHECK Water Heaters j 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 trakrequired. Swimming Pools & Spas 1 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 1 N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 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. SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft= DUCTS V / - - -- Supply -- Return - - -- Air Percent # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage ON RLF 1 Attic 6 243.4 ft Interior 60.85 ft Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling X J X] Feb X M X]A X] Ma Ju X Jul X Aug Sp X O X N X D Heatin l X1 Jan an t X] Feb X Mar ar t X] Apr r l X] May X Jun n f X� Jul f X� Aug f XX Se f X� Oct ct X� Nov ov [X De c Venting X Jan X Feb X Mar (XJ Apr X May X Jun [X Jul X Aug X Se p 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 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. 1 I /) 11 /. - , 3 , 7"; d , FL, ; z.z 5-.9C-P, 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 b. N/A R= ft 3. Number of units, if multiple family 1 c. N/A R= ft 4. Number of Bedrooms 3 d. N/A R= ft 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= ft 7. Windows" Description Area c. N/A R= ft a. U- Factor: Dbl, U =0.47 113.80 ft 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 ft a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 24.0 kBtu /hr e. U- Factor: N/A ft2 HSPF:8 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft2 EF: 0.92 b. Floor over Garage R =19.0 20.00 ft2 b. Conservation features c. N/A R= ft2 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) _,x tio ' , in this home before final inspection. Otherwise, a new EPL Display Card will be completed ;';` ,.';� :;r, -.. based on installed Code compliant features. : „,,, :: :.;::,, �o ■ Builder Signature: � � � , .... Date: S"'. $ �� _c. a Address of New Home: 4,2.c// i ) 2 City /FL Zip: � �rp -.q. r c 4 i. , 'r g is s FL 32x-33 ' C ° D"'E�� . *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 Habitat For Humanity, Beaches 1242 Sf HVAC Load Calculations for Habitat For Humanity,Jacksonville Beach 1671 Frances Ave Atlantic Beach, FI. 32233 E Ityval r RESIDENTIAL AND LIGHT rF r , . COMMERCIAL HVAC LOADS Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI. 32218 904 757 -3569 Wednesday, November 04, 2009 Rhvac - Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf 1 Jacksonville, FL 32218 Page 2 j Project 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, Fl. 32218 Company Phone: 904 757 -3569 Company Fax: 904 757 -7104 Company E -Mail Address: jimwilliams @homebuildingstore.com Company Website: homebuildingstore.com Company Comment: ! Design Data 1 Reference City: Jacksonville, Florida 1 Building Orientation: Front door faces South Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 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 Buildin _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 1 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. Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf I Jacksonville, FL 32218 Page 3 I Miscellaneous Report System 1 Whole House Outdoor Outdoor Outdoor Indoor Indoor Grains Input 32 29.92 Data Dry B Wet Bulb Rei Hum Rel.Hn a 72 Dry B Difference Winter: n/a Summer: 94 77 47% 50% 75 48.06 [ 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 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 j [ Duct Load Factor Scenarios for S y stem 1 From 1 1 No. Type - Description — Location Ceil ng Leakage Insul t on Su Area MDD 1 Supply Main Attic 16B 0.09 6 329 No 1 Return Main Cond. Space - 0.15 6 61 No 1 1 j Rhvac - Residential & Light Commercial HVAC Loads - _ Elite Software Developmeme nt, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 St Jacksonville, FL 32218 Page 4 Load Preview Report L. Has Net ft.' Sen Lat Net Sen S y s Sys Sys Duct Scope AED Ton /Ton Area Gain Gain Gain Loss Htg Clg Act Size CFM CFM CFM Building 1.64 755 1,242 16,544 3,192 19,736 17,431 352 753 753 System 1 No 1.64 755 1242 16,544 3,192 19,736 17,431 352 753 753 16 Duct Latent 500 500 Zone 1 1242 16,544 2692 19,236 17,431 352 753 753 16 1- IGtchen 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 5220 1,025 6245 5,128 104 237 237 2-6 5-Br 2 130 1,805 332 2,137 2,129 43 82 82 1 -5 6-Br 3 143 1,220 133 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 [ Rhvai Residential & Light Commercial HVAC Loads Elite Software Development, Inc. 1 I Home Energy Services i' Habitat For Humanity, Beaches 1242 Sf ' I [Jacksonville, FL 32218 Page 5 _ _ 1 ! ! Total Building Summary Loads __ -- ‘J Component _ Area Sen Lat Sen Total , 1[ Description _ _ Quan Loss Gain Gain Gain ! 4A-3v-o: Glazing-Double pane low-e (e = 0.20 or less), 113.8 2,138 0 3,117 3,117 operable window, e=0.10 on surface 2, vinyl frame, u- value 0.47, SHGC 0.41 1 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 1 AED Excursion: 0 0 821 821 Total Building Load Totals: 17,431 3,192 16,544 19,736 , . -- -- -- --, 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 , 1Buil4ing_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. , , , 1 , , , , , , 1 Rhvac - Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc. 1 Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Page 6 j Building Pie Chart Infiltration 15% Floor 21% Building Roof 5% Loss Ductwork 22% 17,431 Btuh i J Wall 22% :. Door 4% Glass 12% i Floor 0% Roof 6 % AED Excursion 4% i I Wall 14% 1 Infiltration 16% Building Gain , t a #.L 19,736 Glass 16 %. Btuh Ductwork 18% Door2 % _ People 9% Equipment 15% Home Energy Services 9 Comm_ i al --_ -- Habitat For Humanity, Beaches 1pm nt, n Inc. Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, . Jacksonville, FL 32218_ -_ -- - � , System 1 Room Load Summa Htg Min Run Run Clg Clg Min , 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 Br 2 130 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 [Cool n�System Summary - - -- - - - - - - - Cooling Sensible /Latent Sensible Latent Total, 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: GSH130241B* GSH1302416* j 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 Rhvac - Res Residential & Light Commercial HVAC Loads Habitat lite S tw ty, Development, I c 1 Home Energy Services Jacksonville, FL 32218 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 - -- --- - - - - -- - -- - _ ___ 0-5- _ - - 450 - - -- _ 900 135° ___ 180 ° - 225° 270 -- - 315° _- High j 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 68 78 1 -6 3 Powder *11 11 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 Br 3 55 69 *78 69 53 69 77 67 1 -5 7 Laundry *15 15 14 14 14 14 14 15 1-4 8 Bath *41 38 30 36 39 33 29 34 1-4 i 9 Master Bedroom *24 24 23 23 23 23 23 23 1-4 WIC 10 Master Bedroom 68 91 *99 81 65 81 98 89 1 -6 11 Stairway *9 9 9 9 9 9 9 9 * Indicates highest CFM of all rotations. Whole Building ' Rotation Front door Supply Sensible Latent Net Recommended I Degrees Faces CFM _ Gain Gain - Tons Tons ; 0° South 753 16,544 3,192 1.64 1.89 45° Southwest *795 *17,479 3,191 *1.72 *2.00 90° West 775 17,035 3,191 1.69 1.94 135° Northwest 759 16,672 3,190 1.66 1.90 180° North 716 15,745 3,192 1.58 1.80 225° Northeast 758 16,670 3,190 1.66 1.90 270° East 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. ■ 1 ■ litiivac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services 16 Habitat For Humanity, Beaches 1242 Sf [ Jacksonville, FL 32218 Pale 9 . . . Building Rotation Report (cont'd) , Building Rotation Tonnage 1.9 - 1.8 - In c I t2 , 0) , c t 0 / = / • 17 / _,----- - / ,,, < i \ / / 1 \ / , ... ./ 16 r , 1 15 . South Southwest West Northwest North Northeast East Southeast Direction Front door Faces --e Building Recommended Tonnage Building Net Tonnage r Rhvac - Residential &light Commercial HVAC Loads Elite t ■ Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Page 10 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 23,000 1 , , . .• 22,000 r: 21,000 Z , , g k.,. ‘ . - , . .„ i 20,000 .,, .5 ' ,- CO \ '‘ 19,000 /. .A• , , / . / 's- . - ' \ .• ..:., .- A. 18,000 17,000 j -- - - 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 Southw est -L4 Front door faces West • < Front door faces Northw est Front door faces North — -- - Front door faces Northeast , Front door faces East — — Front door faces Southeast 1 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 Builder Name: Habitat For Humanity,Jacksonvi Street: 4/ 2` �� . - -*')v s +fir RR Permit Office: ' f Z /i ,'r7 - / L 436-1jc»4- City, State, Zip: 6 - - 2 - A °', REA.z_)+, F- 3 z .z33 Permit Number: Owner: Habitat For Humanity,Jacksonville Beach 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 b. N/A R= ft 3. Number of units, if multiple family 1 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= ft 7. Windows Description Area c. N/A R= ft 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 ft' a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U- Factor: N/A ft' 13. Heating systems SHGC: a. Electric Heat Pump Cap: 24.0 kBtu /hr e. U- Factor: N/A ft HSPF: 8 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft EF: 0.92 b. Floor over Garage R =19.0 20.00 ft b. Conservation features c. N/A R= ft2 None 15. Credits Pstat Glass /Floor Area: 0.092 Total As -Built Modified Loads: 24.35 PASS Total Baseline Loads: 31.78 0 I hereby certify that the plans and specifications covered by Review of the plans and 4 � • ' 1 114E Sr. % r. this calculation are in compliance with the Florida Energy specifications covered by this A a .a , ;. , Code. J C C AN.2 calculation indicates compliance 41.. :. • ' _ ; ". f •• : with the F En Code. A. :7,�,, PREPARED B ._ mi l./ - - � �' 1. Before construction is completed ,. c4 '.--3q . 2N° DATE: . _1 - - 0.4(. 9c1 - this building will be inspected for L .. ' y i. compliance with Section 553.908 t. * r y , Florida Statutes. I hereby certify that this building, designed, is in compliance . r y 4, 5' ' i with the Florida Energy Co e. F'K,..._% 1- +- O OWNER /AGENT: .&--P 4 -`7 _ . BUILDING OFFICIAL: _ ___ il /2 7' DATE: ; ---67-7- }} ___ __ _ __. _ _ DATE: - 1 _ s I Pf r FILE C „ii, 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 # 'Z. Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision:.S�"e-t.3 o■ r 0 , # of Units: 1 Total Stories: 2 PlatBook: '7" [ 4 Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: +, Z4 1' F° .. 1 - � 4 , Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: 13 ... r2.. 8E4-4i Family Type: Multi- family Whole House Fan: I-L , 3 j 7._33 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 Gallon 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 ft Y N 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 1 of 4 Building Input Summary Report CEILING # Ceiling Type R -Value Area Framing Fraction Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. Adjacent Cavity Width Height Sheathing Framing Solar # Ornt To Wall Type R -Value Ft In Ft In Area R -Value Fraction Absor. 1 N Exterior Frame - Wood 11 40.5 0 8 0 324 ft' 0 0.23 0.8 2 W Exterior Frame - Wood 11 60 0 8 0 480 ft' 0 0.23 0.8 3 S Exterior Frame - Wood 11 40 0 8 0 320 ft' 0 0.23 0.8 4 E Exterior Frame - Wood 11 2 0 8 0 16 ft 0 0.23 0.8 DOORS Width Height # Ornt Door Type Storms U -Value Ft In _ Ft In Area 1 Wood None 0.39 3 0 6.75 0 20.25 ft' 2 S Wood None 0.39 3 0 6.7 0 20.1 ft' WINDOWS Overhang # Ornt Frame Panes NFRC U- Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 Vinyl Low -E Double Yes 0.47 0.41 N 9 ft 1.5 ft 0 in 11 ft 0 in None None 2 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in None None 3 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in None None 4 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 2 ft 0 in 1 ft 0 in None None 5 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in None None 6 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in None None 7 Vinyl Low -E Double Yes 0.47 0.41 N 6 ft' 1.5 ft 0 in 1 ft 0 in None None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft' 1.5 ft 0 in 1 ft 0 in None None INFILTRATION & VENTING - -- Forced Ventilation - - -- Terrain/Wind Method SLA CFM 50 ELA EqLA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00050 1629 89.4 168.2 0.474 9.84 0 0 0 Suburban / Suburban GARAGE # Floor Area Roof Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft 361 ft 64 ft 8 ft (invalid) MASS Mass Type Area Thickness Furniture Fraction No Added Mass 0 ft O ft 0.3 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 2 of 4 Building Input Summary Report COOLING SYSTEM # System Type - Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit 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 f1 Interior 60.85 ft 1 Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling [[X Jan X) Feb ((X Mar X] Apr [X May [[X] Jun X] Jul X Aug X Sep [ X Oct X Nov X Dec Heating [X� Jan [Xi Feb [X� Mar l X ) Apr l� Ma y [X) Jun [Xi Jul t X� Aug l X� Se l x Oct �X Nov X� Dec Venting (X Jan [X]] Feb [[X Mar X Apr [X May [[X] Jun [X] Jul X Aug [X Sep [X Oct X Nov 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 Building Input Summary Report APPLIANCES & LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans (Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value' 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 % Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 % Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 145 kWh/Yr Peak Value: 44 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 % Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 1429 kWh/Yr Peak Value: 467 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 1252 kWh/Yr Peak Value: 230 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 % Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 4 of 4 PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 2.5 Lot # 'L Owner: Habitat For Humanity,Jackson Conditioned Area. 1242 SubDivision: -/�"/ t�s &* r r # of Units: 1 Total Stories: 2 PlatBook: 1 A Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: c,L j,` �++t -' a . ` 3 11 4. Q� Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: 1/71-6,/,.;r) c_.); ..,,t. Family Type: Multi- family Whole House Fan: 4L , 3 1.2_3 New /Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE 2 32 93 75 70 1281 49 Medium 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 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 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft' Y N CEILING # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS # Ornt Adjacent To Wall Type Cavity Sheathing Framing Solar R -Value Area R Value Fraction Absor. 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 n DOORS V # Ornt Door Type Storms U -Value Area 1 N Wood None 0.39 20.25 ft' 2 ' S Wood None 0.39 20.1 ft' WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. / Overhang V # Ornt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N Vinyl Low -E Double Yes 0.47 0.41 N 9 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 2 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 3 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 4 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 2 ft 0 in 1 ft 0 in HERS 2006 None 5 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 6 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 7 W Vinyl Low -E Double Yes 0.47 0.41 N 6 ft 1.5 ft 0 in 1 ft 0 in HERS 2006 None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None INFILTRATION 8 VENTING / - - -- Forced Ventilation - - -- Run Time Fan V Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 1173 7.08 64.4 121.1 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft' 361 ft' 64 ft 8 ft (invalid) COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit 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 Conservation 1 Electric 0.92 40 gal 60 gal 120 deg None FORM 1100A -08 Code Compliance Cheklist Residential Whole Build Performance Method A - Deta ADDRESS; . 4 A 1/4.•t- to ... M5 la-- PERMIT #: f 1T 1✓ 'i i c.- ? ..s4 eiJ- , FL, 3 Z Z .3 J INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors ; N1106.AB_1 Maximum: _3 cfm /sg 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 the perimeter, 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 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. Multi -story Houses N1106.AB.1.2.5 Air barrier on perimeter 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 ! 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. SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ftz DUCTS / - -- Supply -- Return - - -- Air Percent �/ # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage ON RLF 1 Attic 6 243.4 ft Interior 60.85 ft Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cing X Jan [ Fb X M [XA X Ma X 1.;< ul X Ag X Sp Oct N X D Heat t X� Jan X EXe � Feb l X � Mar ar E X Apr r t X� May l X� Jun Jun ul f X� A f X� Se f X � Oc X t �X� Nov ov X� Dec Venting X Jan X Feb X Mar X� Apr 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 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. A 'rL/r 7'. , FL, F - Z-2-.3 i 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' b. N/A R= ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4 Number of Bedrooms 3 d. N/A R= ft 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= ft' 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 ft' 13. Heating systems SHGC: a. Electric Heat Pump Cap: 24.0 kBtu /hr e. U- Factor: N/A ft' HSPF: 8 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft' EF: 0.92 b. Floor over Garage R =19.0 20.00 ft' b. Conservation features c. N/A R= ft2 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) ,r' - • . . .... :, in this home before final inspection. Otherwise, a new EPL Display Card will be completed .. - :�., 1-'.,.z. ,� based on installed Code compliant features. "� ,, .,, ;. : ;,e ,, gy p _.lsrx . p Builder Signature: te. .....v_ Date: 45 I )/ . v ' _t_., a • n Address of New Home: .5/2,4 Ret City /FL Zip: 4 �-.r}d r c 4-- = * 1.t,'0f` tY ' v " - '''''.%:,:)0D C4 F1- 3 2zj *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 Habitat For Humanity, Beaches 1242 Sf HVAC Load Calculations for Habitat For Humanity,Jacksonville Beach 1671 Frances Ave Atlantic Beach, FI. 32233 Elite o twa re RESIDENTIAL AND LIGHT . • L COMMERCIAL HVAC LOADS • Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI. 32218 904 757-3569 Wednesday, November 04, 2009 Home Energy Serv s Light Commercial HVAC Loads Elite Humanity, ty Bea 1242 Sf Jacksonville FL 32218 Page 2 Project 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 Company Fax: 904 757 -7104 Company E -Mail Address: jimwilliams @homebuildingstore.com Company Website: homebuildingstore.com Company Comment: Design Data - - -- - -- -- -..___ - - -- -__ _ - -- - - -- - - -- - -- - -- _ - - - -- _— I I , - -- — — — Reference City: Jacksonville, Florida Building Orientation: Front door faces South Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 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 Buildin 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. FRhvac - R en esidtial & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf I Jacksonville, FL 32218 Page 3 - IVliscellaneous Report Input Data Dry Bulb Wet Bulb - Rei Hum Rel.Hum Dry Bulb Difference , I : System 1 Whole House Outdoor Outdoor Outdoor Indoor Indoor Grains ' 'I- P Winter: 32 29.92 80% n/a 72 n/a Summer. 94 77 47% 50% 75 48.06 _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 Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside A ir 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) i Winter Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown Summer Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown j Duct Load Factor Scenarios for System 1 No. Type Description Location C ing Leak _ Insulation Su Area MDD 1 Supply Main Attic 16B 0.09 6 329 No 1 Return Main Cond. Space - 0.15 6 61 No Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. j ' Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville FL 32218 Page 4 Load Preview Report Has Net ft.' Sen Lat Net Sen Sys Sys Sys Duct Scope AED Ton /Ton Area Gain Gain Gain Loss Htg Clg Act Size 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- Ktchen 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 5220 1,025 6245 5,128 104 237 237 2-6 5-Br 2 130 1,805 332 2,137 2,129 43 82 82 1 -5 6-Br 3 143 1,220 133 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. _ -__-_ 1'1 R - Residential& Light Commercial HVAC Loads Elite Software Development, Inc. ' I Home Energy Services 16 Habitat For Humanity, Beaches 1242 Sf ! Jacksonville, FL 32218 Page 5 ' _ _ _ _ , Total Building Summary Loads i Component Area Sen Lat Sen Total , , 1 Description Quan Loss Gain Gain Gain 4A-3v-o: Glazing-Double pane low-e (e = 0.20 or less), 113.8 2,138 0 3,117 3,117 operable window, e=0.10 on surface 2, vinyl frame, 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 1 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 -- - : 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 °A) ' 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. , , , , , Rhvac - Residential Home Energy gy Service Light Commercial HVAC Loads Habitat For Humanity, Beaches 1242 Si Jacksonville, FL 32218 -- - - - - -- — --- - -_ - -- __ __ - _ - -- - __ __ - - - - - -- - -- - -- -_ - -_ _ _ -- - Page 6 ;Building Pie Chart Infiltration 15% Floor 21% Building Roof 5% Loss `__ ___ __ __ Ductwork 22% 17,431 Btuh 0 t , L Wall 22 / °� ' f Door 4% Glass 12% Floor 0% Roof 6 % QED Excursion 4% I Wall 14 % Infiltration 16% / . Building I Gain 19,736 Glass 16% Btuh Ductwork 18% Door 2% People 9% Equipment 15% Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 __ _____ __ -__ Page 7 System 1 Room Load Summary j Htg Min Run Run Cig Clg Min Act Room Area Sens Htg Duct Duct Sens Lat CIg 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 Br 2 130 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 I , Cooling System Summary i :1 Cooling Sensible /Latent Sensible Latent Total _ 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 Equi pme nt Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: GSH130241B* GSH130241B* 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 Rhvac - Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 —g Pa e81, 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 0 45 90° 135 180° 225° 270 315° High 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 68 78 1 -6 3 Powder *11 11 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 Br 3 55 69 *78 69 53 69 77 67 1 -5 7 Laundry *15 15 14 14 14 14 14 15 1-4 8 Bath *41 38 30 36 39 33 29 34 1-4 9 Master Bedroom *24 24 23 23 23 23 23 23 1-4 WIC 10 Master Bedroom 68 91 *99 81 65 81 98 89 1 -6 11 Stairway *9 9 9 9 9 9 9 9 - * Indicates highest CFM of all rotations. LW hole Building -- _ — — Rotation Front door Supply Sensible Latent Net Recommended ! Degrees Faces - _ CFM Gain Gain Tons _ Tons I 0 South 753 16,544 3,192 1.64 1.89 45° Southwest *795 *17,479 3,191 *1.72 *2.00 90° West 775 17,035 3,191 1.69 1.94 135° Northwest 759 16,672 3,190 1.66 1.90 180° North 716 15,745 3,192 1.58 1.80 '; 225° Northeast 758 16,670 3,190 1.66 1.90 270° East 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. 1 rinvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services 16) Habitat For Humanity, Beaches 1242 Si Jacksonville, FL 32218 Pate 9 - - - _ . . Building Rotation Report (cont'd) Building Rotation Tonnage 1 9 - 1 8 u) c o I l- a) c 1- 6 o U 1 7 - ,/ / --,. --.., -- , -. / ( / / \ , \ ,/ 1.6 -\ 1 5 1 - , South Southwest West Northwest North Northeast East Southeast Direction Front door Faces —IP Building Recommended Tonnage Building Net Tonnage r Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Horne Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Page 10 Build Rotat Report (cont'd) Building Rotation Hourly Net Gain 23,000 22,000 C 21,000 / '/ , 11 1.\ L- t ffi r 3 20,0001 / �° A ,, c -, f t s � + ; . 19,000 �! ..• I .f 18,000 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 Front door faces Southw est • .it• Front door faces West < Front door faces Northwest Front door faces North -►• Front door faces Northeast Front door faces East — — Front door faces Southeast A , Julius Lee RE: 370072 - 1109 Coastal Bay Blvd. Boynton Beach, Fl 4435 Site Information: r <-, v ua Project Customer: Beaches Habitat Project Name: 370072 Model: 1242 1/2 cant -hip c' =' LotlBlock: - `� Subdivision: d Q Y r T p c� Address: rii ✓utton Island Rd a 4, C a r C Duval State: Florida r at 4, cC r < t R ., c H Name Address and License # of Structural Engineer of Record, If there is one, for thQ lluilt ; E Name: Paine, Lawrence A., PE License #: 21475 - a° e Address: 319 Oglethorpe Blvd. " ; ` City: St. Augustine State: Florida u ; s ^ � .: Q) 0 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawir s Si qy ' ;0` h in Loading Conditions): ki _ a, 2 a, 0 v Design Code: FBC2007 /TPI2002 Design Program: MiTek 20/20 7.3 ` -- m ` � Ri Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf w: =z " r ` (, E < ci Roof Load: 32.0 psf �; °J p ' c a; v, W v '' This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawlei'gs. £ 0 > i With my seal affixed to this sheet, I hereby certify Design 9 certi that I am the Truss Desi n En ineer an4=this-inElex I'teet C � a u. Wi conforms to 61G15- 31.003, secti 5 of the Florida Board of Professional Engineers Rule This document processed per section 16G15- 23.003 of the Florida Board of Professional ` m c Q a; In the event of changes from Builder or E.O.R. additional coversheets and drawirtgo) max achnipariii this coversheet. The latest approval dates supersede and replace the previous di ft*inl v No Seal# Truss Name Date : u Q _ ., c LLa 1 14707625 CJO1 4/21/011 ! a, a- _ 0 c 2 114707626 I CJ03 4/21/011 ` ° 7 13 14707627 EJ02 4/21/011 b 3 E ti o... ro 14 114707628 ) EJ04 _ 14/21/011 1 " E 0 E `'� J 14 "' r a I5 ......... 1 7 07629 )HJ02 . - -- l 4/21 /01 ; IF Er 16 . ............._.. jHJ04 ..... 1 4/21 /01 -1 17 1 14707631 T03 14/21/011 18 14707632 T04 14/21/011 19 114707633 T05 14/21/011 110 114707634 T06 14/21/011 111 1 14707635 T07 14/21/011 112 _ 114707636 T08 4/21/011 113 114707637 1 T09 14/21/011 1 _ L14 1 14707638 1T10 4/21/011 _ [15 f 14707639 ...... T11 _._._ -- � . 4/21/011 The truss drawing(s) referenced above have been prepared by MiTek �\�\\ I S K / � t, � i , Industries, Inc. under my direct supervision based on the parameters ,.� � • .. • • .. • provided by Builders FirstSource (Jax). .s../... ��C - F� * * Truss Design Engineer's Name: Julius Lee ' No 3486 _ My license renewal date for the state of Florida is February 28, 2013. I: * — _ .73 w — NOTE: The seal on these drawings indicate acceptance of 7 :, - . 0 '•• Ct ✓; professional engineering responsibility solely for the truss '� T S.TTTE. OF . ',. Cs Pl.OR►DP.•' Cy , components shown. The suitability and use of this component for any des buildin 9 Chapter 2 responsibility of the building � "4 � 2l 2011 9 P ANS 1 of 1 Julius Lee Job Truss Truss Type Qt Pl 147076225 370072 C101 JACK 12 1 289985001 + Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. 5Med Apr 20 10:33:32 2011 Page 1 ID: DH6TiyT5090WCQZ7NkhTODzOmug- EnnRda WespISnjOw1 RL4fwXhLWA7EfNNx3ZOuzOron '9'0'0 I 1 -0-0 2 -0-0 1 -0-0 Scale = 1:6.9 3 i 4.00 12 2 /II illig 02 4 1 2x4 = ■A 1 1 1 b . i 0 - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 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) Wind(LL) 0.00 2 • ""' 240 Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc puffins. 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 guide. REACTIONS (lb /size) 2= 264/0 -3-8, 4 =5 /Mechanical, 3 = -95 /Mechanical Max Uplift 2=- 450(LC 3= -95(LC 1) \\\ \\``\ `` S ( I S` ) f ( { / / / / Max Grav 2= 264(LC 1), 4 =14(LC 2), 3= 197(LC 5) \ \\ \ NV .... ' `- / /j J • J. �10ENSF'•.S, fit CES' - 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 =23ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable en21 - 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 • • LL _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - : W 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 O : IQ — fit between the bottom chord and any other members. T STATE OF 4) All bearings are assumed to be SYP No.2 . i • ' s. • 5) Refer to girder(s) for truss to truss connections. i �. n • . F C OR P • • • V V � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 Ib uplift at joint 2 and 95 Ib uplift at joint // 6 � \\ • 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ////11 111 \ \� 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 April 21,2011 t B A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 74T3 BEFORE USE Design valid for use only with Mfrek connectors. This design is based only upon parameters shown. and 5 for an individual building component. Julius Lee Applicability of design poramenters 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 5 the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure a 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, 008.89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply . 14707826 370072 CJO3 JACK 8 1 289985002 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:32 2011 Page 1 ID: hTfrwHUj9TWNpY7JwSCixQzOmuf- EnriRdaWesplSnjOwt RL4fwX8LWP7EfNNx3ZQuzOron I -2-0-0 1 3 I 2 -0-0 3-0-0 Scale = 1:10.3 3 r 4.00 12 2 T1 B1 "2x4 = 4 1 ■ LOADING (psf) SPACING 2-0 -0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2-4 >999 240 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) Wind(LL) 0.00 2 ' "" 240 Weight: 12 Ib FT = 20% 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 guide. REACTIONS (lb /size) 3 =29 /Mechanical, 2= 254/0 -3-8, 4= 14/Mechanical Max Horz 2= 140(LC 5) 0 0%\11 11 1/// S' /// Max Uplift3= -38(LC 8), 2=- 361(LC 5) �\\ OS /C / /, Max Grav 3 =29(LC 1), 2= 254(LC 1), 4 =42(LC 2) .� .:......• ' L \CENS� . c '• \� i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) * ' No r9 9 * — 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable erg!: — 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 • = 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — : LLJ 3) ' This truss has been designed for a live Toad of 20.0psf 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. •(\ STATE OF 4) bearings ' All bearin s are assumed to be SYP No.2 . ' � \ • • �C ORIO r -"• 5) Refer to girder(s) for truss to truss connections. ./.„ S , ` 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 3 and 361 Ib uplift at joint f „, S/ \-\ 0 2. / /, / O 'Y1 - .. \ \\ 7) "Semi -rigid pitchbreaks including heels” Member end fixity model was used in the analysis and design of this truss. 1 11 i j l l 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 less than 300 Ibs. 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 April 21,2011 I i ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCZQDED MITER REFERENCE PAGE MII BEFORE USE. Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown, and B 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 1 Blvd. 1 109 109 Coastal st al l Bay Bay erector. Adc8tionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Qua1By Criteria, 059 -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 14707827 370072 EJ02 JACK 2 1 289985003 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:32 2011 Page 1 I D: hTfrwHUj9TWNpY7JwSCixOzOmuf- EnriRdaWespISnjOwl RL4fwdBLWw7EfNNx3ZQuzOron I 1 -9-17 I 1 -9-12 Scale = 1:7.5 4.001-1Y 2 0 1 l HHHH I 0 I I I III p 2 3 2x4 = ■A,'I LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 • Rep Stress Inc: YES WO 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Wind(LL) 0.00 1 •••• 240 Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -9-12 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 guide. REACTIONS (Ib /size) 1= 57/0 -3 -8, 3 =9 /Mechanical, 2 =48 /Mechanical i l ,11 III I / Max Horz 1 =46(LC 5) 11 / Max Uplift l= -44(LC 5), 2= -65(LC 5) \ \ \� ` `S S /( / // Max Gray 1 =57(LC 1), 3 =27(LC 2), 2 =48(LC 1) \\ \ )V • • • • • • � \ • Z / • ' • J • 0CENS . i FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ` ■ * • N o 3 NOTES (8 -11) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable ere! - 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 — 1) • • Ct _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 73 ; W 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 .• Z 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. i ��1 S F� OR( P ' s. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint 1 and 65 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. / / / / "O N A l 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 Tess than 300 Ibs. 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 April 21,2011 • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11711 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design 5 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 responsibility 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 /TP11 Quality Cdleda, DSB -89 and 8CSI1 Building Component Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 14707628 370072 EJ04 JACK 26 1 289985004 Job Reference (optional) Builders FirstSource, Jacksonville, Ft 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:33 2011 Page 1 I D: hTfrwHUj9T W NpY7JwSC ixQz0m of- izP4ezbBPAx94xl aTkyacsTiwl ryshv Wcbp6y KzOrorr I -2 -0-0 3 - 11 - 4 2 -0-0 3 -11-4 Scale =1:11.9 3 4.00 12 2 T1 81 1 1111111 2x4 = 4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 • Rep Stress Incr YES VVB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/rP12002 (Matrix) Wind(LL) 0.00 2 •••" 240 Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -11-4 oc puffins. 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 guide, REACTIONS (Ib /size) 3 =66 /Mechanical, 2= 272/0 -3 -8, 4= 19/Mechanical / / / Max Horz 2= 163(LC 5) \ 1 �) (I / Max Uplift3= -71(LC 5), 2=- 363(LC 5) \ \ \ \\ )S S. /t / /�„ Max Gray 3 =66(LC 1), 2= 272(LC 1), 4 =56(LC 2) `�� • .. • • ..... ,r _• 10EN$ \ \\ S FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) - * • No 3/ 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable era 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. — • LIB 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 O '. ( ` fit between the bottom chord and any other members. - . \ STATE OF •• .> 4) All bearings are assumed to be SYP No.2 . i 5) Refer to girder(s) for truss to truss connections, i /. \/, • . • OR(O • ` • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 3 and 363 Ib uplift at joint �" S� " " \ \ \ \\ 2. 4 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. // / / / 111 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 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 April 21,2011 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Lee rp is for lateral support of individual web members onty. 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 CrIteda, 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 14707629 . 370072 HJO2 JACK 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:33 2011 Page 1 I D:hTfrwHUj9T WNpY7JwSCixQzOmuf- izP4ezb8PAx94xlaTkyacsTcrlslshvWcbp6yKzOrorr I -2 -9-15 1 2 - 6 - 12 1 2 -9 -15 2 -6-12 Scale = 1:10.7 5 1, 3 2.83 12 2 B1 li x8_ 6 4 1 LOADING (ps() SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wtnd(LL) 0.00 2 ••" 240 Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -6-12 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 guide. REACTIONS (Ib /size) 3 = -96 /Mechanical, 2= 315/0 -5 -11, 4 =6 /Mechanical Max Horz 2 =111(LC 3) \` 1 `` \II I 1 1 1 / // Max Grav3 =103(0 3), 2=315(LC 1), 4 =17(LC 2) �\ "\\ ,\, `` . S•% 4 ts, , � J • .• � i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. i NOTES (10-13) ` * NO 3 9 • 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable erg zone; Lumber DOL =1.60 plate grip DOL =1.60 — - 0 • : M. _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — : L(J 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. - T STATE OF 4) All bearings are assumed to be SYP No.2 . i j •• . • • • � 5) Refer to girder(s) for truss to truss connections. , S . . \mil 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 3 and 581 Ib uplift at joint /j S , ,C.‘'4' \ \ 2. //,, „ 7) "Semi-rigid pitchbreaks including heels” Member end fixity model was used in the analysis and design of this truss. " 1 I I I 1 ` 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib up at 1 -5-12, and 39 Ib up at 1 -5 -12 on top chord, and 16 Ib up at 1 -5 -12, and 16 Ib up at 1 -5 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 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 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 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -54, 2 -4 = -10 Concentrated Loads (Ib) Vert: 5=78(F=39, B=39) 6=10(F=5, B=5) April 21,2011 • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 -7473 BEFORE USE. Design valid for use only with MTek 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 Blvd. 1 109 109 Coastal FL ial l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPII Qualify Crtieda, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Ddve. Madison. WI 53719. • Job Truss Truss Type Qty Ply 14707630 370072 HJO4 JACK 4 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:34 2011 Page 1 ID: hTfrwHUj9TWNpY7JwSCixQzOmuf- AAySsJbmAT30h4tm 1 STp94 ?og99Wb8UgrFYgUnzOrol I -2 -9-15 I 3 -0-0 1 5 - 13 I 2 -9-15 3-0-0 2-6-13 Scale = 1:16.3 4 P '' B 2.83 FIT 2x4 = 3 7. 7 2 11 1 MI 9 10 6 5 3x4 = 2x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.04 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 2 -6 >988 240 BCLL 0.0 * Rep Stress Ina NO WB 0.04 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) -0.00 2 -6 >999 240 Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -6-13 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 (lb /size) 4 =61 /Mechanical, 2= 308/0 -5-11, 5= 5/Mechanical 1 t II II f /// Max Horz 2= 162(LC 3) \ \\ 1 / Max Uplift4=-82(LC 3), 2=- 547(LC 3), 5= -22(LC 8) ��\ uS Sic / Max Gray 4 =61(LC 1), 2= 308(LC 1), 5 =65(LC 2) \ \ ` i ��CENS '•�� i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. .. i * NOTES (10 -13) NO''9 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =23ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable eri. -- zone; Lumber DOL =1.60 plate grip DOL =1.60 — - 0 .7 2) • rt 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7- N • • LL/ 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 . 0 ... : zu- fit between the bottom chord and any other members. •A1 •• STATE OF 4) All bearings are assumed to be SYP No.2 . • • '\ ■ 5) Refer to girder(s) for truss to truss connections. ��, ' •FL OR' • • ` O \ • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 4, 547 Ib uplift at joint 2 /j / / S1 O A , �� �\ \\ and 22 Ib uplift atjoint 5. ' V 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / 1 1 f I (i 1 1 \ \ \ 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 1 -5 -12, and 27 Ib down and 25 Ib up at 4 -3 -11, and 27 Ib down and 25 Ib up at 4 -3-11 on top chord, and 16 Ib up at 1 -5 -12, 16 Ib up at 1 -5 -12, and 12 Ib down at 4 -3-11, and 12 Ib down at 4 -3 -11 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 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 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 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 = -54, 2 -5 = -10 Concentrated Loads (lb) Vert: 7= 78(F =39, B =39) 8= 50(F =25, B =25) 9= 10(F =5, B =5) 10=- 8(F = -4, B = -4) April 21,2011 ■ B ilk WARNING - L arify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hIII- 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 5 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 n for lateral support of individual web members only 1 109 Coastal Bay Blvd. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, Coastal l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DS11-89 and BCSI1 Building Component Safety Information available from Truss Flate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 370072 103 HIP 2 14707831 2 Job Reference (optional) Builders FirstSource, Jacksonville, F132244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:35 2011 Page 1 ID: 9 gDD 7 dVLwneERiiVU9jxUezOmue- eMWr3fcOxnBtJESzb9 _2iFIY2RYQIKTfp4vID1 DzOrok 1 -2 -0-0 1 3 -11-4 1 9-3-0 I 14 -5-0 I 19 -7 -0 I 24 -9-0 I 30 -0-12 1 34 -0-0 i 36 -0-0 1 2 -0 -0 3-11-4 5-3-12 5-2 -0 5-2 -0 5-2 -0 5-3-12 3 -11-4 2 -0 -0 Scale: 3/16 " =1' 4.00 12 5x7 = 4x5 = 4x5 = 3x4 = 2x4 H 4x5 = 5x7 = 3 20 21 4 4 23 5 24 25 6 26 7 27 28 Tz 8 29 30 9 n' 2 /,irsr1: /�f�'�i 8� t0 k 11 q 3x5 = 19 31 32 18 33 17 34 16 35 36 37 15 38 14 39 13 40 41 12 3x6 = 2x4 11 4x5 = 4x6 = 4x5 = 5x8 = 4x6 = 4x5 = 2x4 11 1 3 -11-4 1 9-3-0 I 14 -5 -0 I 19 -7-0 I 24 -9-0 I 30 -0 -12 I 34 -0-0 3-11 -4 5-3-12 5-2 -0 5-2 -0 5-2 -0 5 -3-12 3 -11-4 Plate Offsets (X,Y): [2:0- 3- 6,0-0- 61,[3:0- 5- 4,0 -2- 81,[9:0 - 5.4,0 -2- 81,[10:0- 3- 6,0 -0 -61 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.45 Vert(LL) -0.61 15-16 >662 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) - 1.23 15-16 >329 240 BCLL 0.0 • Rep Stress Incl NO WB 0.50 Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Wind(LL) 0.93 15-16 >436 240 Weight: 364 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -6-11 oc puriins. BOT CHORD 2 X 6 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 7 -11 -9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1333/0 -3-8, 10= 1333/0 -3-8 Max Horz 2 =66(LC 5) \ 1 111 1 1 1 1 / / / // Max Uplift2=- 991(LC 3), 10=- 990(LC 4) \\\\\ x ` S S./ / / / /// • FOR (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. �■ J \ • • • • • • • TOP CHORD 2 -3 =- 3452/2328, 3-20 =- 6233/4173, 20 -21 =- 6233/4173, 4 -21 =- 6233/4173, ICENSF •• S. 4- 22=- 7805/5196, 22 -23 =- 7805/5196, 5- 23=- 7805/5196, 5-24 =- 7671/5114, i 24 -25 =- 7671/5114, 6-25 =- 7671/5114, 6 -26 =- 7671/5114, 7 -26 =- 7671/5114, * • N • * 7 -27 =- 7671/5114, 27 -28 =- 7671/5114, 8 -28 =- 7671/5114, 8-29=-6257/4216, _ J � _ 29- 30=- 6257/4216, 9- 30=- 6257/4216, 9- 10=- 3447/2357 n Ce BOT CHORD 2-19=-2131/3242, 19-31=-2132/3255, 31-32=-2132/3255, 18-32=-2132/3255, w = 18 -33 =- 4104/6233,17 -33 =- 4104/6233,17 -34 =- 4104/6233,16 -34 =- 4104/6233, 16 -35 =- 5128/7805, 35 -36 =- 5128/7805, 36- 37=- 5128/7805, 15 -37 =- 5128/7805, �� • STATE OF �` 15-38=-4148/6257, 14-38=-4148/6257, 14-39=-4148/6257, 13-39=-4148/6257, 13- 40=- 2191/3249, 40 -41 =- 2191/3249, 12 -41 =- 2191/3249, 10 -12 =- 2188/3237 i � ' • .F�ORIDP • . <•' �\ WEBS 7 -15= 292/280,8 -15 — 937461,8 -13 =- 682/539,9-13=-2040/3098, 9 -12 =- 29/2634 ,516-1/ s� •'.•••• ‘i� \\\ ■ NOTES (12 -15) 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 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-4 -0 oc, Except member 18 -3 2 X 4 - 1 row at 0 -9-0 oc, member 16-4 2 X 4 - 1 row at 0 -9 -0 oc, member 5-16 2 X 4 - 1 row at 0 -9 -0 oc, member 15 -5 2 X 4 - 1 row at 0 -9 -0 oc, member 7 -15 2 X 4 - 1 row at 0-9-0 oc, member 15 -8 2 X 4 - 1 row at 0 -9-0 oc, member 13 -9 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 (B), 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 =23ft; 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 capable of withstanding 991 lb uplift at joint 2 and 990 Ib uplift at Continued on page 2 April 21,2011 6 6 A WARNING - Verify design paramet rs and READ NOTE& ON THIS AND INCLUDED MITER REFERENCE PAGE SfII- 7473 BEFORE USE. Design void for use only with MiTek connectors. This design 8 based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component 8 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 resporsibillity 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/7P11 QualIy Criteria, DSB -89 and BCS11 Building Component Salety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 370072 T03 HIP 2 14707831 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:35 2011 Page 2 ID: 9 gDD 7 dVLwneERiiVU9jxUezOmue- eMWr3fcOxnBtJESzb9 _2iHY2RYQIKTfp4v1D1 DzOrok NOTES (12 -15) 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 Ib down and 59 Ib up at 3 -11 -4, 12 Ib down and 47 Ib up at 5-1 -1, 12 Ib down and 47 Ib up at 7 -1 -1, 12 Ib down and 47 Ib up at 9 -1 -1, 12 Ib down and 47 Ib up at 11 -1 -1, 12 Ib down and 47 Ib up at 13 -1 -1, 12 Ib down and 47 lb up at 15 -1 -1, 12 Ib down and 47 Ib up at 16- 10 -15, 12 Ib down and 47 Ib up at 18-10-15, 12 Ib down and 47 Ib up at 20- 10 -15, 12 Ib down and 47 Ib up at 22- 10 -15, 12 Ib down and 47 Ib up at 24- 10-15, 12 Ib down and 47 Ib up at 26- 10 -15, and 12 Ib down and 47 Ib up at 28- 10 -15, and 47 Ib down and 59 Ib up at 30 -0-12 on top chord, and 35 Ib down and 28 Ib up at 3 -11-4, 26 Ib down at 5-1 -1, 26 Ib down at 7 -1 -1, 26 Ib down at 9 -1 -1, 26 Ib down at 11 -1 -1, 26 Ib down at 13 -1 -1, 26 Ib down at 15 -1 -1, 26 Ib down at 16- 10-15, 26 Ib down at 18- 10-15, 26 Ib down at 20- 10-15, 26 Ib down at 22- 10-15, 26 Ib down at 24- 10 -15, 26 Ib down at 26- 10 -15, and 26 Ib down at 28- 10 -15, and 35 Ib down and 28 Ib up at 30 -0 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 12) 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. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 14) 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- 9 = -54, 9- 11 = -54, 2- 10 = -10 Concentrated Loads (Ib) Vert: 3 = -7(F) 9 = -7(F) 19 =5(F) 18=-9(F) 4= -12(F) 8= -12(F) 13 = -9(F) 12 =5(F) 20= -12(F) 21= -12(F) 22= -12(F) 23= -12(F) 24= -12(F) 25= -12(F) 26= -12(F) 27= -12(F) 28=- 12(F)29= -12(F) 30= -12(F) 31 = -9(F) 32 = -9(F) 33 = -9(F) 34 = -9(F) 35 = -9(F) 36 = -9(F) 37 = -9(F) 38 = -9(F) 39 = -9(F) 40 = -9(F) 41 = -9(F) \\ 1/7 77 v w s ' S l /,,, o cEN4. * Nor 9 •* • STATE OF � �� �C AN, s1 '• LO RIO P ••• '4° N(AV- �`. April 21,2011 1 t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII - 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individuol building component. Applicability of design poromenters 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 Qualify Criteria, 0SB -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 14707632 370072 T04 SPECIAL 2 1 289985008 Job Reference (optional) Builders FirstSource, Jacksonville. Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:38 2011 Page 1 I D: 9gDD7dVLwneERiiVU9jxUezOmue- 6Y4DH ?d0i5Jkx0199tVHEV56xykL3VJzIZ1 nZfzOroj - 5 - 12 -7 -12 19 - 26 -0-12 198-0-19 30 -0-12 34-11-0 36 - 1 2 - 0 - 0 I 1 5 - 11 - 4 6 - 8 I 6 6 1 2 - 0 - 0 I 2 3 - 11 - 4 1 2 - 0 - 0 Scale = 1:64.9 4.00 12 5x6 = = 5x6 = 3x5 5x6 3x4 = 3 7 5x14 - 4, = T 4 5 6 3 - 1WII r _ ■ .7 � 1 �� N "T m 2 1 _ 10 N H - 1 - - ea an — — - - 11 3x8 = 18 17 16 15 14 13 12 3x8 = 3x5 = 5x7 WB = 3x4 = 3x10 MT2OH = 3x8 = 2x4 3x5 = 1 5 -11-4 I 16 -0-0 I 26 -0-12 1 28 -0 -12 1 30 -0-12 I 34 - 5-11 -4 10 -0-12 10 -0-12 2 -0-0 2 -0 -0 3 -11-4 Plate Offsets (X,Y): 15:0-3-0,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.55 14 -16 >742 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -1.07 14 -16 >379 240 MT2OH 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.53 Horz(TL) 0.19 10 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Wind(LL) 1.01 14-16 >400 240 Weight: 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -8 -3 oc purlins. BOT CHORD 2 X 4 SYP No.1D BOT CHORD Rigid ceiling directly applied or 3 -1-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS T -Brace: 2 X 4 SYP No.3 - 4-18, 6 -14 OTHERS 2 X 4 SYP No.3 Fasten (2X) T and 1 braces to narrow edge of web with 10d (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1197/0 -3-8, 10= 1197/0 -3-8 Max Horz 2= -75(LC 8) Max Uplift2=- 757(LC 5), 10=- 764(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2776/2565, 3-4 =- 2613/2524, 4 -5 =- 4390/4120, 5-6 =- 4390/4120, 6-7 =- 3251/3113, 7- 8=- 3363/3181, 8- 9=- 2647/2551, 9 -10 =- 2765/2589 BOT CHORD 2- 18=- 2247/2571, 17 -18 =- 3857/4201, 16- 17=- 3857/4201, 15- 16=- 4078/4417, 14 -15 =- 4078/4417, 13 -14 =- 3378/3658, 12 -13 =- 3377/3651, 10 -12 =- 2325/2565 WEBS 3-18=-437/597, 4-18=-1739/1675, 4-16=-62/386, 6-14=-1335/1257, 7-14=-661/776, 8 -14 =- 546/614, 8 -12 =- 1240/1263, 9 -12 =- 670/763 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. \) I I I i f / / 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =23ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C \\ 1 Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 \ \ \\ \ v5 `�• �� // 3) Provide adequate drainage to prevent water ponding. : ' OGEN$ - 4) All plates are MT20 plates unless otherwise indicated. .,• 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 wilt * • No 34 %= • * = fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757 Ib uplift at joint 2 and 764 Ib uplift at= • / joint 10. • W 9) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — 0 STAT OF • 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - T .. • 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any • • , F�ORipP V � particular building is the responsibility of the building designer per ANSI TPl i as referenced by the building code. // 0 \ 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) /// /Q A' A \ \ \\ 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 1 f / / 1/11111\%\\ ' LOADCASE(S) Standard April X1,2011 4 t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FADE 1111.7473 BEFORE USE Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and a for an individual building component. Julius Lee Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Qually Criteria, 008 -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 . 14707833 370072 TOS SPECIAL 2 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:37 2011 Page 1 ID: 9gDD7dVLwneERiiVU9jxUezOmue- blebULeeTORbYYcLia1 WnidOvM3goPx6XDnK56zOroi -2-0-0 4 - - 7 -11-4 13 - - 12 18-8-4 24 -0 -12 30 -2-4 32 -2-4 34 -0-0 36-0 -0 1 2 -0-0 I 4 -4-8 I 3 -6-12 I 5-4 -8 5-4 -8 I 5-4 -8 I 6-1 -8 2 -0-0 1 -9 -12 2 -0-0 Scale = 1:64.9 4x5 = 3x4 = 4x5 = 4.00 12 3x4 = 3x4 = 4 5 6 7 8 2x4 r; T 9` +\ Wirl' n _ T3 111-119 3 ! I �,• 4x5 = 7x10 10 7 w 2 f �1 I rk, ..11 H 12 _� - ra n 3x4 = 19 18 17 16 15 14 13 3x4 = 3x8 = 5x8 = 4x5 = 3x4 = 3x4 = 3x4 = 7 -11 -4 I 16 -0-0 I 24 -0 -12 30 -2-4 32 -2-4 34-0-0 I 7 -11-4 8 -0 -12 8 -0-12 6 -1 -8 2 -0-0 1 -9-12 Plate Offsets (X,Y): 110:0- 5- 0,0 -2 -01 LOADING (p80 SPACING 2 -0 -0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.23 14 -15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.43 14 -15 >933 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.27 14 -15 >999 240 Weight: 323 Ib FT = 20% 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, Except: WEBS 2 X 4 SYP No.3 8 -5 -11 oc bracing: 14 -15. REACTIONS (lb /size) 2= 1193/0 -3 -8, 11= 1119/0 -3-8 Max Horz 2 =88(LC 5) \� \ `� �) i I l i / / / �� Max Uplift2=- 753(LC 3), 11=- 767(LC 4) \ \\ \ S. fC //// -`�\ .••......•: Z,[, i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \� J `CENS TOP CHORD 2- 3=- 2755/1471, 3 -4 =- 2535/1359, 4 -5 =- 2415/1334, 5-6 =- 3279/1813, 6-7 =- 3279/1813, • \ ' \ � 7-8=-2810/1596, 8-9=-2962/1617, 9-10=-4497/2472, 10-11=-2413/1325 BOT CHORD 2 -19 =- 1349/2555, 18 -19 =- 1670/3187, 17 -18 =- 1670/3187, 16 -17 =- 1717/3307, * ' No r9 9 15- 16=- 1717/3307, 14 -15 =- 2520/4709, 13 -14 =- 1208/2241, 11 -13 =- 1193/2213 — "" WEBS 4 -19 =- 250/543, 5-19 =- 946/565, 7 -15 =- 709/389, 8 -15 =- 264/586, 9 -15 =- 1941/1131, 7- - 0 : CZ _ 9 -14 =- 949/590, 10 -14 =- 1342/2386 - • • W NOTES (13 -16) J STATE OF • IV • 1) Special connection required to distribute web loads equally between all plies. i \ �� 2) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: j � -c\ • • Et ORIO P ' 0 ,`� To chords connected as follows: 2 X 4 - 2 rows at 0 -2 -0 oc. / v ,..\ Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. / // // SI \-.\\\\\ Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, Except member 13 -10 2 X 4 - 2 rows at 0 -2 -0 oc. / / /j N I 1 0 \ � 3) 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 (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wtnd: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =23ft; Cat. II; Exp C; enclosed; MWFRS (low -rise); Lumber DOL =1.60 plate grip DOL =1.60 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 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 753 Ib uplift at joint 2 and 767 Ib uplift at joint 11. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ib up at 32 -2 -4 on top chord, and 17 Ib up at 32 -1 -8 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 any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14) For special connections with reactions or uplifts less than 300 lbs. 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 April 21,2011 Continued on pane 2 ■ ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED UDED MITER REFERENCE PAGE MIb7473 BEFORE USE. 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 paromenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown B 1 109 Coastal Bay Blvd. for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibility of the Boynton, st l Bay erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, 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 14707633 370072 T05 SPECIAL 2 2 Job Reference (optional) Bulklers FirstSource, Jacksonville, Fl 32244 7.250 s Nov 192010 MiTek Industries, Inc. NNed Apr 20 10:33:37 2011 Page 2 ID: 9gDD7dVLwneERiiVU9jxUezOmue- blebULeeTORbYYcLia1 Wnid0vM3goPx6XDnK56zOrtl LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 = -54, 4- 8 = -54, 8- 9 = -54, 9- 10 = -54, 10- 12 =54, 2- 11 = -10 Concentrated Loads (lb) Vert: 10= 77(B) 13 =6(B) \\ \ S S.k .J . \ , I CENs . A. ■ N0 34 •* STATE OF � Q Cs • FLORIOP • cj��: N . ..> 6 \\ April 21,2011 1 t A WARNING - Verify design paranwt rs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIJ.7 473 BEFORE USE. Design valid for use only with MTek 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 stabirity 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, DSI1-89 and ICSI1 building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 14707634 370072 T06 HIP 2 1 289985010 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:38 2011 Page 1 I D: 9 gDD 7 dVLwneERiiVU9jxUezOmue- 3xCzigeGEiZSAIBYGHYIJwAUAmphXsTGmtWtdYzOrot 1 -2 -0-0 1 5-4-8 I 9 -11-4 I 16 -0-0 1 22 -0.12 1 26 -7 -8 I 32 - I 2 -0-0 5-4 -8 4-6-12 6 -0-12 6 -0-12 4-6-12 5 -4 -8 Scale = 1:58.3 5x8 = 2x4 11 5x8 = 4.00 12 4 5 6 2x4 fa I � . 2x4 G , 7 : 1 1 1 3 h 7 <'!". 11 10 9 4x5 = 4x5 = 3x4 = 5x8 = 3x4 = 9 -11-4 I 16 -0 -0 22 -0 -12 32 -0-0 9-11 -4 6 -0 -12 6 -0 -12 9 -11-4 Plate Offsets (X,Y): 12:0- 3- 2,0 -0- 21,14:0- 5- 4,0 -2- 81,16:0- 5- 4,0 -2- 81,18:0- 3- 2,0 -0- 21,110:0 -4 -0,0 -3-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.29 8 -9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.57 8 -9 >662 240 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.45 10 >852 240 Weight: 148 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0-3 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) 8= 1011/0 -3-8, 2= 1137/0 -3 -8 Max Horz 2= 114(LC 7) Max Uplift8=- 551(LC 6), 2=- 715(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2572/2583, 3-4 =- 2213/2171, 4 -5 =- 2437/2514, 5 -6 =- 2437/2514, 6-7 =- 2231/2193, 7 -8 =- 2617/2655 BOT CHORD 2 -11 =- 2357/2384, 10 -11 =- 1853/2069, 9- 10=- 1872/2085, 8 -9 =- 2436/2444 WEBS 3 -11 =- 351 /541,4 -11= -122/ 324,4 -10 =- 461/ 546,5 -10 =- 370/443,6 -10 =- 426/535, 6-9=-147/330, 7-9=-397/605 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 =23ft; 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 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 fit between the bolt m hod and any amembe0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2-0-0 wide will \ \ \ \ \ \ 1 1 1 I I 1 / / yI // 6) All bearings are assumed to be SYP No.2 . \\ \ \V C J' S. K // 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 Ib uplift at joint 8 and 715 Ib uplift at \ ., \� . • " • • . Z� /, joint 2. \ • � V .' \C E NSF . o i 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 particuIr * ' NO 34. • * • 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) A I` 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / iY — • W — LOAD CASE(S) Standard �� STATE OF � � IFS, ' . ORI .,x,5'0 N - IA \�� \ April 21,2011 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-747.3 BEFORE USE. Design valid for use only with MiTek connectors. This design s based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design poramenters 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 stobility 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/7P11 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 Ply 14707835 370072 T07 HIP 2 1 289985011 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MITek Industries, Inc. Wed Apr 20 10:33:39 2011 Page 1 I D:9g DD7dV LwneE RiiVU9jxUezOm ue -X7m LvOfv? OhJosmkq ?3_s7jgeAnpGJpP_XGRA_zOros I -2 -0-0 1 6 - I 11 - 11 - 1 16 20 - - i 25 -7-R I 32 -0-0 134 -0-0 1 2 -0-0 6-4 -8 5-6-12 4-0-12 4-0-12 5-6-12 6-4-8 2 -0 -0 Scale = 1:60.4 4x6 = 4x6 = 3x4 = 4.00 4 T2 6 12 E7 n 1! 3x4 % 3x4 1 I 3 7 cis __ ..iiiiiiii 2 1 d 4x5 = 14 ,IF.... 13 12 11 10 4x5 c 2x4 11 3x8 = 3x5 - 3x8 = 2x4 11 1 6-4 -8 I 11 -11 -4 I 20 -0-12 I 25 -7 -8 I 32 -0 -0 I 6-4 -8 5-6-12 8-1 -8 5-6-12 6-4 -8 Plate Offsets (X,Y): 12:0- 3- 2,0 -0- 21,18:0- 3- 2,0 -0 -2) LOADING (psf) SPACING 2.0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.19 11 -13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.42 11 -13 >913 240 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.37 11 -13 >999 240 Weight: 153 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -8 -12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -2 -8 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= 1133/0 -3-8, 8= 1133/0 -3-8 Max Horz 2=- 113(LC 8) Max Uplift2=- 704(LC 5), 8=- 704(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2- 3=- 2558/2506, 3-4 =- 2012/2017, 4 -5 =- 1872/1984, 5- 6=- 1872/1985, 6-7 =- 2012/2017, 7- 8=- 2556/2505 BOT CHORD 2 -14 =- 2192/2364, 13- 14=- 2192/2364, 12 -13 =- 1740/1978, 11 -12 =- 1740/1978, 10 -11 =- 2229/2364, 8 -10 =- 2229/2364 WEBS 3 -13 =- 549/668, 4 -13 =- 326/376, 5 -13 =- 286/188, 5 -11 =- 286/188, 6 -11 =- 325/376, 7 -11 =- 549/668 NOTES (9 -12) 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =23ft; 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 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. \ \ \ ■ i 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 \\ -- ``� \ \`` `� S 1, fit between the bottom chord and any other members. �J 6) All bearings are assumed to be SYP No.2 . '' � . • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 Ib uplift at joint 2 and 704 Ib uplift at -. ' . L 1 GEN$F ' . �� joint 8. ` 8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * No 34 • = • 9 • ) This manufactured product is designed as an individual building component. The suitability and use of this component for any particQar _ 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 Ibs. 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 - w LOAD CASE(S) Standard '.� STATE OF , • ' * • i • . OR%Or:.•' ,∎ / '/ , ii s1 / OpljAk - .. • April 21,2011 1 II A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 8 for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown 1109 Coastal Bay Blvd. 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional perrnonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 Quo* 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 Pl 14707636 370072 TO8 HIP 2 1 289985012 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:40 2011 Page 1 I D: dsnbLzVzh4m53sHh2sFA0rzOmud-? JKj6MgXmJpAP ?LwOiaoPLFgEZ75 ?ipYDB ?_iQzOro -2-0-0 I 7 -4-0 I 13 -11 -4 1 18 -0-12 ] 24 -7 -14 I 32 -0 -0 34 -g-0 2 -0-0 7 -4 -2 6-7 -2 4-1 -8 6-7 -2 7 -4-2 2 -0-0 Scale = 1:60.4 4.00 112 5x8 = 5x6 = 4 5 5x8 % 5x6 1 141144. 4 . 1 - ra ' 8 4x5 = 13 12 1t 10 9 4x5 • _ 2x4 11 3x4 = 3x4 = 3x8 = 2x4 11 7 -4-2 13 -11 -4 I 18 -0 -12 I 24 -7 -14 I 32 -0-0 7 -4 -2 6 -7 -2 4 -1 -8 6-7 -2 7-4 -2 Plate Offsets (X,Y): 12:0 -3. 2,0-0- 21,13:0- 4- 0,0 -3- 01,14:0- 5- 4,0 -2- 81,16:0- 4- 0,0 -3- 01,17:0- 3- 2,0 -0 -2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.19 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.38 12 -13 >999 240 BCLL 0.0 ' Rep Stress Incr YES VVB 0.63 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wfnd(LL) 0.37 12 -13 >999 240 Weight: 1521b FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -4 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -1 -15 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= 1133/0 -3-8, 7= 1133/0 -3-8 Max Horz 2= 125(LC 7) Max Uplift 2=- 692(LC 5), 7=- 692(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • TOP CHORD 2-3=-2518/2492, 3-4=-1829/1885, 4-5=-1684/1863, 5-6=-1829/1885, 6-7=-2518/2492 BOT CHORD 2 -13 =- 2168/2324, 12 -13 =- 2170/2321, 11 -12 =- 1440/1684, 10- 11=- 1440/1684, 9 -10 =- 2207/2321,7 -9 =- 2206/2324 WEBS 3 -12 =- 699/828, 4-12=-264/320, 5-10=-262/320, 6-10=-698/827 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 =23ft; 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 fit between the bottom chord and any other members. 1 1 1 1 6) All bearings are assumed to be SYP No.2 . \ \\ `] f f / "1/ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 Ib uplift at joint 2 and 692 Ib uplift at � \\ \ v5 S• k , / �� joint 7. � • -- `` i 8) Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � v . ' \ 10EN ' �� 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) NO 3' .j • — 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33436 – : LOAD CASE(S) Standard — / • ((J 7. �O STATE OF .��� - ;- 0 • '•.. OR]D;.•' �9 �■ ' St, , April 21,2011 t ■ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH.T473 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 1109 Coastal Boy Blvd. erector. Additional perrnonent 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 !racing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D•Onofrio Dive, Madison, WI 53719. Job Truss Truss Type Qty Ply 4707837 370072 T09 COMMON 2 1 289985014 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:41 2011 Pape 1 I D: dsnbLzVzh4m53sHh2sFA0rzOmud- TWu6Kih9Xdx119v7xQ5SxYo ?pzUYkCYiSrIYEtzOro 3 I - - I -10 -R I 10 - 11 - I 15 - 11 - 16 - IA-12 21 -0 -12 I 76 -1 -8 I 12-0-0 134 -0-0 I 2 -0-0 5-10 -8 5-0-12 5-0-0 0-1 -6 5-0-0 5-0-12 5-10 -8 2 -0-0 Scale = 1:60.4 4.00 12 4x5 = 6 r 3x4 % 3x4 3x4 -=---- 3x4 5 7 2x4 4 c4 �� \l'r 2x4 .1% 3 � ` n 2 - "1 _ - - w. rd... 11 I„y d ,. 14 13 12 �_, d 4x5 = 3x4 = 3x4 = 4x5 = 5x8 = 8 -4 -14 I 16 -0-0 I 23 -7 -2 I 32 -0-0 8-4 -14 7 -7 -2 7 -7 -2 8-4 -14 Plate Offsets (X,Y): [2:0- 3-2,0 -0 -21, [10:0 -3- 2,0-0 -21, [13:0- 4 -0,0 -3 -01 LOADING (pat) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.38 12 -13 >994 240 BCLL 0.0 • Rep Stress Incr YES WB 0.41 Horz(TL) 0.12 10 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Wind(LL) 0.38 13 -14 >996 240 Weight: 151 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0 -14 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= 1133/0 -3 -8, 10= 1133/0 -3 -8 Max Horz 2=- 138(LC 8) Max Uplift2=- 678(LC 5), 10=- 678(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2557/2616, 3-4 =- 2289/2357, 4 -5 =- 2209/2364, 5-6 =- 1624/1766, 6-7 =- 1624/1766, 7- 8=- 2209/2364, 8 -9 =- 2289/2357, 9 -10 =- 2557/2615 BOT CHORD 2- 14=- 2300/2368, 13 -14 =- 1809/1957, 12 -13 =- 1822/1957, 10 -12 =- 2338/2368 WEBS 6 -13 =- 783/747, 7-13=-582/701, 7-12=-256/364, 9-12=-301/457, 5-13=-582/702, 5 -14 =- 256/364, 3- 14=- 301/457 NOTES (8 -11) 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 =23ft; Cat. 11; Exp C; endosed; 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. \\ \ 1 t 1 1 1 1 / / / // 5 All bearings are assumed to be SYP No.2 . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 Ib uplift at joint 2 and 678 Ib uplift at \\ \ ` S• r' /// 7) "Semi-rigid joint 10. ‘\ id itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \)\'\ •• \ \CENS - 9 P 9 b Y 9 � ,• c<\ 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. * . • NO 3 9 . 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 33436 - : LOAD CASE(S) Standard ' LU Z. �� STATE OF • • IFS, •• F �O RION.•' ` C� ■ / / / O N ' gL ` ` \ \\ � April 21,2011 1 1 A WARNING - Verify design parameters and READ .NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0111.7413 BEFORE USE. Design valid for use only with MiTek connectors. This design 5 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 tens designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during constriction B 7109 Coastal Bay Blvd. the responsibility of the Boynton, Coastal l Boy erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Qualify 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 Ply 14707638 370072 T10 COMMON 2 1 289985014 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:41 2011 Page 1 ID: dsnbLzVzh4m53sHh2sFAOrzOmud -T Wu ?pzUYkCYiSrIYEtzOro 3 1 -2-0-0 1 5-10-8 I 10 -11-4 1 16 -0-0 1 21 -0-12 I 76 -1 -8 1 32-0 -0 1 34 -0-0 1 2 -0-0 5-10-8 5 -0-12 5 -0-12 5-0-12 5-0-12 5-10 -8 2-0-0 Scale = 1:59.5 4.00 112 4x5 = 6 F-1 3x4 % 3x4 % 3x4 5 7 3x4 4 2x4 8 c� fa :2 3 '�1' � 2x4 2 7 10 - r7,11 ei r . - Q ... 11 I: d g • 14 t3 12 -• o 4x5 = 3x4 = 4x5 = 5x8 = 3x4 = i 8-4-14 1 16 -0 -0 I 23 -7 -2 1 32 -0-0 1 8 -4-14 7 -7 -2 7 -7 -2 8-4 -14 Plate Offsets (X,Y): 12:0-3-2,0-0-21,110:0-3-2,0-0-21, 113:0- 4- 0,0 -3 -0] LOADING (ps() 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) -0.19 12 -13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) - 0.38 12 -13 >994 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.12 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Wind(LL) 0.38 13 -14 >996 240 Weight: 151 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9-5 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0 -14 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) 2= 1133/0 -3-8, 10= 1133/0 -3-8 Max Horz 2=- 138(LC 8) Max Uplft2=- 678(LC 5), 10=- 678(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2557/2616, 3-4 =- 2289/2357, 4 -5 =- 2209/2364, 5 -6 =- 1624/1766, 6- 7=- 1624/1766, 7-8=-2209/2364, 8-9=-2289/2357, 9-10=-2557/2615 BOT CHORD 2- 14=- 2300/2368, 13 -14 =- 1809/1957, 12- 13=- 1822/1957, 10 -12 =- 2338/2368 WEBS 6 -13 =- 783/747, 7 -13 =- 582/701, 7 -12 =- 256/364, 9 -12 =- 301/457, 5 -13 =- 582/702, 5- 14=- 256/364, 3 -14 =- 301/457 NOTES (8 -11) 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 =23ft; 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 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 20.0psf 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. 5) All bearings are assumed to be SYP No.2 . \0\111111// / 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 Ib uplift at joint 2 and 678 Ib uplift at \ ��\ ` �S S• k '� /. joint 10. .' -- ``\- 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' � v . LI �� i 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. * .. No l9 9 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 33436 � • LOAD CASE(S) Standard LLJ �� STATE OF • ' _ �� • ' P t °RIO''. ( �� �� S �" 11 /111111 \ \\ April 21,2011 1 n L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-T373 BEFORE USE. Design valid for use only with MiTek connectors. This design 5 based only upon parameters shown. and 5 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 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 5 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 Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 14707839 • 370072 711 GABLE 2 1 289985015 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.25D s Nov 19 2010 MiTek Industries, Inc. Wed Apr 20 10:33:43 2011 Page 1 I D: dsnbLzVzh4m53sHh2s FAOrzOmud- Pu ?SIOi P2 E BkGT3V3r7w0ztPDnFOCC P?V9EeJlzOroc I -2 -n-n 1 16-0 -0 + 32 - 1 34-0 -1 ! 2 -0-0 16 -0-0 16 -0-0 2 -0-0 Scale = 1:59.5 4.00 12 4x5 = 11 12 13 10 '- ' 14 5x6 % g r - r 15 5x6 8 - - 16 7 17 r 6 .. - - .„ 18 4 4 5 T 573 S 10 ST) S 19 a' g - STS S'T7 ST' 51-3 ST5 hao20 21 - rl, 1 r- -- - - - - -. - 23 j, 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 = 5x6 = 32 -0-0 32 -0 -0 Plate Offsets (X,Y): 17:0-3-0,0-3-01,117:0-3-0,0-3-01, 133:0- 3-0,0 -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 0.40 Vert(LL) -0.03 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.04 23 n/r 90 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 22 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 189 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins. 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 Installation guide. REACTIONS All bearings 32 -0-0. (Ib) - Max Horz 2=- 138(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 except 2=- 234(LC 5), 22=- 250(LC 6) Max Gray All reactions 250 Ib or less at joint(s) 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 except 2= 254(LC 1), 22= 254(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9-10=-14/271, 10-11=-14/311, 11-12=-15/344, 12-13=-15/344, 13-14=-14/311, 14 -15 =- 14/271 WEBS 3-42 =- 167/255, 21- 24=- 167/255 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 =23ft; 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) 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 4) All plates are 2x4 unless ess otherw se indicated. ld building designer as per ANSI/TPI 1 -2002. \\\`\,\ \ (( i tt i //,/ / y// 5) Gable requires continuous bottom chord bearing. \ \\ `0S S z\ / i /i 6) Gable studs spaced at 1 -4-0 oc. �‘\ J • CEN • 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. SF 8) • 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 wilt. fit between the bottom chord and any other members. * . • NO 3 • 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) 34, 35, 36, 37, 387 - • IY 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 except (jt =lb) 2 =234, 22 =250. • 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • W _ 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any : O • particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. T STAT OF • • �\ 13) For spedal connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) , 0 • • • F� ORi pP , ' 0 ` ■ 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 i � u � • • • .. • • • \ LOAD CASE(S) Standard �' i/, 1 Li N AV- .\\ April 21,2011 4 1 Al. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE P.40E 501 -7473 BEFORE USE. Design valid for use only with MTek 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 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the Boynton, FL 33435 erector. 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C [ �'.L'q�W cpl+ Q ��, ►iJ Ce •a -cc ••• Z E-.01-41:1 v) z 46. f jrd Ital• / '� %i1 ►►►►IUIIP ��, cip w°. ; I g :4 11 cno -1 14 gp I N Z 1/I / D. up cv 0 co rn off c Q o o x w w �O Fi-1 O E -I i O U . : i c � � a IiAs :* uN o <4 O up O 124 0 a c 0 x� h nt z A ° A NN 1 A A7 0 0 1 M as 0 0 Ri H e. ��4011111111//, i 2 t v' I • I ! . 4 „, i , 461.142 , 1 ,.. _co•w i . e .:41 ,t B.D: ' -:2 Nia .... 7: 0 ci t7) , Q.. ///nnn111111 MULTIPLE - MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Uniform Load — Maximum Uniform Load Applied to Either Outside Member (PLF) Connector Pattern AssemblyA Assembly 13, Assembly C Nssembgrq_{ Assembly E AssemblyE L L Namberof Connector ConnectorType rows On- Center 13* 134 1. t" 314" 134" 312" 13/4" 31/2" 134" 31/2" 51/4" 5'l "; 7" 7" 7" 2 -ply 3- ply 2-ply 3 -ply 2 -ply 4 -ply 10d (0,128" x ?3 ") 2 12" 370 280 280 245 Nailt't 3 12" 555 415 415 370 t" A307 , 24" 505 380 520 465 860 340 Through Bolts(2x$) 2 19.2" _ 635 475 y_ 655, 580 1075 425 16" S 760 570 78 5 695 1,290 505 24" 680 510 510 455 SOS IA" x3t "(3) 2 19.2 "s. 850 640 565 16" ` 1,020 765 765 680 455 465 455 SOS 2 %4 "x6 "tst 2 19.2" 565 580 565 16" 680 695 680 24" 480 360 360 320 11SPW$35 3a 2 19.2" 600 450 450 400 16" —.._ 715 540 540 480 24" 350 525 350 USPWS6 f7H 2 19.2" 440 660 ._- 440; 16" 525 790 525 33/4" 24" 635 475 475 425 Trosslok�?� 2 19.2 "' 795 595 595 530 16" 955 115 715 635 24" 500 500 445 480 445 Trosslokt3 2 19.2" 625 625 555 600 555 16" ; 750 750 665 725 665 24" 445 620 445 674" • 2 19.2" 555 770 555 Trosslo1( 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 lib' 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 Parallam® 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 NDS® 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 q y conditions or 25% for non -snow roof conditions, where code allows. • Bold Italic cells indicate Connector Pattern must be installed on both sides. Stagger fasteners on opposite side of beam by 1 the required Connector Spacing. First, check the allowable load tables on pages 16-33 to verify that three • Verify adequacy of beam in allowable load tables on pages 16 -33. 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 10d (0.128" x 3 ") nails at 12" on- center is good for only 280 plf. Therefore, use three rows of 10d (0.128" x 3 ") • Minimum end distance for bolts and screws is 6 ". 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 1/2" 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 MULTIPLE- MEMBER CONNECTIONS FOR SIDE - LOADED BEAMS Point Load - Maximum Point Load Applied to Either Outside Member (Ibs) Connector Pattern Assembly A Assembly B Assembly C Assembly 0 Assembly E : , Assembly P -1_ . 2" ffi.. Connector Type Numberof . :: i Connectors 1 2 2" 2 13/4 14. 13/4" 31/2" lea" 31/2. 13 31/2" 144" 3' /z" 5�/W" 514 " 7" 7• 1" 2 -ply 3 -ply 2 -Ply 3 -ply 2 -ply 4 - ply 6 1,110 835 835 740 10d (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 7,275 1,860( 1,405( l!4 "x 3 1 /z "orWS35' 6 - 2870 2150 2,150 1,915 2185') 2,119( % x 6 . WS6lr� __.._..__...__ . __. 8 3,825 2,870( 2,870 2,550 3,715( 2,811)' 3 or 5" 4 2,545 1910( 1,910 1,695 925 1,775 6 - 3,815 ,890( 4( 7russlok , " 2,860) 2,860 2,545 2 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 Microllam® LVL, but are not recommended for TimberStrand® LSL. See General Notes on page 38 (2)31/2" and 3 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 Connection Connection • lOd . g t nails, . SDS or TrussLok'" SDS or TrussLok'" • typical. Stagger r pre v to prevent screw, typical screw, typical splitting. � 4 2 "spacing, typical ''"‘'ill'' 14° "' " 2", typica top and First verify that a 3-ply, 1%" x 14" beam can ''1 ' , °;i''' � ' � � bottom �1 2" ��� � First, 2" tY l( t 1, r support the 3,000 Ib point load as well as all 1 !,'= Equal I�, ii 11 " other loads applied. The 3,000 Ib point load 1 spacing 8 , 1 0„ gig minimum is being transferred to the beam with a face • :minimum mount hanger. For a 3-ply, 13/4" assembly, 1 beam depth 2 „ 2 typica eight 3 TrussLok'" screws are good for There must be an equal number of 3 a face mount hanger. nails on each side of the connection MULTIPLE - MEMBER CONNECTIONS FOR TOP - LOADED BEAMS 1 -Wide Pieces on both sides. Stagger fasteners on opposite side • Minimum of two rows of /" bolts at 24" on- center • Minimum of three rows of lOd (0.128" x 3 ") nails of beam by 1/2 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, 3 -Wide Pieces the number of nailing rows may be reduced by one. • , .,' Mi n i mum o two rows of SDS, WS, or TrussLok • Minimum of two rows of SDS, WS, or TrussLokT". screws, 5" minimum length, at 16" on center. screws at 16" on- center. Use 33/4" minimum 6" SDS and WS screws are not recommended for '. '", 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 fj PIZ; 9 CITY OF ATLANTIC BEACH A ? 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 P ` .r� oiil =dr Application Number 11- 00002038 Date 6/06/11 Property Address 424 W DUTTON ISLAND RD Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc single family attached 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 . Sub Contractor . ADVANTAGE PLUMBING Permit Fee . . . 125.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 12/03/11 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 Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. MO'V PERMIT IS E'D @! IKIWORtigiNC4rWIVI*UP&TP49NLAtNRICaialiC@MMIRANCES AND THE FLORIDA BUILDING CODES. j ‘J rj s r�p . CITY OF ATLANTIC BEACH o ,, ` z 800 SEMINOLE ROAD 1 ATLANTIC BEACH, FL 32233 r INSPECTION PHONE LINE 247 -5814 Page 2 Application Number 11- 00002038 Date 6/06/11 Special Notes and Comments moving /clearing activity. Other Fees STATE PLBG DCA SURCHARGE 2.00 STATE PLBG DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due Permit Fee Total 125.00 125.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 129.00 129.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 LOB ADDRESS: � 2 . L I 11 " iujt(yt) 2, �� , '�� - �1 PERMIT # // c:. D 3 g ■EW OR REPLACEMENT INSTALLATION: Project Value $ 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 1 Kitchen Sink Urinal I Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory _ Water Heater 1 j O f Other Fixtures Water Treating System ` 0 / 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 1 Efj eke S ki A I',1.6T Phone Number 2L1;1 -1 222 Plumbing Company A dpflnk 1 Iyi N v m X31 WI Office Phone !/7.- g5'/ Fax o2/ 7 49) �� Co. Address: '"— � '� 3 e rf il JO 4Z City i7 J) State 0 Zip 22 ,s 3 License Holder (Print): ± - _ _— State Certification/Registration # cremotsyy Qv Notarized Signature of License Holder 4, /1 4. O ., 'k%. MICHELLE L CREWS ,,. --" ,, : MICH s worn and subscrl ed before me this day of ..�_ 20\ \ ON # EE037670 ', go_A0,4,-, � MY COMMISSI � aJA . ;" EXPIRES October 26, 2 01a Signature of No Public (407) 388 -01 53 FloridallotarySery ce.cam a ` ' CITY OF ATLANTIC BEACH 0! 800 SEMINOLE ROAD J `� ATLANTIC BEACH, FL 32233 N ,. INSPECTION PHONE LINE 247 -5814 n '�" Application Number . . . . . 11- 00002038 Date 9/26/11 Property Address 424 W DUTTON ISLAND RD Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc single family attached 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 MECHANICAL HVAC PERMIT Additional desc . Sub Contractor . HUXHAM HEATING & AIR Permit Fee . . . 91.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 3/24/12 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 Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. Roll off container company must be on City approved list and } � container cannot be placed on City right -of -way. PERMIT IS I'ItOVt# (/9n' N O Nkl 4Lq. 1 l Ii4TL RTIMIYAC IZiYI NANCES AND THE FLORIDA BUILDING CODES. � � ` M„ CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 ' e INSPECTION PHONE LINE 247 -5814 4 .013 5) r ' Page 2 Application Number 11- 00002038 Date 9/26/11 Special Notes and Comments moving /clearing activity. Other Fees STATE MECH DCA SURCHARGE 2.00 STATE MECH DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due Permit Fee Total 91.00 91.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 95.00 95.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL P. RM1T APPLICATION CITY OF ATLANInc BEAM 800-Seminde Rd Atlantic Beach, FL 32233 • Ph (904) 247- -5826 Fax (904) 2447 -5845 t A>aDRZSS: L / `'I - 0tz 73/ 2' — Maw# J/ S PROJECT VALUE $ Y660 om - W AIR CONDITIONING 4 HEATING SYST124 INSTALLATION Air Conditioning U Heat nit 1 Taos Per Unit ' _ Qty ` t BTU's Per Milt p_a S'OC> Sear Dad System= Total CFM t ezV REQUIRED PLACEMENT AIR CONDITIONING & MATING SYSTEM MTALIATION Air Cooditilo ARI# 3 ; 7 . OBOE Unit y_ Toms Per Us* Heat Unit Qt Per y BTU's r Unit -- Seer ± °n ��� 3 Sys Total C M � RHOUIRED cZ PREVENTION Fi -, , ,; r r . _ Sy m Maluku; 3 as alphas) Fire . , ...:,, t °at:fy Pte) Q �' 3aetsaf Fn+ea •aloe i ' - , , _. 3 sets orphans) Command' goods Q � - , , - 3 sets .tp Fire Suppression 3 `9 Qty 3 sets o f p lan s) 3 sets of plans) Prefabricated Gas Piping °Weis ____ Boilers F Qr9—_____ Able Lifts BTU's L. OTHER GAS PII9NG Hevai xcha caiaiaas nger # Vented Wsll Furnaces sTO' # Water � Systems s Wells ) � EIR: boo ommiarwadkdoesaotaa�ooswok pifwtlioasedlooawtdaae�etsbeitaaaodamaet !UII arab. odoeadMrsa >,a�s I beaebycea�tILaaa nod , �po�doasaototae rectal =a[lmmadeidio� � yak w� a�oriiybsiobtiathepvriaba isws t V 07Meds r 4s /7 T" Phone Number Kcal Company f -wigieb17 4Z. ? Alt__ Office P1 06-6V/ Fax -d Ahem A MI r/ozi dAl- IA/c - - CiPr ArAtaajekti_ Stain .EL.- TAP -32 ' g.0 0 (per Mi."'Wc, ( b4 € state Certiffeatiountegistnnion it (J1CO5 ne afHor 1 • ,n, , , , a ,,.. w v err- .:,,;�; i:i i ;l�l. �-•-� ..= MY COMMISSION # DD 957760 •-��.' EXPIRES: February 14, 2014 • 4, - 4;1h' Bonded Thru Notary Public Underwriters , A. 9R1 CERTIFIED TM www.ahridirectory.org Certificate of Product Ratings AHRI Certified Reference Number: 3842467 Date: 9/26/2011 Product: Split System: Heat Pump with Remote Outdoor Unit - Air - Source Outdoor Unit Model Number: GSZ130241B* Indoor Unit Model Number: ASPF183016B* Manufacturer: GOODMAN MANUFACTURING CO., LP. Trade /Brand name: GOODMAN, JANITROL, AMANA DISTINCTIONS, EVERREST, ONE HOUR AIR CONDITIONING AND HEATING, ENERGI AIR Manufacturer responsible for the rating of this system combination is GOODMAN MANUFACTURING CO., LP. Rated as follows in accordance with AHRI Standard 210/240 -2008 for Unitary Air - Conditioning and Air - Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI- sponsored, independent, third party testing: Cooling Capacity (Btuh): 24000 EER Rating (Cooling): 12.00 SEER Rating (Cooling): 14.00 Heating Capacity(Btuh) @ 47 F: 22800 Region IV HSPF Rating (Heating): 8.20 Heating Capacity(Btuh) @ 17 F: 13200 * Ratings followed by an asterisk ( *) indicate a voluntary rerate of previously published data, unless accompanied with a WAS, which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsibility for, the product(s) listed on this Certificate. AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or the unauthorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations Ilsted in the directory at www.ahridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI. This Certificate shall only be used for individual, personal and confidential reference purposes. The contents of this Certificate may not, in whole or in part, be reproduced; copied; disseminated; entered into a computer database; or otherwise utilized, in any form or manner or by any means, except for the user's individual, personal and confidential reference. CERTIFICATE VERIFICATION The information for the model cited on this certificate can be verified at www.ahridirectory.org, Air-Conditioning, H g, click on "Verify Certificate" link and enter the AHRI Certified Reference Number and the date on �. ■■ ,' ' and Refri satin which the certificate was issued, which Is listed above, and the Certificate No., which is listed below. geration Institute ©2011 Air - Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 12 9615157185362922 i 12/20/2011 17:15 904 - 2490703 BROOKS AND LIMBUAGH PAGE 02/02 1 N' EARLY POWER AGREEMENT & RELEASE CITY OF ATLANTIC BEACH - Electric power is requested now under the conditions and terms of this fully executed Agreement & Release Job Address: 4±1 r , r) TS .nd Permit No. 1 1 "" . X) 2C Service Type (Circle One): Overhead Underground rgr ound We, the undersigned General Contractor and Electrician, understand and agree: 1. "Early Power" is purely for our construction convenience, it is no required by Codes and does rat substitute for Final Inspections or the C/O (Certificate of Occupancy at must be issued before occupancy, and as such is at the discretion of the Buildmg OFFicial. 2. The City of Atlantic Beach will make a special inspection prior .to the early power energizing. All rough inspections must have prior Approval, including meter base connections. 3. Occupancy or use of the 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 Beach i Ordinances. A violation of this 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 blanked off) safely. b. Panel, is complete with breakers and cover, and (labeling required at final inspection). c. Service connection and grounding is complete. d. The electric system has safely passed through electrical check. e. Meter can is permanently marked with address. f. Temporary address 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 DATE (Q 1 ( F 1 PRINT NAME { ' A^ t.. �• ` ELECTRICIAN t . ,. ` DATE 12 (2.0 1 1 PRINT NAME ` I (rub-3 LO-) 800 Seminole Road, Atlantic Beach FL 32233 Phone: (904)247 -5825 Fax: (904)247 -5845 http: / /www.coab.us revised 0130 09 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 1/26/12 Parcel Number 172374 -1010 - Property Address . . 424 W DUTTON ISLAND RD ATLANTIC BEACH FL 32233 Subdivision Name . . . Legal Description . . . Property Zoning . . . TO BE UPDATED Owner BEACHES HABITAT Contractor BEACHES HABITAT 904 241 -1222 Application number . . 11- 00002038 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 � Buildinj O f icial VOID UNLESS SIGNED BY BUILDING OFFICIAL CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: Contractor Name: //-- 203g Permit #: ��l /2k Property Address: 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: J 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. 1 Public Works /4-7‘ q(2,t4 1 1i i0 Public Utilities / /t-cl 41411v Gfv& /4 C- Building CevfM ,ice Planning //_ , Tree Mitigation Satisfied // / ‘lit° IV Final Survey with FFE 17-Yes No All Re- InsP ect Fees Paid VY No Termite Treatment Yes No CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: °2�`' /2 Contractor Name: 20 3i Permit #: � Property Address: 77/c",1 / P �Y 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 ❑ 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 / /L-7 Public Utilities e i, C.,/ Building Aalt Planning K`'"/ Tree Mitigation Satisfied Final Survey with FFE 7 No All Re- Inspect Fees Paid VY No Termite Treatment Yes No White, Debbie From: Walker, Chris Sent: Tuesday, January 24, 2012 4:14 PM To: White, Debbie Subject: RE: Request for Certificate of Occupancy - 424 W Dutton Island Rd. Permit #11 -2038 Both of these are good to go. From: White, Debbie Sent: Tuesday, January 24, 2012 2:12 PM To: Carper, Rick; Nodine, Phil; Clemons, Malcolm; Walker, Chris; Kaluzniak, Donna Subject: Request for Certificate of Occupancy - 424 W Dutton Island Rd. Permit #11 -2038 Beaches Habitat just asked for the C/O at 424 W Dutton Island. Please email me the results of your inspection... Thanks again, Debbie W Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: °2_ — /- Contractor Name: /- 203i Permit #: Address: /, n Property ��� `" p al Description: `5i" t/2 0 r 2 k �� WID/ e ■1'1 Leg p k- L-Vo� 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 ❑ Commercial ❑ Other: Lowest Floor Elevation: 13. 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 / /.x-71 Public Utilities / /.c1 (,/,, ` i Building ctd-M1/4 Planning / 44- 7 ‘ l / /2401 Z -� 4 Tree Mitigation ,/174 (2p 2.- �'�■s" Satisfied Final Survey with FFE 7/ Yes No All Re- Insp ect Fees Paid °' Y No Termite Treatment L No White, Debbie From: Clemons, Malcolm Sent: Wednesday, January 25, 2012 2:59 PM To: White, Debbie Subject: RE: Request for Certificate of Occupancy - 424 W Dutton Island Rd. Permit #11 -2038 Backflow inspection OK. Malcolm From: White, Debbie Sent: Tuesday, January 24, 2012 2:12 PM To: Carper, Rick; Nodine, Phil; Clemons, Malcolm; Walker, Chris; Kaluzniak, Donna Subject: Request for Certificate of Occupancy - 424 W Dutton Island Rd. Permit #11 -2038 Beaches Habitat just asked for the C/O at 424 W Dutton Island. Please email me the results of your inspection... Thanks again, Debbie W Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX '' , Order: 39357 _.. 159 19th Street North � � �° Work Date: 01/19/12 Thursday ep EA G Jacksonville Beach, FL 32250 TEemrm E`°UTI°N Time: 08:00 J / ry' , .v4 y"q,� Phone (904) 242 -9002 1 ( I OE Map: rI ► If 10J F( °,.SK NG I° It. D°f. Route: '" " Fax (904) 242-9010 YOU ASKING f °p ° ` `""' . If S Tech: 2 e 1-800-575-FROG e pMireeAmNGSrsrsMS KEN HEGGINS c7 r�F F� t[lN finrwwgr iiiigse;ViceslObni PF tca�linvCru�1] Bill -To: [103712] Lic: BEACHES HABITAT Target Pest: PAUL FINDLEY Phone 904 -334 -2278 Last Service: 424 DUTTON ISLAND RD ALTANTIC BEACH, FL 32233 PO: Wry' h } R6'YT;ak' k }�. b) x . .- 3: . '� S 1 *W EFiIJICE. , 1 ` , .. , '' t: D.E �Pn .1Q;14x k x '1.,,,,,24:-'..,i11.-.e• 4s °i 1 1 tl: ,Z -,4?i f c.' PRECONSTRUCTION PRECONSTRUCTION $0.00 ........... Subtotal $0.00 We are grateful for your business. Tax $0.00 Total $0.0 Thank you, Amount Due $0.00 DAVID HONRATH, OWNER wrip.0 • Once -A -Year Pest Prevention • Rodent Proofing . w•....... • Quarterly Pest Prevention • Real Estate Inspections (WOO) '`•°` „�i • Termite Baiting Systems • Preconstruction Soil Treatments PLEASE REMIT STUB WITH PAYMENT Q p a o v Q� ° U K E N EE ▪ d i friii{ K � : ▪ g ° TO p N N a L f F i f; •O O W "F; CQ N 1,1 F l e �s d 4 `o '« .b •y 0, 0 - o E ' F o 0 3 a c R Z V 411 Q I tko ib O F. d �/ w f� 1 w C . w r m oo >, a I" p i s N N tA 4 d • u e E 2 II e 0 E' d W O a d h $ v7 L. z u � w� 80 ° u > en en u = y y f a G U White, Debbie From: Nodine, Phil Sent: Thursday, January 26, 2012 9:32 AM To: White, Debbie; Carper, Rick Subject: RE: c/o Inspections 424 and 426 W Dutton Island Road No, they are suppose to be redoing the driveways today I will check this afternoon and see if everything is ok From: White, Debbie Sent: Thursday, January 26, 2012 9:30 AM To: Carper, Rick; Nodine, Phil Subject: c/o Inspections 424 and 426 W Dutton Island Road Are you guys okay with these two for a c /o? Debbie W Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX White, Debbie From: Nodine, Phil Sent: Thursday, January 26, 2012 10:59 AM To: White, Debbie; Carper, Rick Subject: RE: c/o Inspections 424 and 426 W Dutton Island Road Both of these are good to go for Public Works From: White, Debbie Sent: Thursday, January 26, 2012 9:33 AM To: Nodine, Phil; Carper, Rick Subject: RE: c/o Inspections 424 and 426 W Dutton Island Road Okay, please let me know when they are approved.. Thanks so much, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX From: Nodine, Phil Sent: Thursday, January 26, 2012 9:32 AM To: White, Debbie; Carper, Rick Subject: RE: c/o Inspections 424 and 426 W Dutton Island Road No, they are suppose to be redoing the driveways today I will check this afternoon and see if everything is ok From: White, Debbie Sent: Thursday, January 26, 2012 9:30 AM To: Carper, Rick; Nodine, Phil Subject: c/o Inspections 424 and 426 W Dutton Island Road Are you guys okay with these two for a c /o? Debbie W Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX BP210I01 CITY OF ATLANTIC BEACH 1/26/12 Critical /Special Notes Display 12:05:17 Property address . . . : 426 W DUTTON ISLAND RD RE number : 172374 -1011- - Misc info Source code Note Date LAND BPMS NEED SURVEY AND RECORDED TOWNHOUSE 7/11/11 LAND BPMS MAINTENANCE DOCUMENTS PRIOR TO CO 7/11/11 /p t5i“c.,_r-7._-t Press Enter to continue. 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Thanks again, Debbie W Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -584.5 FAX 1